PB2002-100395

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NIST GCR 01-822

Comparison of the Seismic Provisions of the 1997 Uniform Building Code to

the 1997 NEHRP Recommended Provisions

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NIST CENTENNIAL.

NISI National Institute of Standards and Technology

Technology Administration, U.S. Department of Commerce

REPRODUCED BY: NlJS. u.s. Department of Commerce

National Technical Information Service Springfield, Virginia 22161

NIST GCR 00-822

Comparison of the Seismic Provisions of the 1997 Uniform Building Code to

the 1997 NEHRP Recommended Provisions

Prepared for U.S. Department of Commerce

Building and Fire Research Laboratory National Institute of Standards and Technology

Gaithersburg, MD 20899-8611

By S. K. Ghosh

Susan Dowty Madhu Khuntia

KihakLee

S. K. Ghosh Associates, Inc. 1859 Walters Avenue, Suite 200

Northbrook, IL 60062

Purchase Order 1 WO 189

September 2001

u.s. Department of Commerce

Donald L. Evans, Secretary

National Institute of Standards and Technology

Karen H. Brown, Acting Director

ACKNOWLEDGEMENT

Project Participants

S.K. Ghosh Associates Inc. S.K. Ghosh

Susan Dowty Madhu Khuntia

Kihak Lee

Building and Fire Research Laboratory, NIST: H.S. Lew

Stephen A. Cauffman

PROTECTED UNDER INTERNA T10NAL COPYRIGHT ALL RIGHTS RESERVED NATIONAL TECHNICAL INFORMATION SERVICE U.S. DEPARTMENT OF COMMERCE

Reproduced from best available copy.

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARy ....................................................................................... 1

2.0 INTRODUCTION ..................................................................................................... 2

3.0 1997 NEHRP PROVISIONS .................................................................................... 4

3.1 Overview ofNEHRP Provisions ............................................................................. 4 3.2 Overview of Major Changes from NEHRP 1994 to 1997 ..................................... .4

4.0 1997 Uniform Buidling Code .................................................................................... 7

4.1 Overview of 1997 UBC ........................................................................................... 7 4.2 Seismic Design Provisions of 1997 UBC ............................................................... 8

5.0 COMPARISON OF 1997 UBC TO 1997 NEHRP ................................................. 11

5.1 Chapter 1: General Provisions ............................................................................... 11 5.2 Chapter 2: Glossary and Notations ........................................................................ 11 5.3 Chapter 3: Quality Assurance ............................................................................... 11 5.4 Chapter 4: Ground Motion .................................................................................... 11 5.5 Chapter 5: Structural Design Criteria .................................................................... 12 5.6 Chapter 6: Architectural, Mechanical, and Electrical Components Design

Requirements ....................................................................................... 13 5.7 Chapter 7: Foundation Design Requirements ....................................................... 13 5.8 Chapter 8: Steel Structure Design Requirements .................................................. 13 5.9 Chapter 9: Concrete Structure Design Requirements ........................................... 14 5.10 Chapter 10: Composite Steel and Concrete Structure Design Requirements ....... 14 5.11 Chapter 11: Masonry Structure Design Requirements .......................................... 14 5.12 Chapter 12: Wood Structure Design Requirements .............................................. 16 5.13 Chapter 13: Seismically Isolated Structures Design Requirements ...................... 16 5.14 Chapter 14: Nonbuilding Structure Design Requirements .................................... 16 5.15 Chapter 15: Conclusions Regarding IBC .............................................................. 17

6.0 CONCLUSIONS ..................................................................................................... 19

REFERENCES ........................................................................................................ 20

Table 1. Detailed Comparison of Structural Provisions of 1997 UBC and 1997 NEHRP ...................................................................................... 21

1.0 EXECUTIVE SUMMARY

Executive Order 12699, Seismic Safety of Federal and Federally Assisted or Regulated New Building Construction, requires that all new federally owned, leased, assisted, and other regulated buildings be designed and constructed in accordance with the appropriate seismic standards. The Interagency Committee on Seismic Safety in Construction (ICSSC) has recommended the use of building codes which are substantially equivalent to the 1997 National Earthquake Hazards Reduction Program Provisions for the Development of Seismic Regulationsfor New Buildings (NEHRP Provisions).

The objective of this study is to determine whether or not the seismic and material design provisions of the Uniform Building Code (UBC) 2000 edition are substantially equivalent to, or exceed, the 1997 NEHRP Provisions.

This report follows three previous reports prepared for the National Institute of Standards and Technology (NIST GCR 91-598, NIST GCR 95-674 and NIST GCR 98-755). Each previous report evaluated the equivalency of the latest edition of the NEHRP Provisions available at the time of the report and the latest editions of the following model codes and standards available at the time of the report: the BOCA National Building Code (BOCAlNBC), the Standard Building Code (SBC), the Uniform Building Code (UBC), ASCE 7 Minimum Design Loads for Buildings and Other Structures (ASCE 7) and CABO One- and Two-Family Dwelling Code (OFTDC).

This report also follows a draft report prepared for the National Institute of Standards and Technology, which evaluated the equivalency of the 1997 NEHRP Provisions and the seismic and material design provisions of the International Building Code (rnC) 2000 edition, the International Residential Code for One- and Two-family Dwellings (IRC) 2000 edition, and ASCE 7-98 Minimum Design Loads for Buildings and Other Structures.

The seismic design provisions of the 1997 Uniform Building Code are based on Appendix C of the 1996 edition of the Recommended Lateral Force Requirements published by the Structural Engineers Association of California (SEAOC Blue Book). It also includes many of the features of the 1994 NEHRP Provisions. The earthquake regulations of the 1997 NEHRP Provisions are substantially different from the corresponding requirements of the 1994 Provisions. Partly as a result of this and partly because the 1997 UBC did not include some important features ofthe1994 NEHRP Provisions, the seismic and material design requirements of the 1997 UBC were found to be not equivalent to those of the 1997 NEHRP Provisions.

2.0 INTRODUCTION

Executive Order 12699, Seismic Safety of Federal and Federally Assisted or Regulated New Building Construction, requires that all new federally owned, leased, assisted, and other regulated buildings be designed and constructed in accordance with the appropriate seismic standards. The Interagency Committee on Seismic Safety in Construction (ICSSC) has recommended the use of building codes, which are substantially equivalent to the 1997 National Earthquake Hazards Reduction Program Provisions for the Development of Seismic Regulations for New Buildings (NEHRP Provisions).

The objective of this study is to determine whether or not the seismic and material design provisions of the Uniform Building Code (UBC) 1997 edition are substantially equivalent to, or exceed, the 1997 NEHRP Provisions.

This report follows three previous reports prepared for the National Institute of Standards and Technology (NIST GCR 91-598, NIST GCR 95-674 and NIST GCR 98-755). Each previous report evaluated the equivalency of the latest edition of the NEHRP Provisions available at the time of the report and the latest editions of the following model codes and standards available at the time of the report: the BOCA National Building Code (BOCAlNBC), the Standard Building Code (SBC), the Uniform Building Code (UBC), ASCE 7 Minimum Design Loads for Buildings and Other Structures (ASCE 7) and CABO One- and Two-Family Dwelling Code (Off DC).

This report also follows a draft report prepared for the National Institute of Standards and Technology, which evaluated the equivalency of the 1997 NEHRP Provisions and the seismic and material design provisions of the International Building Code (rnC) 2000 edition, the International Residential Code for One- and Two-family Dwellings (IRC) 2000 edition, and ASCE 7-98 Minimum Design Loads for Buildings and Other Structures.

Comparisons between the 1997 NEHRP Provisions and the UBC are made on the basis of seismic provisions, material design provisions, foundation design requirements, quality assurance provisions, and non-structural element design requirements. In the comparisons, the UBC is judged equivalent if its provisions are equivalent to, or more stringent than, the corresponding requirements in the 1997 Provisions. The UBC is judged not equivalent if the requirements of the 1997 NEHRP Provisions are more stringent than the requirements in the model code.

In certain instances NEHRP includes provisions that the UBC does not. When a model code or standard does not have specific provisions regarding criteria, elements or systems, the design is left to the discretion of the designer. Depending on the judgment of the designer, the design mayor may not be equivalent to NEHRP. Therefore, when the UBC is silent on certain issues, equivalency may not be judged.

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One item of overriding importance for the purposes of this comparison must be noted at the outset. In the Uniform Building Code, the seismic zone in which a structure is located determines permissible structural systems, including the level of detailing required for structural members and joints that are part of the lateral-force-resisting system and for the structural components that are not. It also determines applicable limitations on height of a structural system and structural irregularity, the type of lateral analysis that must be performed as the basis of design, as well as nonstructural component requirements. Seismic zones are regions in which seismic ground motion, corresponding to a certain probability of occurrence, is within certain ranges. The United States is divided into Seismic Zones 0 through 4, with 0 indicating the weakest earthquake ground motion, and 4 indicating the strongest.

The 1997 NEHRP Provisions uses Seismic Design Categories (SDC) as the determinant of seismic design and detailing requirements. The SDC is a function of the location's seismicity, building occupancy and soil type.

Although the 1997 USC "seismic zone" only considers the seismicity of a location (whereas the 1997 NEHRP "Seismic Design Category" takes into account the building occupancy and soil type as well as seismicity), an equivalency between "seismic zone" and "Seismic Design Category" was assumed for this comparison study. The following table identifies which seismic zones were assumed equivalent for Seismic Design Categories A-F:

NEHRPSDC Assumed Equivalent Seismic Zone

A,B 0,1 C 2

D,E,F 3,4

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3.0 1997 NEHRP PROVISIONS

3.1 Overview of NEHRP Provisions

The Federal Emergency Management Agency (FEMA) has contracted the Building Seismic Safety Council (BSSC) to develop the National Earthquake Hazards Reduction Program (NEHRP) Provisions for new buildings. One of the primary goals of the program is to reduce or mitigate losses from earthquakes. The NEHRP Recommended Provisions for Seismic Regulations for New Buildings are recommended provisions that have increasingly been adopted in recent times by model codes and standards. The first edition of the NEHRP Provisions was dated 1985. The document is updated on a 3- year cycle. The 1997 edition of the NEHRP provisions is the fourth update of the document.

The NEHRP Provisions present a strength-based approach to design that represents the state of knowledge of seismic design. The seismic design provisions incorporate current research and knowledge from previous earthquakes. Seismicity maps are used to assess the seismic hazard at a particular site. Forces and seismic design requirements are increased with increasing seismic hazard. In the 1997 edition of the NEHRP Provisions, the seismic design category (SDC) of a structure, which is based on occupancy as well as on soil-modified seismic risk at the site of a structure, determines the level of detailing and design requirements. The seismic design category is used to obtain higher levels of performance; however, it does not influence the force level which is increased for structures in higher occupancy categories through an importance factor. In the design base shear equation, a factor R which accounts for system response and inelastic deformability, reduces the strength that would have been needed for elastic response to the design earthquake to a design level. Detailing requirements that are formulated to provide a commensurate amount of inelastic deformability are given in the materials chapters. The design base shear varies with lIT, where T is the elastic fundamental period of the structure.

3.2 Overview of Major Changes from NEHRP 1994 to 1997

The earthquake regulations of the 1997 NEHRP Provisions are substantially different from the corresponding requirements of the 1994 Provisions. The biggest change is the completely new set of ground motion maps and resulting design ground motion parameters which are now SDS and SOl, rather than the Ca and Cv of the 1994 Provisions and Aa and Av of earlier Provisions. SDS and SDl are 5%-damped design spectral response accelerations at short periods and 1 sec. period, respectively. SDS and SDI are two-thirds of SMS and SMI which are soil-modified (Maximum Considered Earthquake) spectral response accelerations at 0.2 sec. and 1 sec. period, respectively. SMS and SMI are obtained by multiplying mapped MCE spectral response accelerations Ss (at 0.2 sec. period) and SI (at 1 sec. period), respectively, by Fa, the acceleration-related soil factor and Fv, the velocity-related soil factor, respectively. The maximum considered earthquake is the 2500- year return period earthquake (2% probability of exceedance in

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50 years) in most of the country, except that in coastal California, it is the largest (deterministic) earthquake that can be generated by the known seismic sources. The design earthquake of the 1997 NEHRP provisions is two-thirds of the MCE, whereas the design earthquake of the 1994 NEHRP Provisions has an average return period of 475 years (10% probability of exceedance in 50 years). The two-thirds is the reciprocal of 1.5 which is agreed to be the "seismic margin" built into structures designed by the 1994 and older editions of the NEHRP Provisions. In other words, a structure designed by the 1994 or older editions of the NEHRP Provisions is believed to have a low likelihood of collapse under an em1hquake that is one and one-half times as large as the design earthquake of those documents. The redefinition of the design earthquake in the 1997 NEHRP Provisions is intended to provide a uniform level of safety across the country against collapse in the Maximum Considered Earthquake. This was not the case before because the MCE is only 50% larger than the design earthquake of the 1994 NEHRP Provisions in coastal California, while it can be four or five times as large as the design earthquake of the 1994 Provisions in the Eastern United States. Aa and Av of the 1994 NEHRP Provisions indicated the effective peak acceleration and the effective peak velocity-related acceleration of the ground corresponding to the design earthquake of the 1994 Provisions on Type SB soil or soft rock. The mapped MCE spectral response accelerations Ss and S I of the 1997 NEHRP Provisions are also mapped on Type SB soil. The soil classification and the associated site coefficients first introduced in the 1994 NEHRP Provisions have been retained unchanged in the 1997 Provisions.

The second most important difference between the 1994 and the 1997 editions of the NEHRP Provisions is the replacement of the Seismic Performance Category (SPC) with the Seismic Design Category (SDC). In the 1994 and older editions of the NEHRP Provisions, restrictions on building height and structural irregularity, choice of analysis procedures that form the basis of seismic design, as well as the level of detailing required for a structure were all governed by the Seismic Performance Category. The SPC was a function of occupancy (called Seismic Hazard Exposure Group in the 1994 and older NEHRP editions) and of the seismic risk at the site of the structure in the form of Av, the effective peak velocity-related acceleration coefficient. In the 1997 NEHRP Provisions, the level of detailing and the other restrictions are all governed by the Seismic Design Category, which combines occupancy (called Seismic Use Group in the 1997 NEHRP Provisions) with the soil-modified seismic risk at the site of the structure, in the fonn of the design spectral response accelerations SDS and SDI. The 1997 NEHRP Provisions for the first time has made detailing as well as the other restrictions a function of the soil characteristics at the site of a structure. This is a major departure from current seismic design practice - a departure that has far-reaching financial and other consequences. The basis for categorizing structures into SDC E was also changed between 1994 and 1997 and a new SDC F was added. In 1994, Category E consisted of Group III structures (essential facilities) in regions anticipated to experience strong ground motion (Av > 0.2). In 1997, Category E consists of Seismic Use Group I and II structures (standard­occupancy structures and assembly buildings) located within a few kilometers of major active faults as indicated by the maximum considered earthquake spectral response maps (SI ~ 0.75g). Category F includes Seismic Use Group III structures (essential facilities) located within a few kilometers of major active faults. Most buildings assigned to Category E in the 1994 Provisions are assigned to Category D in the 1997 Provisions.

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The third most important difference between the 1994 and 1997 editions of the NEHRP provisions is the introduction of the Importance Factor, I. An I-factor was not included in ATC 3, the predecessor document to the NEHRP Provisions, or in any of the NEHRP Provisions through its 1994 edition. ATC 3 and NEHRP opted instead for tighter drift limits and higher levels of detailing for structures in higher occupancy categories. An Occupancy Importance Factor - 1.5 and 1.25 for Seismic Use Group ill or II structures, respectively - has been brought into the 1997 NEHRP Provisions, increasing the design force level for higher occupancy categories. This is in addition to the requirements of tighter drift limits and higher levels of detailing for higher occupancy categories.

One notable change from the 1994 to the 1997 NEHRP Provisions is the proliferation of structural systems in Table 5.2.2 of the latest edition. The reason is a policy decision made with respect to the 1997 Provisions. It was decided that each basic-seismic-force­resisting system defined in Table 5.2.2 would have its own unique set of detailing requirements and commensurate R- and Cd- values assigned to it. This eliminated having the same name, R- and Cd- values assigned to two completely different seismic-force­resisting-systems. A case in point illustrating this scenario is the bearing wall system with concrete shear walls. In the 1994 Provisions, the bearing wall system with concrete shear walls was assigned R- and Cd-values of 4.5 and 4, respectively. These values did not change from the high to the low Seismic Performance Categories. In SPC D and E, the shear walls required special detailing, while in SPC A, B, and C, ordinary detailing was all that was needed. Thus, in effect, two different seismic force-resisting systems with different levels of inelastic deformability went under the same name and were assigned the same R- and Cd- values. Thus, four different types of concrete shear walls have been defined: ordinary plain concrete, detailed plain concrete, ordinary reinforced concrete, and special reinforced concrete. This obviously adds to the total number of structural systems defined in the table.

There is an associated change to Table 5.2.2 that should be noted as well. In the 1994 Provisions, overstrength was recognized for the design of a limited number of elements such as columns supporting discontinued lateral-force-resisting elements, and was approximated by the factor 2R15. In the 1997 Provisions, a separate tabulated no factor replaces the arbitrary 2R15 value. The no factors are intended to be approximate, upper­bound estimates of the probable overstrength inherent in the typicallateral-force-resisting systems of common structures.

Finally, the nonbuilding structures requirements which were in 1994 Section 2.6, appear as 1997 Chapter 14 and the requirements have been significantly expanded and modified to reflect the new design procedures for the 1997 Provisions. An appendix is included to provide the user with considerable extra guidance concerning nonbuilding structures for which no formal standards exist.

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4.0 1997 UNIFORM BUILDING CODE

4.1 Overview of 1997 UBC

The Uniform Building Code (UBC) is published by the International Conference of Building Officials (ICBO), Whittier, California. ICBO is one of three model code groups in the country, the other two being the Building Officials and Code Administrators International (BOCA), Country Club Hills, Illinois, publishers of The BOCA National Building Code (BOCAlNBC), and the Southern Building Code Congress International (SBCCI), publishers of the Standard Building Code (SBC). The seismic design provisions of the UBC are, and have long been based on the Recommended Lateral Force Requirements of the Structural Engineers Association of California (referred to as the SEAOC Blue book). The seismic design requirements of the other two model codes, on the other hand, have in recent times been based on the NEHRP Provisions.

The Uniform Building Code, unlike the other two model codes, is a three-volume set, consisting of:

Vol. 1 - Administrative, Fire Safety and Field Inspection Provisions,

Vol. 2 - Structural Engineering Design Provisions,

Vol. 3 - Material, Testing and Installation Standards.

In 1994, the so-called common code format was introduced to the Uniform Building Code, making chapter numbering uniform in all three model codes (for instance, structural design requirements are in Chapter 16 in all three codes).

In 1997, the UBC switched in size from 6-112 in. x 9 in. pages to 8-112 in. x 11 in. pages.

More importantly, the 1997 UBC expanded the adoption of standards by reference, whereas plior codes typically adopted standards by incorporation. Three categories of standards are listed in Chapter 35, Vol. I:

UBC Standards - The Uniform Building Code (or UBC) standards referred to in various parts of the code and listed in Part II of Chapter 35 are declared to be part of the code.

Adopted Standards - The standards referred to in various parts of the code and listed in Part III of Chapter 35 are declared to be part of the code.

Recognized Standards - The standards listed in Part N of Chapter 35 are recognized standards. Compliance with these recognized standards constitutes prima facie evidence of compliance with the standard of duty established for recognized standards. The standard of duty is that the design, construction and quality of materials

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for buildings and structures be reasonably safe for life, limb, health, property and public welfare.

4.2 Seismic Design Provisions of 1997 UBC

Changes in seismic design provisions from the 1994 to the 1997 UBC are many and far­reaching in their impact. Part of the reasons for these changes was to incorporate the following lessons learned from the 1994 Northridge and the 1995 Kobe earthquakes:

• Need to consider near-source effects • Underestimation of damage to members of non-lateral-force-resisting systems • Need for more redundancy in lateral-force-resisting systems • Need for improved anchorage between concrete/masonry walls and horizontal

diaphragms • Need for reinforcement in continuous footings and stemwalls in conventional

light-frame buildings • Need for improved anchorage for in-plane shear (sill anchorage) in light wood­

frame buildings

The primary reason for significant changes from the 1994 to the 1997 UBC, however, was the realization that the national trend in seismic design has been toward use of the NEHRP Provisions. SEAOC, the proponent of the majority of the code changes approved for the 1997 UBC seismic provisions, made the following strategic planning statement: "Because a unified national building code based on existing codes will be a reality by the year 2000, it is in the best interest ofICBO's membership and user community to make the UBC and NEHRP Provisions as similar as possible in the 1997 UBC." The 1997 UBC seismic changes were designed to provide a smooth transition from the 1994 UBC to the 2000 International Building Code, the seismic provisions of which were to be based on the 1997 NEHRP Provisions. This was done by incorporating many of the features of the 1994 NEHRP Provisions (the 1997 NEHRP Provisions were not available until later).

The following are the major changes from the 1994 to the 1997 edition of the Uniform Building Code:

1. Strength-level, rather than service-level earthquake design forces are given, which obviously involves changes in the design load combinations as well.

2. Earthquake effect considered in design includes the effect resulting from the vertical component of the earthquake ground motion.

3. A redundancy factor is incorporated into the design load combinations, which increases the design forces for less redundant structures.

4. An overstrength factor, Qo, distinct from the response modification factor, R, is introduced, and is incorporated into special design load combinations (applicable,

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for instance, to axial forces in columns supporting discontinued shearwalls). The factors are listed for each structural system in Table 16-N.

5. There is an acceleration-dependent near-fault factor and a velocity-dependent near-fault factor introduced for Zone 4 structures located within 10 km (6.2 miles) and 15 km (9.3 miles), respectively, of known active faults, which increase the seismic design force for near-fault structures.

6. Soil classifications are expanded from a four-tier (Sl through S4) to a six-tier (SA through SF) scheme. Instead of one site factor, there are an acceleration­dependent site factor and a velocity-dependent site factor. Both depend not only on the soil classification as before, but also on seismic risk at the location of the structure (as represented by the seismic zone factor, Z).

7. The seismic design force varies in inverse proportion to the fundamental period of the structure, T, rather than T2/3.

8. Instead of one minimum on the design base shear, there are two minima. The second minimum is in consideration of large displacement pulses in near-fault ground motion, which were observed in the 1994 Northridge earthquake.

9. When certain structural elements are designated not to be part of the designated lateral-force-resisting system, they are required to retain their full gravity-Ioad­carrying capacity as they deform together with the lateral-force-resisting system all the way up to the design earthquake intensity. This deformation compatibility requirement is revised in 1997 UBC in view of observations from the 1994 Northridge earthquake.

10. The limitations on inter-story seismic drift are updated.

11. The dynamic analysis provisions are expanded.

12. A simplified static lateral-forced procedure is introduced for the design of: (a) Buildings of any occupancy (including single-family dwellings) not more than three stOlies in height excluding basements, that use light-frame construction, and (b) Other buildings not more than two stories in height excluding basements.

13. Increased strength of anchorage is required for out-of-plane connections of concrete and masonry walls to flexible diaphragms.

14. Structural observation is required for structures in Seismic Zone 4 with near­source factor Na > 1.0.

15. Nondestructive testing is required for welded fully restrained connections between primary members of ordinary moment frames of steel in Seismic Zones 3 and 4.

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16. Minimum 5/8 in. diameter anchor bolts are required for wood foundation plates in Seismic Zone 4.

17. Horizontal reinforcement is required in continuous footings and stemwalls in Seismic Zones 3 and 4.

18. Detailing requirements for structural members that are not part of the lateral­force-resisting system are made significantly more stringent. This change may be looked upon as part of the revised deformation compatibility requirement mentioned above.

19. Significant new restrictions on welded and mechanical splices of reinforcing bars are introduced. In Seismic Zones 2, 3 and 4, within an anticipated plastic hinge region or within a joint: (a) welded splices on billet steel A615 or low-alloy A706 reinforcement shall not be allowed, and (b) only such mechanical connections shall be allowed as are able to develop in tension the lesser of 95 percent of the ultimate tensile strength or 160 percent of the specified yield strength of the spliced reinforcing bars.

20. The Zone 3 and 4 shearwall design provisions that departed from ACI 318 requirements and were first introduced in the 1994 UBC are refined and simplified in many ways.

21. In a very significant development, provisions for seismic design of precast concrete structures in Seismic Zones 3 and 4 are included for the very first time.

22. A number of design standards/specifications are adopted by reference in the steel chapter, thereby dramatically reducing the length of the chapter.

23. ASTM A913 Grade 50 and 65 steels are added to the list of structural steels permitted for lateral-force-resisting systems.

24. The emergency code change approved in response to fractures in beam-column connections of steel moment frames during the 1994 Northridge earthquake is retained in the 1997 UBC. "Connection configurations utilizing welds or high­strength bolts shall demonstrate, by approved cyclic test results or calculations, ability to sustain inelastic rotation and develop strength criteria ... considering effect of steel overstrength and strain hardening."

25. A number of design standards/specifications are adopted by reference in the wood chapter, thereby significantly reducing the length of the chapter.

26. Provisions concerning non-structural elements are significantly enhanced and brought in close correspondence with the 1994 NEHRP Provisions.

27. Provisions concerning non-building structures are significantly enhanced.

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5.0 COMPARISON OF 1997 UBC TO 1997 NEHRP

Detailed chapter-by-chapter and side-by-side comparisons of the 1997 NEHRP Provisions and the seismic and material design requirements of the 1997 UBC are provided in Table 1. These are summarized below, and some overall conclusions are drawn based on the comparisons

5.1 Chapter 1: General Provisions

The UBC provisions concerning additions to existing buildings and alterations to existing buildings are somewhat less restrictive than those of the 1997 NEHRP Provisions. The occupancy importance factors of the UBC are less than those of the 1997 NEHRP Provisions for Seismic Use Group II and ill buildings. The UBC is equivalent to or more restrictive than the NEHRP Provisions in all other areas covered by Chapter 1.

5.2 Chapter 2: Glossary and Notations

This chapter is considered equivalent between the 1997 UBC and the 1997 NEHRP Provisions.

5.3 Chapter 3: Quality Assurance

The 1997 NEHRP Provisions require that a quality assurance plan be submitted to the authority having jurisdiction, gives the details of that plan, and lays down contractor responsibilities for the same. These provisions are not part of the 1997 UBC, making it less stringent. The special inspection provisions can be or are slightly less stringent in the UBC for piers, piles, caissons, and for reinforcing steel. The 1997 NEHRP Provisions include special inspection provisions for structural wood, cold-fonned steel framing, architectural components, and mechanical and electrical components, which are not part of the 1997 UBC, making it less stringent. The 1997 NEHRP Provisions have testing requirements for reinforcing and prestressing steel, structural concrete, structural masonry, and mechanical and electrical components that are not included in the 1997 UBC. This also makes the UBC less stringent.

5.4 Chapter 4: Ground Motion

The 1997 NEHRP Provisions require that all structures be assigned to a Seismic Design Category, based on their Seismic Use Group and the design spectral response acceleration coefficients, SDS and SOl, which are soil-modified. The 1997 UBC simply requires that each site be assigned to a seismic zone. These are obviously not equivalent. The 1997 NEHRP Provisions also contain siting restrictions for structures assigned to

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Seismic Design Categories E and F, which are not in the 1997 UBC, making it less stringent.

5.5 Chapter 5: Structural Design Criteria

1. The wind and snow loads set forth in ASCE 7-95 and adopted by reference in the 1997 NEHRP provisions are more current and state-of-the-art than the 1997 UBC provisions. The UBC wind loads are based on fastest-mile wind speeds dating back to 1988, whereas the ASCE 7-95 wind loads are based on three-second gust wind speeds, which reflect current data. This makes the UBC non-equivalent.

2. One notable feature of the 1997 NEHRP Provisions is the proliferation of structural systems in Table 5.2.2. For example, in the 1994 Provisions, the bearing wall system with concrete shear walls was assigned R- and Cd- values of 4.5 and 4, respectively. These values did not change from the high to the low Seismic Performance Categories. In SPC D and E, the shear walls required special detailing, while in SPC A, B, and C, ordinary detailing was all that was needed. Thus, in effect, two different seismic-force-resisting systems with different levels of inelastic deformability went under the same name and were assigned the same R - and Cd- values. For the 1997 NEHRP Provisions it was decided that each basic seismic-force-resisting system defined in Table 5.2.2 would have its own unique set of detailing requirements and commensurate R­and Cd- values assigned to it. Thus, four different types of concrete shear walls have been defined: ordinary plain concrete, detailed plain concrete, ordinary reinforced concrete, and special reinforced concrete. This obviously adds to the total number of structural systems defined in the table. R- and 0 0- values for the same structural system are often different between Table 5.2.2 of the 1997 NEHRP Provisions and Table 16-N of the 1997 UBC. Cd, of course, is not used in the UBC. System limitations are based on Seismic Design Categories in NEHRP, and on Seismic Zones in the UBC. All of this makes the two documents non-equivalent.

3. UBC has no structure height and structural system limitations below Seismic Zone 3; the NEHRP Provisions contain such limitations for structures assigned to Seismic Design Categories Band C. NEHRP has shorter height limits in SDC E than in SDC D and even shorter height limits in SDC F. UBC has the same height limits in Zones 3 and 4. UBC is less restrictive in this regard.

4. With respect to plan and vertical irregularities, the UBC is slightly less stringent because it does not include the extreme torsional irregularity and the extreme soft story irregularity.

5. With respect to redundancy, the UBC is less stringent because: (a) it does not use variable floor areas along the height of the building, (b) it takes p as the highest floor-level p-value over the lower two-thirds of the building height, while NEHRP considers the entire building height, and (c) for special moment frames in SDC E or F, p is restricted to 1.1 by NEHRP, but only to 1.25 by the UBC.

6. UBC is at times somewhat less stringent in its treatment of structures with certain types of structural irregularities.

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7. UBC is less stringent with respect to the consideration of vertical earthquake ground motion in special seismic load combinations.

8. NEHRP allows T (rationally computed elastic fundamental period) to be a larger multiple of T a in lower seismic areas, but restlicts it to a lower multiple of T a

(approximate elastic fundamental period) in the highest seismic areas. This makes the UBC somewhat less stringent in high seismic areas.

9. UBC is less stringent with respect to the dynamic amplification of torsion in structures of SDC C, D, E, and F, where Type I torsional irregularity exists.

10. Disregard of minimum base shear given by Eq. (30-6) in drift computations makes the UBC less stringent with respect to drift control for tall buildings.

11. UBC is less stringent in its considerations of P-Delta effects.

5.6 Chapter 6: Architectural, Mechanical and Electrical Components Design Requirements

The UBC is less stringent with respect to:

1. Component anchorage, 2. Construction documents, 3. Design of architectural components for seismic relative displacements, 4. Out-of-plane bending of architectural components, 5. Design of suspended ceilings, 6. Design of access floors, 7. Design of partitions, and 8. Mechanical and electrical component design.

5.7 Chapter 7: Foundation Design Requirements

UBC foundation design requirements are related to Seismic Zones, while those of the NEHRP Provisions are related to Seismic Design Categories. There is a lack of equivalency here. The UBC is less stringent with respect to geotechnical investigation in Seismic Zone 2. The UBC is less stringent concerning pile to pile cap connections in buildings assigned to SDC C and higher. The UBC is also less stringent with respect to ties between spread footings founded on Site Class E and F soils.

5.8 Chapter 8: Steel Structure Design Requirements

The UBC references the same standards as the NEHRP Provisions; however, in two cases, the UBC referenced standard is an older edition. The major reference for seismic provisions is an older edition (1992, rather than 1997). Similarly, the specification adopted for design of cold-formed steel structural members is also an older edition (1991, rather than 1996). This makes the UBC non-equivalent. UBC steel design requirements are tied to Seismic Zones, while those of the NEHRP Provisions are tied to Seismic Design Categories. There is a lack of equivalency here as well. The UBC is less stringent with respect to light framed cold-formed steel wall systems in lower seismic zones. This is true of general wall provisions as well as of provisions concerning: (a)

13

boundary members, (b) connections, (c) braced bay members, (d) diagonal braces, and (e) shear walls. The provisions concerning steel cables are equivalent, with the exception of a NEHRP modification to the referenced standard.

5.9 Chapter 9: Concrete Structural Design Requirements

Where prestressing tendons are to be permitted in flexural members, the NEHRP Provisions contain a requirement concerning anchorages for tendons that is not in the UBC, making it less stringent. NEHRP encourages steel failure rather than concrete failure to govern the strength of anchors; this requirement is not in the UBC, making it less stringent. Design tensile strength of an anchor based on concrete failure is less conservative in the UBC than in the NEHRP Provisions. The classification of moment frames and shear walls is not the same in the NEHRP Provisions and the UBC. The NEHRP Provisions classify structural systems based on the level of detailing. The UBC simply indicates which provisions of ACI 318 Chapter 21 are applicable to various structural systems in various seismic zones. NEHRP also imposes detailing requirements on ordinary moment frames that are additional to those of ACI 318-95. These are not included in the 1997 UBC, making it less stringent. NEHRP requires all moment frames forming part of the seismic-force-resisting system of buildings assigned to SDC Band founded on Site Class E or F soils to be intermediate or special moment frames. The UBC contains no corresponding requirement, making it less stringent. NEHRP indicates which structural systems are permitted in the various Seismic Design Categories; structural systems of lower inelastic deformability are excluded in the higher Seismic Design Categories. The UBC simply indicates which provisions of ACI 318 Chapter 21 are applicable to various structural systems in various seismic zones. For columns supporting reactions from discontinuous stiff members such as walls, the UBC is less stringent with respect to detailing requirements as well as the consideration of vertical earthquake ground motion in special seismic load combinations

5.10 Chapter 10: Steel & Concrete Design Requirements

These requirements do no exist in the UBC. Thus, equivalency cannot be judged.

5.11 Chapter 11: Masonry Structure Design Requirements

1. NEHRP adopts ACI 530-95 and ACI 530.1-95 by reference; the UBC does not, making the two documents non-equivalent.

2. UBC masonry design requirements are tied to Seismic Zones, while those of the NEHRP Provisions are tied to Seismic Design Categories. There is a lack of equivalency here.

3. The UBC is non-equivalent with respect to compliance with the specified {m . 4. The UBC has working stress design for masonry, while NEHRP does not. This

makes the two documents non-uniform.

14

5. Empirical design is allowed for lateral-force-resisting systems in Seismic Zone 1 of the UBC, while it is not allowed for buildings assigned to NEHRP Seismic Design Category B, making the UBC less stringent.

6. The UBC maximum spacing of reinforcement in a Seismic Zone 3 & 4 shear wall is less restrictive than the NEHRP maximum spacing of reinforcement in a special reinforced masonry shear wall.

7. Where masonry is laid in stack bond in a building assigned to SDC D or higher, NEHRP specifies a maximum horizontal reinforcement spacing of 24 in. A similar spacing limitation does not exist in the UBC for stack bond masonry in Seismic Zones 3 & 4, making it less restrictive.

8. Concrete abutting structural masonry is required to be roughened to a full amplitude of 1116 in. by the UBC in Seismic Zones 3, 4. The required amplitude is 1/8 in. in the NEHRP Provisions for buildings assigned to Seismic Design Category D and higher.

9. Reinforcement requirements for stack bond masonry are increased from SDC D to SDC E, F in the NEHRP provisions. UBC has the same reinforcement requirements across Zones 3 and 4, making it less stringent.

10. The UBC is less restrictive with respect to the size of reinforcement in reinforced masonry construction.

11. NEHRP prohibits bundling of reinforcing bars in masonry construction. UBC is silent on the topic.

12. The UBC does not contain the following NEHRP requirements: (a) the minimum grout thickness between reinforcing bars and masonry units shall be % in. for fine grout and Yz in. for coarse grout, (b) Longitudinal wires of joint reinforcement shall be fully embedded in mortar or grout with a minimum cover of Yz in. when exposed to earth or weather and 3/8 in. when not exposed to earth or weather, (c) wall ties, anchors and inserts, except anchor bolts not exposed to the weather or moisture, shall be protected from corrosion.

13. NEHRP prohibits the use of lap splices in plastic hinge zones. UBC contains no such prohibition.

14. The stress block assumed for masonry in compression in designs for flexure and axial loads is more liberal in the UBC than in the NEHRP Provisions.

15. NEHRP requires that the design shear strength, <1>Vn , shall exceed the shear corresponding to the development of 1.25 times the nominal flexural strength of the member, except that the nominal shear strength need not exceed 2.5 times V u.

The UBC does not contain a corresponding provision, making it less stringent. 16. NEHRP requires that the nominal moment strength at any section along a member

shall not be less than one-half the higher moment strength provided at the two ends of the member in a special moment frame of masonry. In the UBC, the corresponding number is one-quarter, making it less restrictive.

17. NEHRP requires that the clear span of a wall frame beam be not less than four times its depth. In the UBC, the corresponding ratio is two, making it less restrictive.

18. Maximum vertical reinforcement in wall frame columns is more restrictive in NEHRP than in the UBC.

15

5.12 Chapter 12: Wood Structural Design Requirements

1. The UBC can be less restrictive with respect to the horizontal distribution of shear to lateral-force-resisting elements.

2. The UBC can be less restrictive with respect to detailing of shear wall and diaphragm boundary elements.

3. The UBC requires smaller plate washers than the NEHRP Provisions for shear wall anchorage; and these are only required in Seismic Zones 3 and 4.

4. The UBC panel sheathing size requirement for diaphragms and shear walls apply only in Seismic Zones 3 and 4, making the UBC less restrictive in this regard.

5. The UBC allows a 4:1 aspect ratio for both blocked and unblocked wood structural panel diaphragms, whereas the NEHRP limits the aspect ratio to 3:1 for such unblocked diaphragms, thus making the NEHRP Provisions more restrictive in this regard. Under certain conditions depending upon seismic zone, the UBC allows a higher aspect ratio for shear walls than the NEHRP Provisions.

6. The UBC allows the use of particleboard and fiberboard for shear walls, while the NEHRP Provisions do not allow such usage, making the UBC less restrictive in this regard.

7. For double diagonally sheathed lumber diaphragms, the allowable aspect ratio is less restrictive in the UBC.

8. The UBC is less restrictive as to structures for which conventional light frame construction is allowed.

9. For braced walls of particleboard in conventional light-frame construction, no attachment is specified in the UBC, whereas NEHRP does specify minimum attachment. Another difference is that the UBC requires 7 in. olc fastener spacing for gypsum board sheathing whereas the NEHRP Provisions require the same size fasteners to be spaced at 4 in. o/c.

10. The UBC is not equivalent to NEHRP with respect to foundations supporting braced wall panels in conventional light-frame construction.

11. NEHRP requires structures assigned to Seismic Design Categories E and F to conform to all of the requirements for engineered construction and to the additional requirements of Section 12.8. The UBC does not contain any such restriction, making it less conservative.

5.13 Chapter 13: Seismically Isolated Structures Design Requirements

NEHRP requires all portions of a structure, including the structure above the isolation system, to be assigned a Seismic Use Group. The UBC specifies that the importance factor, I, for a seismic-isolated building be taken as 1.0 regardless of occupancy category. This makes the UBC non-equivalent.

5.14 Chapter 14: Nonbuilding Structure Design Requirements

The UBC is generally less stringent with respect to the design of steel storage racks.

16

5.15 Conclusions Regarding 1997 UBC

The seismic and material design requirements of the 1997 UBC were found to be not equivalent to those of the 1997 NEHRP Provisions in a number of important respects (as detailed above):

1. The 1997 NEHRP Provisions require all structures to be assigned to a Seismic Design Category, based on their Seismic Use Group or occupancy and the soil­modified seismic risk at the site of the structure. The 1997 UBC simply requires that each site be assigned to a Seismic Zone. The foundation, concrete, masonry, steel and wood design requirements of the UBC are tied to Seismic Zones, while those of the NEHRP Provisions are tied to Seismic Design Categories.

2. A policy decision was made with respect to the 1997 NEHRP Provisions. It was decided that each basic seismic-force-resisting system defined in Table 5.2.2 would have its own unique set of detailing requirements and commensurate R­and Cd- values assigned to it. This eliminated having the same name, R- and Cd-values assigned to two completely different seismic-force-resisting systems, as is the case with the 1997 UBe. This obviously adds to the total number of structural systems formally recognized by the IBe. R- and Qo- values for the same structural system are often different between Table 5.2.2 of the 1997 NEHRP provisions and Table 16-N of the 1997 UBC. Cd, of course, is not used in the UBC. System limitations are based on Seismic Design Categories in NEHRP, and on Seismic Zones in the UBC.

3. The occupancy importance factors of the UBC are less than those of the 1997 NEHRP Provisions for Seismic Use Group II and III buildings (high-occupancy buildings and essential facilities).

4. UBC has no structure height and structural system limitations below Seismic Zone 3; the NEHRP Provisions contain such limitations for structures assigned to Seismic Design Categories Band e. NEHRP has shorter height limits in SDC E than in SDC D and even shorter height limits in SDC F. UBC has the same height limits in Zones 3 and 4.

5. With respect to redundancy: (a) the UBC, unlike NEHRP, does not use variable floor areas along the height of the building, (b) the UBC takes p as the highest floor-level p -value over the lower two-thirds of the building height, while NEHRP considers the entire building height, and (c) for special moment frames in SDC E or F, P is restricted to 1.1 by NEHRP, but only to 1.25 by the UBe.

6. NEHRP restricts rationally computed elastic fundamental period (T) to a lower multiple of the approximate fundamental period (T a) in regions of high seismicity.

7. UBC disregards the minimum base shear given by Eq. (30-6) in drift computations, thereby making drift control requirements less stringent for tall buildings.

8. The 1997 NEHRP Provisions require that a quality assurance plan be submitted to the authority having jurisdiction, gives the details of that plan, and lays down contractor responsibilities for the same. The UBC does not have such provisions. The special inspection and testing requirements of the NEHRP Provisions are also more onerous than those of the UBe.

17

9. The NEHRP Provisions are much more comprehensive and onerous with respect to design requirements for architectural, mechanical and electrical components.

10. The UBC is less stringent than NEHRP with respect to: (a) geotechnical investigation in Seismic Zone 2, (b) pile to pile cap connections in buildings assigned to SDC C and higher, and (c) ties between spread footings founded on Site Class E and F soils.

11. The UBC references the same steel standards as the NEHRP Provisions; however, in two cases, the UBC referenced standards are older editions.

12. The classification of concrete moment frames and shear walls is not the same in the NEHRP Provisions and the UBC. The NEHRP Provisions classify structural systems based on the level of detailing. The Provisions indicate which structural systems are permitted in the various Seismic Design Categories; structural systems of lower inelastic deform ability are excluded in the higher SDC's. The UBC simply indicates which provisions of ACI 318 Chapter 21 are applicable to various structural systems in various Seismic Zones.

13. NEHRP adopts ACI 530-95 and 530.1-95 by reference for masonry design and construction. The UBC does not.

14. The UBC has working stress design for masonry, while NEHRP does not. 15. Concerning wood structural design: (a) The UBC can be less restrictive with

respect to the horizontal distribution of shear to lateral-force-resisting elements, (b) The UBC allows a 4: 1 aspect ratio for both blocked and unblocked wood structural panel diaphragms, whereas the NEHRP limits the aspect ratio to 3: 1 for such unblocked diaphragms, (c) Under certain conditions depending upon Seismic Zone, the UBC allows a higher aspect ratio for shear walls than the NEHRP Provisions, (d) The UBC allows the use of particleboard and fiberboard for shear walls, while the NEHRP Provisions do not allow such usage, (e) The UBC is less restrictive as to structures for which conventional light frame construction is allowed.

16. The UBC is generally less stringent with respect to the design of steel storage racks.

In view of the above, it is concluded that the seismic and material design requirements of the 1997 UBC are not equivalent to those of the 1997 NEHRP Provisions.

18

6.0 CONCLUSIONS In this report, the 1997 NEHRP Provisions are compared to the seismic and material design requirements of the Uniform Building Code 1997 edition.

The seismic design provisions of the 1997 Uniform Building Code are based on Appendix C of the 1996 edition of the Recommended Lateral Force Requirements published by the Structural Engineers Association of California (SEAOC Blue Book). It also includes many of the features of the 1994 NEHRP Provisions. The earthquake regulations of the 1997 NEHRP Provisions are substantially different form the corresponding requirements of the 1994 Provisions. Partly as a result of this and partly because the 1997 UBC did not include some important features of the 1994 NEHRP Provisions, the seismic and material design requirements of the 1997 UBC were found to be not equivalent to those of the 1997 NEHRP Provisions. Detailed chapter-by-chapter and side-by-side comparisons of the 1997 NEHRP Provisions and the seismic and material design requirements of the 1997 UBC are provided in this report, and form the basis of the conclusion just stated.

19

REFERENCES 1. Assessment of the Seismic Provisions of Model Building Codes. NIST GCR

91-598. Council of American Building Officials, July 1992. 2. Comparison of the Seismic Provisions of Model Building Codes and

Standards to the 1997 NEHRP Recommended Provisions. NIST GCR 95-674. Melvyn Green & Associates, Inc., May 1995.

3. Comparison of the Seismic Provisions of Model Building Codes and Standards to the 1994 NEHRP Recommended Provisions. NIST GCR 98-755. Degenkolb Engineers, August 1998.

4. Comparison of the Seismic Provisions of Model Building Codes and Standards to the 1997 NEHRP Recommended Provisions. Partial Draft. S.K. Ghosh Associates Inc., February 2001.

20

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

1

GEN

ERAL

SE

CTI

ON

162

6 -

PRO

VISI

ON

S G

ENER

AL

1.1 P

UR

POSE

Pr

esen

ts c

riter

ia fo

r the

des

ign

and

cons

truct

ion

1626

.1 P

urpo

se

The

purp

ose

of th

e ea

rthqu

ake

prov

isio

ns h

erei

n N

EHR

P is

mor

e of

stru

ctur

es to

res

ist e

arth

quak

e gr

ound

mot

ions

. is

prim

arily

to s

afeg

uard

aga

inst

maj

or s

truct

ural

co

mpr

ehen

sive

. fa

ilure

s an

d lo

ss o

f life

, not

to li

mit

dam

age

or

Con

side

red

mai

ntai

n fu

nctio

n.

equi

vale

nt

1626

.2 M

inim

um

Stru

ctur

es a

re to

be

desi

gned

for t

he e

ffect

s of

Se

ismic

Des

ign

seism

ic gr

ound

mot

ion,

as

prov

ided

. 1.

2 SC

OPE

AND

Th

ese

Prov

isio

ns s

hall

appl

y to

the

desig

n an

d SE

CTI

ON

162

9 -

Sim

ilar i

n in

tent

, with

the

follo

win

g ex

empt

ions

: N

EHR

P ha

s AP

PLIC

ATIO

N

cons

truct

ion

of s

truct

ures

inclu

ding

add

itions

, C

RIT

ERIA

1.

O

ne-a

nd tw

o-fa

mily

dw

ellin

gs in

br

oade

r 1.

2.1

Scop

e ch

ange

of u

se, a

nd a

ltera

tions

to r

esist

the

effe

cts

SELE

CTI

ON

Se

ism

ic Z

one

1 ne

ed n

ot c

onfo

rm to

the

exem

ptio

ns.

UBC

is of

ear

thqu

ake

mot

ions

. Ev

ery

stru

ctur

e, a

nd

1629

.1 B

asis

for

prov

isio

ns o

f thi

s se

ctio

n.

mor

e re

stric

tive.

po

rtion

ther

eof,

shal

l be

desig

ned

and

cons

truct

ed

Des

ign

2.

Unl

ess

othe

rwis

e re

quire

d by

BO

, to

res

ist th

e ef

fect

s of

ear

thqu

ake

mot

ions

as

1605

DES

IGN

bu

ildin

gs o

r por

tions

ther

eof t

hat a

re

pres

crib

ed b

y th

ese

Prov

ision

s.

1605

.1 G

ener

al

cons

truct

ed in

acc

orda

nce

with

the

Exce

ptio

ns:

conv

entio

nal l

ight

-fram

ing

requ

irem

ents

1.

Det

ache

d on

e-an

d tw

o-fa

mily

dw

ellin

gs

spec

ified

in Ch

. 23

of th

is co

de s

hall

be

loca

ted

whe

re 8

0S

is le

ss th

an O

.4g

are

deem

ed to

mee

t the

req

uire

men

ts o

f

exem

pt fr

om a

ll re

quire

men

ts o

f the

se

this

sec

tion.

Prov

ision

s.

2. D

etac

hed

one-

and

two-

fam

ily w

ood

fram

e dw

ellin

gs lo

cate

d w

here

80

S is

equa

l

to o

r gre

ater

than

O.4

g an

d th

at a

re d

e-sig

ned

and

cons

truct

ed in

acc

orda

nce

with

th

e co

nven

tiona

l lig

ht fr

ame

cons

truct

ion

prov

isio

ns in

Sec

. 12

.5 a

re e

xem

pt fr

om a

ll ot

her r

equi

rem

ents

of t

hese

Pro

visio

ns.

3.Ag

ricul

tura

l sto

rage

stru

ctur

es in

tend

ed

only

for

inci

dent

al h

uman

occ

upan

cy a

re

exem

pt fr

om a

ll re

quire

men

ts o

f the

se

Prov

ision

s.

4.8t

ruct

ures

loca

ted

whe

re 8

1 is

less

than

or

equa

l to

0.04

g an

d 8 s

is le

ss th

an o

r equ

al to

21

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

0.

15g

shal

l onl

y be

requ

ired

to c

ompl

y w

ith S

ec.

5.2.

6.1,

(D

esig

n R

equi

rem

ents

for S

DC A

). SE

CTI

ON

340

3 -

ADD

ITIO

NS,

AL

TER

ATIO

NS

OR

REP

AIR

S I

1.2.

2 Ad

ditio

n An

add

ition

that

is n

ot s

truct

ural

ly in

depe

nden

t 34

03.2

Whe

n al

low

ed

1. Ad

ditio

ns, a

ltera

tions

or r

epai

rs m

ay b

e m

ade

NEH

RP

has

seis

mic

' fro

m a

n ex

istin

g st

ruct

ure

shal

l be

desig

ned

and

to a

ny b

uild

ing

or s

truct

ure

with

out r

equi

ring

the

requ

irem

ents

, co

nstru

cted

suc

h th

at th

e en

tire

stru

ctur

e ex

istin

g bu

ildin

g or

stru

ctur

e to

com

ply

with

all

the

whe

reas

USC

has

co

nfor

ms

to th

e se

ism

ic-fo

rce-

resis

tanc

e re

quire

-re

quire

men

ts o

f thi

s co

de, p

rovid

ed th

e ad

ditio

n,

gene

ral

men

ts fo

r new

stru

ctur

es u

nles

s al

l of t

he

alte

ratio

n or

repa

ir co

nfor

ms

to th

at re

quire

d fo

r a

requ

irem

ents

. USC

fo

llow

ing

cond

itions

are

sat

isfie

d:

new

bui

ldin

g or

stru

ctur

e.

is le

ss re

stric

tive.

1.

The

addi

tion

conf

orm

s w

ith th

e re

quire

men

ts fo

r 2.

Add

itions

or a

ltera

tions

sha

ll no

t be

mad

e to

an

new

stru

ctur

es, a

nd

exist

ing

build

ing

or s

truct

ure

that

will

caus

e th

e 2.

The

add

ition

does

not

incr

ease

the

seis

mic

ex

istin

g bu

ildin

g or

stru

ctur

e to

be

in vi

olat

ion

of

I

forc

es in

any

stru

ctur

al e

lem

ent o

f the

exis

ting

any

of th

e pr

ovis

ions

. st

ruct

ure

by m

ore

than

5 p

erce

nt, u

nles

s th

e 3.

Such

add

itions

or a

ltera

tions

sha

ll no

t cau

se

capa

city

of t

he e

lem

ent s

ubje

ct to

the

incr

ease

d th

e ex

istin

g bu

ildin

g or

stru

ctur

e to

bec

ome

forc

es is

still

in c

ompl

ianc

e w

ith th

ese

Prov

ision

s,

unsa

fe.

and

4. A

ny b

uild

ing

so a

ltere

d, w

hich

invo

lves

a 3.

The

addi

tion

does

not

dec

reas

e th

e se

ismic

chan

ge in

use

or o

ccup

ancy

, sh

all n

ot e

xcee

d th

e re

sista

nce

of a

ny s

truct

ural

ele

men

t of t

he e

xistin

g he

ight

, num

ber o

f sto

ries

and

area

per

mitt

ed fo

r st

ruct

ure

to le

ss th

an th

at r

equi

red

for a

new

ne

w b

uild

ings

. st

ruct

ure.

1.

2.3

Cha

nge

of U

se

Whe

n a

chan

ge o

f use

resu

lts in

a s

truct

ure

bein

g SE

CTI

ON

340

5 -

No c

hang

e sh

all b

e m

ade

in th

e ch

arac

ter o

f N

EHR

P ha

s sp

ecific

re

class

ified

to a

hig

her S

eism

ic U

se G

roup

, the

C

HAN

GE

IN U

SE

occu

panc

ies

or u

se o

f any

bui

ldin

g th

at w

ould

ex

cept

ions

. USC

is

stru

ctur

e sh

all c

onfo

rm to

the

requ

irem

ents

of

plac

e th

e bu

ildin

g in

a di

ffere

nt d

ivisio

n of

the

mor

e re

stric

tive.

Se

ctio

n 1.

2.1

for a

new

stru

ctur

e.

sam

e gr

oup

of o

ccup

ancy

or i

n a

diffe

rent

gro

up

Exce

ptio

n: W

hen

a ch

ange

of u

se re

sults

in a

of

occ

upan

cies,

unl

ess

such

bui

ldin

g is

mad

e to

st

ruct

ure

bein

g re

class

ified

from

Sei

smic

Use

co

mpl

y w

ith th

e re

quire

men

ts o

f thi

s co

de fo

r suc

h G

roup

I to

Sei

smic

Use

Gro

up II

, com

plia

nce

with

di

visio

n or

gro

up o

f occ

upan

cy.

thes

e Pr

ovis

ions

is n

ot re

quire

d if

the

stru

ctur

e is

loca

ted

whe

re S

os is

less

than

0.3

.

22

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

1.

2.4

Alte

ratio

ns

Alte

ratio

ns a

re p

erm

itted

to b

e m

ade

to a

ny

SEC

ITO

N 3

403

Alte

ratio

ns a

re g

roup

ed w

ith a

dditio

n in

Sect

ion

NEH

RP

has

seism

ic st

ruct

ure

with

out r

equi

ring

the

stru

ctur

e to

com

ply

3403

.2

requ

irem

ents

, w

ith th

ese

Prov

isio

ns p

rovid

ed th

e al

tera

tions

w

here

as U

BC h

as

conf

orm

to th

at re

quire

d fo

r a n

ew s

truct

ure.

ge

nera

l A

ltera

tions

sha

ll no

t dec

reas

e th

e la

tera

l-for

ce

requ

irem

ents

. UBC

re

sistin

g sy

stem

stre

ngth

or s

tiffn

ess

to le

ss th

an

is le

ss re

stric

tive.

th

at r

equi

red

by th

ese

Prov

ision

s. T

he a

ltera

tion

shal

l not

cau

se th

e ex

istin

g st

ruct

ural

ele

men

ts to

be

load

ed b

eyon

d th

eir c

apac

ity.

1.3

SEIS

MIC

USE

16

29.2

Occ

upan

cy

GR

OU

PS

Cat

egor

ies

1.3.

1 Se

ismic

Use

Ar

e th

ose

havin

g es

sent

ial f

acilit

ies

that

are

1.

Ess

entia

l fac

ilitie

s G

roup

I, D

ivis

ion

1 -O

ccup

anci

es h

avin

g su

rger

y D

efin

itions

are

G

roup

III

requ

ired

for p

ost-e

arth

quak

e re

cove

ry a

nd th

ose

and

emer

genc

y tre

atm

ent a

reas

eq

uiva

lent

. N

EHR

P co

ntai

ning

sub

stan

tial q

uant

ities

of h

azar

dous

Fi

re a

nd p

olic

e st

atio

ns, e

tc.

I-val

ue is

mor

e su

bsta

nces

(O

ccup

ancy

impo

rtanc

e fa

ctor

, I =

(S

eism

ic im

porta

nce

fact

or,

1=1.

25)

strin

gent

. 1.

5)

2. H

azar

dous

faci

lities

G

roup

H, D

ivis

ions

1, 2

, 6 a

nd 7

-O

ccup

anci

es

and

stru

ctur

es th

erei

n ho

usin

g or

sup

porti

ng to

xic

or e

xplo

sive

che

mic

als

or s

ubst

ance

s (1

=1.2

5)

1.3.

2 Se

ism

ic U

se

Stru

ctur

es a

re th

ose

that

hav

e a

subs

tant

ial p

ublic

3.

Spe

cial o

ccup

ancy

Bu

ildin

gs h

ousi

ng G

roup

E, D

ivis

ions

1 an

d 3

-D

efin

itions

are

G

roup

II

haza

rd d

ue to

occ

upan

cy o

r use

(1=1

.25)

st

ruct

ures

O

ccup

anci

es w

ith a

cap

acity

gre

ater

than

300

eq

uiva

lent

. N

EHR

P st

uden

ts, e

tc.

(1=1

.0)

I -va

lue

is m

ore

strin

gent

. 1.

3.3

Seis

mic

Use

St

ruct

ures

are

thos

e no

t ass

igne

d to

Sei

smic

Use

4. S

tand

ard

All s

truct

ures

hou

sing

occ

upan

cies

or h

avin

g Eq

uiva

lent

G

roup

I

Gro

ups

III o

r II (

1=1.

0)

occu

panc

y st

ruct

ures

fu

nctio

ns n

ot li

sted

in c

ateg

ory

1,2

or 3

and

Gro

up

U O

ccup

ancy

tow

ers.

(1=

1.0)

5. M

isce

llane

ous

Gro

up U

Occ

upan

cies

exc

ept f

or to

wer

s. (

1=1.

0)

stru

ctur

es

1.4

OC

CU

PAN

CY

Base

d on

sei

smic

use

grou

p (T

able

1.4

) 16

29.2

Occ

upan

cy

Tabl

e 16

-K

NEH

RP

is m

ore

IMPO

RTA

NC

E C

ateg

orie

s st

ringe

nt fo

r SUG

II

FAC

TOR

an

d III

.

------

~-

-

23

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

S

ectio

n P

rovi

sion

S

ectio

n P

rovi

sion

C

omm

ents

2

GLO

SSAR

Y AN

D

SEC

TIO

N 1

627·

N

OTA

TIO

NS

DEF

INIT

ION

S 2.

1 G

LOSS

ARY

SEC

TIO

N 1

628-

Con

side

red

i

2.2

NO

TATI

ON

S SY

MBO

LS A

ND

equi

vale

nt

NO

TATI

ON

S

,

24

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UB

C

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

3 Q

UA

LITY

C

hapt

er 1

7 A

SSU

RA

NC

E ST

RU

CTU

RA

L TE

STS

AND

IN

SPEC

TIO

NS

3.1

Scop

e Th

is ch

apte

r pro

vides

min

imum

requ

irem

ents

for

1701

.1 G

ener

al

Partl

y th

e sa

me.

Eq

uiva

lenc

y ca

nnot

qu

ality

ass

uran

ce, s

pecia

l ins

pect

ion,

test

ing,

In

clud

ed a

re p

rovi

sion

s fo

r spe

cial i

nspe

ctio

n,

be ju

dged

. st

ruct

ural

obs

erva

tions

and

com

plia

nce

stru

ctur

al o

bser

vatio

n, n

onde

stru

ctiv

e te

stin

g an

d pr

oced

ures

for c

onst

ruct

ion.

pr

efab

ricat

ed c

onst

ruct

ion.

3.

2 Q

UAL

ITY

No c

orre

spon

ding

pro

visi

ons.

N

EHR

P is

mor

e AS

SUR

ANC

E st

ringe

nt.

3.2.

1 D

etai

ls of

Q

uality

Ass

uran

ce

Plan

3.

2.2

Con

tract

or

Res

pons

ibilit

y 3.

3 SP

ECIA

L Th

e ow

ner s

hall

empl

oy a

spec

ial i

nspe

ctor

(s) t

o 17

01 -

SPEC

IAL

See

belo

w

INSP

ECTI

ON

ob

serv

e th

e co

nstru

ctio

n fo

r com

plia

nce

with

the

INSP

ECTI

ON

S fo

llow

ing:

17

01.1

Gen

eral

I

1701

.5 T

ypes

of W

ork

I I

3.3.

1 Pi

ers,

Pile

s,

Con

tinuo

us s

peci

al in

spec

tion

durin

g dr

iving

of

1701

.5 It

em 1

1 Pi

ling,

Si

mila

r pro

visi

ons,

but

the

UBC

is s

ilent

on

UBC

is eq

uiva

lent

to

Cai

sson

s pi

les

and

plac

emen

t of c

oncr

ete

in pi

ers,

pile

s,

drille

d pi

ers

and

cont

inuo

us v

ersu

s pe

riodi

c sp

ecia

l ins

pect

ion.

le

ss s

tring

ent.

and

caiss

ons.

Pe

riodi

c sp

ecia

l ins

pect

ion

durin

g ca

isson

s co

nstru

ctio

n of

dril

led

pile

s, p

iers

, and

cai

sson

s in

cludi

ng th

e pl

acem

ent o

f rei

nfor

cing

stee

l. 3.

3.2

Rei

nfor

cing

Perio

dic

spec

ial i

nspe

ctio

n du

ring

and

upon

17

01.5

Item

4

Sim

ilar p

rovi

sion

s, e

xcep

t tha

t the

insp

ectio

n ca

n Eq

uiva

lent

st

eel

com

plet

ion

of th

e pl

acem

ent o

f rei

nfor

cing

stee

l in

Rei

nfor

cing

stee

l and

be

per

iodi

c.

inte

rmed

iate

mom

ent f

ram

es,

in sp

ecia

l mom

ent

pres

tress

ing

tend

ons

fram

es, a

nd in

she

ar w

alls.

17

01.5

Item

5.3

Si

mila

r pro

visi

on, e

xcep

t tha

t the

insp

ectio

n ca

n UB

C is

less

C

ontin

uous

spe

cial

insp

ectio

n du

ring

the

wel

ding

W

eldi

ng o

f rei

nfor

cing

be

per

iodi

c.

strin

gent

. of

rein

forc

ing

stee

l res

istin

g fle

xura

l and

axia

l st

eel

forc

es in

inte

rmed

iate

mom

ent f

ram

es a

nd s

peci

al

mom

ent f

ram

es,

in bo

unda

ry m

embe

rs o

f co

ncre

te s

hear

wall

s, an

d du

ring

wel

ding

of s

hear

re

info

rcem

ent.

--------

25

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

USC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

I

3.3.

3 St

ruct

ural

Pe

riodi

c sp

ecia

l insp

ectio

n du

ring

and

on

1701

.5 It

em 1

Si

mila

r pro

visi

ons,

exc

ept t

hat c

ontin

uous

spe

cial

U

SC is

mor

e co

ncre

te

com

plet

ion

of th

e pl

acem

ent o

f con

cret

e in

Con

cret

e in

spec

tion

is sp

ecific

ally

requ

ired

for s

pecia

l st

ringe

nt.

inte

rmed

iate

mom

ent f

ram

es,

in sp

ecia

l mom

ent

1701

.5 It

em 3

Spe

cial

mom

ent f

ram

es.

fram

es, a

nd in

bou

ndar

y m

embe

rs o

f she

ar w

alls.

mom

ent-r

esis

ting

conc

rete

fram

e 3.

3.4

Pres

tress

ed

Perio

dic

spec

ial in

spec

tion

durin

g th

e pl

acem

ent

1701

.5 It

em 1

Es

sent

ially

the

sam

e.

Equi

vale

nt

conc

rete

an

d af

ter c

ompl

etio

n of

pla

cem

ent o

f pre

stre

ssin

g C

oncr

ete

stee

l and

con

tinuo

us s

peci

al in

spec

tion

is re

-17

01.5

Item

4

quire

d du

ring

all s

tress

ing

and

grou

ting

oper

atio

ns

Rei

nfor

cing

stee

l and

an

d du

ring

the

plac

emen

t of c

oncr

ete.

pr

estre

ssin

g te

ndon

s 3.

3.5

Stru

ctur

al

Perio

dic

spec

ial i

nspe

ctio

n du

ring

the

prep

arat

ion

1701

.5 It

em 7

Ve

ry s

imila

r pro

visi

ons,

exc

ept t

hat p

lace

men

t of

Equi

vale

nt

Mas

onry

of

mor

tar,

the

layin

g of

mas

onry

uni

ts, a

nd

Stru

ctur

al m

ason

ry

bent

-bar

anc

hors

is n

ot s

peci

fical

ly m

entio

ned.

pl

acem

ent o

f rei

nfor

cem

ent a

nd p

rior t

o 17

01.5

Item

5

An e

xcep

tion

is pr

ovid

ed th

at is

not

in th

e N

EHR

P Eq

uiva

lenc

y ca

nnot

pl

acem

ent o

f gro

ut.

Stru

ctur

al w

eldi

ng

Prov

ision

s.

be ju

dged

. C

ontin

uous

spe

cial

insp

ectio

n du

ring

the

wel

ding

of

rein

forc

emen

t, gr

outin

g, c

onso

lidat

ion,

re

cons

olid

atio

n an

d pl

acem

ent o

f ben

t-bar

an

chor

s as

req

uire

d by

Sec

. 11

.3.1

2.2.

3.

3.6

Stru

ctur

al S

teel

C

ontin

uous

spe

cial

insp

ectio

n fo

r all

stru

ctur

al

1701

.5 It

em 5

Es

sent

ially

the

sam

e C

onsi

dere

d w

eldi

ng.

Stru

ctur

al w

eldi

ng

equi

vale

nt

Exce

ptio

n:

Perio

dic

spec

ial in

spec

tion

1701

.5 It

em 6

Hig

h-is

perm

itted

for s

ingl

e-pa

ss fi

llet o

r st

reng

th b

oltin

g re

sist

ance

wel

ds a

nd w

elds

load

ed to

less

th

an 5

0 pe

rcen

t of t

heir

desig

n st

reng

th

prov

ided

the

qual

ificat

ions

of t

he w

elde

r and

th

e w

eldi

ng e

lect

rode

s ar

e in

spec

ted

at th

e be

ginn

ing

of th

e w

ork

and

all w

elds

are

in

spec

ted

for c

ompl

ianc

e w

ith th

e ap

prov

ed

cons

truct

ion

docu

men

ts a

t the

com

plet

ion

of

wel

ding

. Pe

riodi

c sp

ecia

l insp

ectio

n in

acco

rdan

ce w

ith

Ref.

8-1

or 8

-2 fo

r ins

talla

tion

and

tight

enin

g of

fu

lly te

nsio

ned

high

-stre

ngth

bol

ts in

slip

-crit

ical

co

nnec

tions

and

in c

onne

ctio

ns s

ubje

ct to

dire

ct _

.

---

26

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ura1

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

te

nsio

n.

Bolts

in c

onne

ctio

ns id

entif

ied

as n

ot

bein

g sl

ip-c

ritic

al o

r sub

ject

to d

irect

tens

ion

need

no

t be

insp

ecte

d fo

r bol

t ten

sion

othe

r tha

n to

en

sure

that

the

plie

s of

the

conn

ecte

d el

emen

ts

have

bee

n br

ough

t int

o sn

ug c

onta

ct.

3.3.

7 St

ruct

ural

Woo

d C

ontin

uous

spe

cial

insp

ectio

n du

ring

all f

ield

No

cor

resp

ondi

ng p

rovi

sion

s UB

C is

less

gl

uing

ope

ratio

ns o

f ele

men

ts o

f the

sei

smic

-st

ringe

nt

forc

e-re

sist

ing

syst

em.

Perio

dic

spec

ial i

nspe

ctio

ns fo

r nai

ling,

bol

ting,

an

chor

ing,

and

oth

er fa

sten

ing

of c

ompo

nent

s w

ithin

the

seis

mic

-forc

e-re

sist

ing

syst

em in

cludi

ng

drag

stru

ts, b

race

s, a

nd ti

e-do

wns

. 3.

3.8

Col

d-Fo

rmed

Pe

riodi

c sp

ecia

l ins

pect

ions

dur

ing

all w

eldi

ng

No c

orre

spon

ding

pro

visi

ons

UBC

is le

ss

Stee

l Fra

min

g op

erat

ions

of e

lem

ents

of t

he s

eism

ic-fo

rce-

strin

gent

re

sistin

g sy

stem

. Pe

riodi

c sp

ecia

l ins

pect

ions

for s

crew

atta

chm

ent,

boltin

g, a

ncho

ring,

and

oth

er fa

sten

ing

of

com

pone

nts

with

in th

e se

ism

ic-fo

rce-

resi

stin

g sy

stem

, inc

ludi

ng s

truts

, bra

ces,

and

hol

d-do

wns

. 3.

3.9

Arch

itect

ural

Sp

ecia

l ins

pect

ion

for a

rchi

tect

ural

com

pone

nts

No c

orre

spon

ding

pro

visi

ons

UBC

is le

ss

Com

pone

nts

shal

l be

as fo

llow

s:

strin

gent

1.

Perio

dic

spec

ial i

nspe

ctio

n du

ring

the

erec

tion

and

fast

enin

g of

ext

erio

r cla

ddin

g, in

terio

r and

ex

terio

r non

load

bear

ing

walls

, and

ven

eer i

n Se

ismic

Des

ign

Cat

egor

ies

0, E

, and

F an

d Ex

cept

ions

: a.

Stru

ctur

es 3

0 fe

et (9

m) o

r les

s in

heig

ht

and

b. C

ladd

ing

and

vene

er w

eigh

ing

5 Ib

/ft2

(240

kg/

m2)

or l

ess.

2. P

erio

dic

spec

ial i

nspe

ctio

n du

ring

the

anch

orag

e of

acc

ess

floor

s, s

uspe

nded

cei

lings

, an

d st

orag

e ra

cks

8 fe

et (2

.4 m

) or g

reat

er in

27

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

heig

ht in

Sei

smic

Des

ign

Cat

egor

ies

D, E

, and

F.

3.3.

10 M

echa

nica

l Sp

ecia

l ins

pect

ion

for m

echa

nica

l and

ele

ctric

al

No c

orre

spon

ding

pro

visi

ons

USC

is le

ss

and

Elec

trica

l co

mpo

nent

s sh

all b

e as

follo

ws:

st

ringe

nt

Com

pone

nts

1. Pe

riodi

c sp

ecia

l insp

ectio

n du

ring

the

anch

orag

e of

ele

ctric

al e

quip

men

t for

em

erge

ncy

or s

tand

by p

ower

sys

tem

s in

Seism

ic D

esig

n C

ateg

orie

s C,

D, E

, and

F;

2. P

erio

dic

spec

ial in

spec

tion

durin

g th

e in

stal

latio

n of

anc

hora

ge o

f all

othe

r ele

ctric

al

equi

pmen

t in

Seism

ic D

esig

n C

ateg

orie

s E

and

F;

3. P

erio

dic

spec

ial in

spec

tion

durin

g in

stal

latio

n fo

r fla

mm

able

, com

bust

ible

, or h

ighl

y to

xic

pipi

ng

syst

ems

and

thei

r ass

ocia

ted

mec

hani

cal u

nits

in

Seism

ic D

esig

n C

ateg

orie

s C,

D, E

, and

F; a

nd

4. P

erio

dic

spec

ial in

spec

tion

durin

g th

e in

stal

latio

n of

HVA

C du

ctw

ork

that

will

cont

ain

haza

rdou

s m

ater

ials

in Se

ismic

Des

ign

Cat

egor

ies

C, D

, E, a

nd F

. 3.

3.11

Sei

smic

Perio

dic

spec

ial in

spec

tion

durin

g th

e fa

bric

atio

n 16

61.2

.8 In

spec

tion

Esse

ntia

lly s

imila

r pro

visi

ons.

C

onsid

ered

Is

olat

ion

Syst

em

and

inst

alla

tion

of is

olat

or u

nits

and

ene

rgy

and

Rep

lace

men

t eq

uiva

lent

di

ssip

atio

n de

vices

if u

sed

as p

art o

f the

sei

smic

(S

eism

ical

ly-Is

olat

ed

isola

tion

syst

em.

Stru

ctur

es)

Item

3

3.4

TEST

ING

Th

e sp

ecia

l insp

ecto

r(s) s

hall

be r

espo

nsib

le fo

r 17

03-

verif

ying

that

the

test

ing

requ

irem

ents

are

N

ON

DES

TRU

CTI

VE

perfo

rmed

by

an a

ppro

ved

test

ing

agen

cy fo

r TE

STIN

G

com

plia

nce

with

the

follo

win

g:

3.4.

1 R

einf

orcin

g an

d Sp

ecia

l tes

ting

of re

info

rcin

g an

d pr

estre

ssin

g No

cor

resp

ondi

ng p

rovi

sion

s US

C is

less

Pr

estre

ssin

g St

eel

stee

l sha

ll be

as

follo

ws:

st

ringe

nt

... 3.

4.2

Stru

ctur

al

Sam

ples

of s

truct

ural

con

cret

e sh

all b

e ob

tain

ed

No c

orre

spon

ding

pro

visi

ons

USC

is le

ss

Con

cret

e at

the

proj

ect s

ite a

nd te

sted

in a

ccor

danc

e w

ith

strin

gent

re

quire

men

ts o

f Ref

. 9-1

3.

4.3

Stru

ctur

al

Qua

lity a

ssur

ance

test

ing

of s

truct

ural

mas

onry

No

cor

resp

ondi

ng p

rovi

sion

s US

C is

less

m

ason

ry

. -

. sha

ll be

in9c

()()rd

ance

with

the

requ

irem

ents

of

strin

gent

28

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I Re

f. 11

-1.

3.4.

4 St

ruct

ural

Ste

el

The

test

ing

need

ed to

est

ablis

h th

at th

e Es

sent

ially

the

sam

e Eq

uiva

lent

co

nstru

ctio

n is

in co

nfor

man

ce w

ith th

ese

Prov

ision

s sh

all b

e in

clude

d in

a qu

ality

as

sura

nce

plan

. Th

e m

inim

um te

stin

g co

ntai

ned

in th

e qu

ality

ass

uran

ce p

lan

shal

l be

as r

equi

red

in Re

f. 8-

3 an

d th

e fo

llow

ing

requ

irem

ents

: ...

. 3.

4.4.

1 Ba

se M

etal

Ba

se m

etal

thic

ker t

han

1.5

in. (

38 m

m),

whe

n Te

sing

subj

ect t

o th

roug

h-th

ickn

ess

wel

d sh

rinka

ge

stra

ins,

sha

ll be

ultr

ason

ical

ly te

sted

for

disc

ontin

uitie

s be

hind

and

adj

acen

t to

such

wel

ds

afte

r joi

nt c

ompl

etio

n ...

. 3.

4.5

Mec

hani

cal a

nd

As r

equi

red

to e

nsur

e co

mpl

ianc

e w

ith th

e se

ismic

No c

orre

spon

ding

pro

visi

ons

UBC

is le

ss

Elec

trica

l de

sign

requ

irem

ents

her

ein,

the

regi

ster

ed d

esig

n st

ringe

nt

Com

pone

nts

prof

essi

onal

in re

spon

sibl

e ch

arge

sha

ll cl

early

st

ate

the

appl

icab

le r

equi

rem

ents

on

the

cons

truct

ion

docu

men

ts ..

.. 3.

4.6

Seis

mic

ally

Fo

r req

uire

d sy

stem

test

s, s

ee S

ec.

13.9

. SE

CTI

ON

166

5-Es

sent

ially

sim

ilar p

rovi

sion

s as

in S

ec.

13.9

of

Equi

vale

nt

Isol

ated

Stru

ctur

es

REQ

UIR

ED T

ESTS

N

EHR

P O

F TH

E IS

OLA

TIO

N

SYST

EM

No c

orre

spon

ding

pro

visi

ons

1704

-Eq

uiva

lenc

y ca

nnot

PR

EFAB

RIC

ATED

be

judg

ed

CO

NST

RU

CTI

ON

3.

5 ST

RU

CU

TRAL

St

ruct

ural

obs

erva

tions

sha

ll be

pro

vided

for t

hose

SE

CTI

ON

170

2-St

ruct

ural

obs

erva

tion

shal

l be

prov

ided

in

Con

side

red

OBS

ERVA

TIO

NS

stru

ctur

es in

clude

d in

Seis

mic

Des

ign

Cat

egor

ies

STR

UC

TUR

AL

Seism

ic Zo

ne 3

or 4

whe

n on

e of

the

follo

win

g eq

uiva

lent

D,

E, a

nd F

whe

n on

e or

mor

e of

the

follo

win

g O

BSER

VATI

ON

co

nditio

ns e

xist

s:

cond

itions

exis

t: 1.

The

stru

ctur

e is

defin

ed in

Tab

le 1

6-K

as

1. T

he s

truct

ure

is in

clude

d in

Seis

mic

Use

Gro

up

Occ

upan

cy C

ateg

ory

1, 2

or 3

II

or II

I 2.

The

stru

ctur

e is

requ

ired

to c

ompl

y w

ith S

ectio

n 2.

The

hei

ght o

f the

stru

ctur

e is

grea

ter t

han

75

403

feet

abo

ve th

e ba

se

3. T

he s

truct

ure

is in

Sei

smic

Zon

e 4,

Na

as s

et

3. T

he s

truct

ure

is in

SeL

smic

De§

jgn

Cat

egor

y E

fo

rth in

Tab

le 1

6-S

is gr

eate

r tha

n on

e, a

nd a

29

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

or

F an

d Se

ismic

Use

Gro

up I

and

is gr

eate

r tha

n la

tera

l des

ign

is re

quire

d fo

r the

ent

ire s

truct

ure

two

stor

ies

in he

ight

. (E

xcep

tion:

one

-and

two-

stor

y G

roup

R, e

tc.)

4. W

hen

so d

esig

nate

d by

the

arch

itect

or

engi

neer

of r

ecor

d 5.

Whe

n su

ch o

bser

vatio

n is

spec

ifical

ly re

quire

d by

the

build

ing

offic

ial

3.6

REP

OR

TIN

G

Det

ails

repo

rting

res

pons

ibilit

ies

of s

pecia

l 17

01.3

Dut

ies

and

Esse

ntia

lly id

entic

al. B

ut d

id n

ot s

pell

out t

he

UBC

is e

quiv

alen

t to

AND

CO

MPL

IAN

CE

insp

ecto

r and

con

tract

or.

resp

onsi

biliti

es o

f the

re

spon

sibi

lities

of c

ontra

ctor

. le

ss s

tring

ent.

PRO

CED

UR

ES

spec

ial i

nspe

ctor

30

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

4

GR

OU

ND

MO

TIO

N

4.1

PRO

CED

UR

ES

The

map

ped

max

imum

con

sider

ed e

arth

quak

e No

cor

resp

ondi

ng p

rovi

sion

s.

See

4.1.

2.5

FOR

DET

ERM

ININ

G

(MC

E) s

pect

ral a

ccel

erat

ions

at s

hort

perio

ds (S

s) M

CE A

ND D

ESIG

N

and

at 1

seco

nd p

erio

d (S

1) s

hall

be d

eter

min

ed

EAR

THQ

UAK

E fro

m p

erio

d M

aps

1 th

roug

h 24

, rep

rese

ntat

ive

of

GR

OU

ND

MO

TIO

N

a 2%

pro

babi

lity o

f bei

ng e

xcee

ded

in 50

yea

rs.

ACC

ELEA

RTI

ON

S Ex

cept

ion:

AN

D R

ESPO

NSE

W

hen

Ss ~ 0

.15g

and

S1 ~ 0

.04g

, stru

ctur

es a

re

SPEC

TRA

perm

itted

to b

e ca

tego

rized

as

SDC

A.

4.1.

1 M

axim

um

Con

side

red

,

Earth

quak

e (M

CE)

G

roun

d M

otio

ns

4.1.

2 G

ener

al

The

MC

E sp

ectra

l res

pons

e ac

cele

ratio

n ad

just

ed

No c

orre

spon

ding

pro

visi

ons

See

4.1.

2.5

Proc

edur

e fo

r fo

r site

cla

ss e

ffect

s sh

all b

e de

term

ined

in

Det

erm

inin

g ac

cord

ance

with

Sec

. 4.1

.2.4

: M

axim

um C

onsid

ered

8M

S= F

a 8s

Ea

rthqu

ake

and

8Ml =

Fv 81

Des

ign

Spec

tral

Res

pons

e Ac

cele

ratio

ns

4.1.

2.1

Site

Cla

ss

For a

ll st

ruct

ures

(Ss;:

::: 0.

15g

and

S1 ;::

:: 0.0

4g),

the

1636

SIT

E Es

sent

ially

the

sam

e Eq

uiva

lent

I

Def

initio

ns

site

sha

ll be

cla

ssifie

d as

one

of t

he fo

llow

ing

CAT

EGO

RIZ

ATIO

N

class

es:

PRO

CED

UR

E A

-H

ard

rock

(vs

> 5

000

fVse

c)

B -

Roc

k (2

500

ftlse

c <

Vs <

500

0 fV

sec)

C

-Ve

ry d

ense

soi

l and

sof

t roc

k (1

200

fVse

c <

Vs

< 2

500

fVse

c)

D -

Stiff

soi

l (60

0 fV

sec

< Vs

< 1

200

fVse

c)

E -

A so

il pr

ofile

with

Vs

< 6

00 ft

lsec

F

-So

ils re

quiri

ng s

ite-s

peci

fic e

valu

atio

n

4.1.

2.5

Des

ign

Des

ign

earth

quak

e sp

ectra

l res

pons

e ac

cele

ratio

n 16

29.4

Site

Sei

smic

Each

stru

ctur

e sh

all b

e as

sign

ed a

seis

mic

zon

e Ap

proa

ches

are

Sp

ectra

l Res

pons

e at

sho

rt pe

riods

, SDS

, and

at 1

seco

nd p

erio

d, S

D1,

Haz

ard

Cha

ract

eris

tics

fact

or Z

, nea

r-sou

rce

fact

ors

Na a

nd N

v (if

in

diffe

rent

. Equ

ival

ent

31

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

Ac

cele

ratio

n sh

all b

e de

term

ined

as:

16

29.4

.1 S

eism

ic zo

ne

Seism

ic zo

ne 4

), an

d se

ism

ic r

espo

nse

in in

tent

. I I

Para

met

ers

2 16

29.4

.2 S

eism

ic

coef

ficie

nts

Ca

and

Cv•

Eq

uiva

lenc

y of

so

s =

3SM

S Zo

ne 4

nea

r sou

rce

desi

gn v

alue

s no

t 2

fact

or

poss

ible

to ju

dge

SOl

=-S

MI

3 16

29.4

.3 S

eism

ic

exce

pt o

n a

case

-re

spon

se c

oeffi

cien

t by

-cas

e ba

sis.

4.1.

2.6

Gen

eral

Th

e de

sign

resp

onse

spe

ctru

m c

urve

sha

ll be

SE

CTI

ON

162

7 D

esig

n R

espo

nse

Spec

trum

is a

n el

astic

Eq

uiva

lent

if S

DS =

Pr

oced

ure

Res

pons

e de

velo

ped

as fo

llow

s:

DES

IGN

RES

PON

SE

resp

onse

spe

ctru

m fo

r 5 p

erce

nt e

quiv

alen

t 2.

5Ca

and

SDl =

C v

Spec

trum

sa

=0.

6 So

s T

+O

.4So

s (T

o> T

) SP

ECTR

UM

vis

cous

dam

ping

use

d to

rep

rese

nt th

e dy

nam

ic

at a

par

ticul

ar

To

effe

cts

of th

e D

esig

n Ba

sis G

roun

d M

otio

n fo

r the

lo

catio

n.

sa =

Sos

(To<

T <T

s)

desig

n of

stru

ctur

es in

acc

orda

nce

with

Sec

tions

S =

SOl

(T>

Ts)

1630

and

163

1.

a T

Sa

= 2.

5Ca

(To<

T <T

s)

S =

Cv

(T>

Ts)

a T

4.1.

3 Si

te-S

peci

fic

No c

orre

spon

ding

pro

visi

ons.

Se

e 4.

1.3.

4 Pr

oced

ure

for

Det

erm

inin

g G

roun

d M

otio

n Ac

cele

ratio

ns

4.1.

3.1

Prob

abilis

tic

MCE

4.

1.3.

2 D

eter

min

istic

Li

mit

on M

CE g

roun

d m

otio

ns

4.1.

3.3

Det

erm

inis

tic

MCE

gro

und

mot

ion

4.1.

3.4

Site

-Spe

cific

W

here

site

-spe

cific

pro

cedu

res

are

used

to

1627

DES

IGN

Ap

proa

ch is

diff

eren

t. La

rgel

y eq

uiva

lent

D

esig

n G

roun

d de

term

ine

the

MC

E gr

ound

mot

ion

resp

onse

R

ESPO

NSE

in

inte

nt. N

EHR

P is

Mot

ion

spec

trum

, the

des

ign

spec

tral r

espo

nse

STEC

TRU

M

mor

e pr

escr

iptiv

e.

acce

lera

tion

at a

ny p

erio

d sh

all b

e de

term

ined

16

31.2

Gro

und

Mot

ion

Equi

vale

ncy

of

and

shal

l be

grea

ter t

han

or e

qual

to 8

0 pe

rcen

t of

1631

.5.4

Item

2

desi

gn v

alue

s wo

uld

the

Sa d

eter

min

ed b

y th

e ge

nera

l res

pons

e de

pend

on

spec

ifics

spec

trum

in S

ec. 4

.1.2

.6.

of s

ituat

ion.

4.

2 SE

ISM

IC

32

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

BC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

D

ESIG

N C

ATEG

OR

Y 4.

2.1

Det

erm

inat

ion

All s

truct

ures

sha

ll be

ass

igne

d to

a S

eism

ic

1629

.4.1

Sei

smic

Each

site

sha

ll be

ass

igne

d to

a s

eism

ic z

one.

N

EHR

P is

mor

e of

Sei

smic

Des

ign

Des

ign

Cat

egor

y ba

sed

on th

eir S

eism

ic U

se

Zone

Th

e zo

ne d

oes

not i

nclu

de s

oil c

hara

cter

istic

s no

r st

ringe

nt.

Cat

egor

y G

roup

and

the

desig

n sp

ectra

l res

pons

e oc

cupa

ncy

as in

SD

C o

f NEH

RP.

ac

cele

ratio

n co

effic

ient

s, S

DS a

nd S

Dl

4.2.

2 Si

te L

imita

tion

A st

ruct

ure

assig

ned

to S

eism

ic D

esig

n C

ateg

ory

No c

orre

spon

ding

pro

visi

ons.

N

EHR

P is

mor

e fo

r Sei

smic

Des

ign

E or

F sh

all n

ot b

e sit

ed w

here

ther

e is

the

rest

rictiv

e.

Cat

egor

ies

E an

d F

po

tent

ial f

or a

n ac

tive

faul

t to

caus

e ru

ptur

e of

the

grou

nd s

urfa

ce a

t the

stru

ctur

e.

-~-

33

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

5

STR

UC

TUR

AL

Cha

pter

16

-DE

SIG

N C

RIT

ERIA

St

ruct

ural

Des

ign

Req

uire

men

ts

5.1

REF

EREN

CE

Ref

ers

to A

SCE

7-95

for l

oads

oth

er th

an

Sect

ions

160

6-16

12

UBC

win

d an

d sn

ow lo

ad p

rovi

sion

s ar

e ou

tdat

ed.

Not

equ

ival

ent

DO

CU

MEN

T ea

rthqu

akes

. 5.

2 D

ESIG

N B

ASIS

16

29. 1

Bas

is fo

r Es

sent

ially

sim

ilar

Con

side

red

5.2.

1 G

ener

al

Des

ign

equi

vale

nt

5.2.

2 Ba

sic S

eism

ic-

The

basic

late

ral a

nd v

ertic

al s

eism

ic-fo

rce-

1629

.6 S

truct

ural

St

ruct

ural

sys

tem

s sh

all b

e cl

assi

fied

as o

ne o

f N

ot e

quiv

alen

t Fo

rce-

Res

istin

g re

sistin

g sy

stem

sha

ll co

nfor

m to

one

of t

he ty

pes

Syst

ems

the

type

s lis

ted

in Ta

ble

16-N

. Th

e re

spon

se

Syst

ems

in Ta

ble

5.2.

2. T

he a

ppro

pria

te re

spon

se

mod

ificat

ion

fact

or,

R, a

nd th

e se

ismic

forc

e m

odific

atio

n co

effic

ient

, R;

sys

tem

ove

rstre

ngth

am

plific

atio

n fa

ctor

, Qo,

are

pro

vided

. H

owev

er,

I

fact

or,

Qo,

and

def

lect

ion

ampl

ificat

ion

fact

or,

Cd,

NEH

RP

Prov

ision

s ar

e m

ore

com

preh

ensi

ve w

ith

are

prov

ided

m

odifie

d R

and

Qo.

Sys

tem

lim

itatio

ns b

ased

on

SDCs

, not

Zon

es a

s in

UBC

. 5.

2.2.

1 D

ual S

yste

m

The

mom

ent f

ram

e sh

all b

e ca

pabl

e of

resis

ting

at

1629

.6.5

Dua

l sys

tem

Es

sent

ially

sim

ilar

Con

side

red

leas

t 25

perc

ent o

f the

des

ign

forc

es.

equi

vale

nt.

,

The

tota

l sei

smic

forc

e re

sist

ance

is to

be

I

prov

ided

by

the

com

bina

tion

of th

e m

omen

t fra

me

and

the

shea

r wal

ls or

bra

ced

fram

es in

pr

opor

tion

to th

eir r

igid

ities.

5.

2.2.

2 C

ombi

natio

ns

Diff

eren

t sei

smic

-fore

e-re

sist

ing

syst

ems

are

1630

.4 C

ombi

natio

ns

The

valu

e of

R us

ed in

the

desig

n of

any

sto

ry

UBC

is m

ore

of F

ram

ing

Syst

ems

perm

itted

alo

ng th

e tw

o or

thog

onal

axe

s of

the

of S

truct

ural

Sys

tem

s sh

all b

e le

ss th

an o

r equ

al to

the

valu

e of

R u

sed

rest

rictiv

e.

stru

ctur

e. C

ombi

natio

ns o

f sei

smic

-fore

e-re

sist

ing

in th

e gi

ven

dire

ctio

n fo

r the

sto

ry a

bove

. sy

stem

s sh

all c

ompl

y w

ith th

e re

quire

men

ts o

f thi

s 16

30.4

.2 V

ertic

al

I

sect

ion.

co

mbi

natio

ns

In S

eism

ic Zo

nes

3 an

d 4

whe

re a

stru

ctur

e ha

s I

a be

arin

g w

all s

yste

m in

onl

y on

e di

rect

ion,

the

1630

.4.3

va

lue

of R

used

for d

esig

n in

the

orth

ogon

al

Com

bina

tions

alo

ng

dire

ctio

n sh

all n

ot b

e gr

eate

r tha

n th

at u

sed

for

diffe

rent

axe

s th

e be

arin

g w

all s

yste

m ..

..

1630

.4.4

Fo

r oth

er th

an d

ual s

yste

ms

and

shea

r wal

l-C

ombi

natio

ns a

long

fra

me

inte

ract

ive

syst

ems

in S

eism

ic Zo

nes

0

I

the

sam

e ax

is

and

1, th

e va

lue

of R

used

for d

esig

n in

that

di

rect

ion

shal

l not

be_

grea

ter t

han

the

leas

t val

ue

34

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

fo

r any

of t

he s

yste

ms

utiliz

ed in

that

sam

e I

dire

ctio

n.

5.2.

2.3

Seism

ic Th

e st

ruct

ural

fram

ing

syst

em fo

r st

ruct

ures

No

sim

ilar p

rovi

sion

s UB

C is

less

D

esig

n C

ateg

orie

s B

as

signe

d to

Sei

smic

Des

ign

Cat

egor

ies

Ban

d C

re

stric

tive.

an

d C

sh

all c

ompl

y w

ith th

e st

ruct

ure

heig

ht a

nd

stru

ctur

al s

yste

m l

imita

tions

in T

able

5.2

.2.

5.2.

2.4

Seism

ic Th

e he

ight

lim

its in

Tab

le 5

.2.2

is p

erm

itted

to b

e 16

29.7

Hei

ght L

imits

H

eigh

t lim

its fo

r the

var

ious

stru

ctur

al s

yste

ms

in N

EHR

P ha

s sh

orte

r D

esig

n C

ateg

orie

s 0

incr

ease

d to

240

ft (7

0 m

) in

build

ings

that

hav

e Se

ismic

Zone

s 3

and

4 ar

e gi

ven

in Ta

ble

16-N

he

ight

lim

its in

SO

C an

d E

st

eel b

race

d fra

mes

or c

oncr

ete

cast

-in-p

lace

E

than

in S

OC

0,

5.2.

2.4.

1 Li

mite

d sh

ear w

alls.

Su

ch b

uild

ings

sha

ll be

con

figur

ed

Exce

ptio

n: R

egul

ar s

truct

ures

may

exc

eed

thes

e UB

C ha

s th

e sa

me

Build

ing

Hei

ght

such

that

the

brac

ed fr

ames

or s

hear

wal

ls lim

its b

y no

t mor

e th

an 5

0 pe

rcen

t for

uno

ccup

ied

heig

ht li

mits

in

arra

nged

in a

nyon

e pl

ane

conf

orm

to th

e st

ruct

ures

, whi

ch a

re n

ot a

cces

sibl

e to

the

gene

ral

Zone

s 3,

4. U

BC is

fo

llow

ing:

pu

blic.

le

ss r

estri

ctiv

e in

1. T

he b

race

d fra

mes

or c

ast-i

n-pl

ace

spec

ial

this

rega

rd.

rein

forc

ed c

oncr

ete

shea

r wal

ls in

anyo

ne p

lane

sh

all r

esist

no

mor

e th

an 6

0 pe

rcen

t of t

he to

tal

The

NEH

RP

seis

mic

forc

es in

eac

h di

rect

ion,

neg

lect

ing

rela

xatio

n of

hei

ght

tors

iona

l effe

cts,

and

lim

its fo

r cer

tain

2.

The

sei

smic

forc

e in

any

brac

ed fr

ame

or s

hear

bu

ildin

gs is

not

in

wal

l res

ultin

g fro

m to

rsio

nal e

ffect

s sh

all n

ot

the

UBC.

UBC

is

exce

ed 2

0 pe

rcen

t of t

he to

tal s

eism

ic fo

rce

in m

ore

rest

rictiv

e in

that

bra

ced

fram

e or

she

ar w

all.

this

rega

rd.

5.2.

2.4.

3 Ev

ery

stru

ctur

al c

ompo

nent

not

incl

uded

in th

e 16

33.2

.4 D

efor

mat

ion

UBC

requ

irem

ent i

s ap

plic

able

in S

eism

ic Zo

nes

UBC

is m

ore

Def

orm

atio

nal

seis

mic

-forc

e-re

sist

ing

syst

em in

the

dire

ctio

n C

ompa

tibilit

y 2,

3 a

nd 4

. In

gen

eral

, U

BC is

mor

e st

ringe

nt.

Com

patib

ility

unde

r con

sider

atio

n sh

all b

e de

signe

d to

be

1633

.2.4

.1 A

djoi

ning

co

mpr

ehen

sive

and

spe

cific

. Fo

r exa

mpl

e, it

ad

equa

te fo

r the

ver

tical

load

-car

ryin

g ca

paci

ty

rigid

ele

men

ts

stat

es th

at th

e "E

xter

ior n

onbe

arin

g, n

onsh

ear

and

the

indu

ced

mom

ents

and

she

ars

resu

lting

1633

.2.4

.2 E

xter

ior

wal

l pan

els

or e

lem

ents

that

are

atta

ched

to o

r fro

m th

e de

sign

stor

y dr

ift, ~

, as

det

erm

ined

in

elem

ents

en

close

the

exte

rior s

hall

be d

esig

ned

to re

sist t

he

acco

rdan

ce w

ith S

ec.

5.3.

7 (a

lso s

ee S

ec. 5

.2.7

). fo

rces

per

For

mul

a (3

2-1)

or (

32-2

) an

d sh

all

Exce

ptio

n:

Beam

s an

d co

lum

ns a

nd th

eir

acco

mm

odat

e th

e m

ovem

ents

of t

he s

truct

ure

conn

ectio

ns n

ot d

esig

ned

as p

art o

f the

ba

sed

on ~M a

nd te

mpe

ratu

re c

hang

es.

Such

la

tera

l-for

ce-re

sist

ing

syst

em b

ut m

eetin

g th

e el

emen

ts s

hall

be s

uppo

rted

by m

eans

of c

ast-i

n-de

tailin

g re

quire

men

ts fo

r eith

er in

term

edia

te

plac

e co

ncre

te o

r by

mec

hani

cal c

onne

ctio

ns a

nd

mom

ent f

ram

es o

r spe

cial

mom

ent f

ram

es

fast

ener

s in

acco

rdan

ce w

ith th

e fo

llow

ing

35

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

ar

e pe

rmitt

ed to

be

desig

ned

to b

e ad

equa

te

prov

ision

s:" i

n ad

ditio

n to

sim

ilar p

rovi

sion

s of

fo

r the

ver

tical

load

-car

ryin

g ca

pacit

y an

d th

e NE

HRP.

in

duce

d m

omen

ts a

nd s

hear

s re

sultin

g fro

m

the

defo

rmat

ion

of th

e bu

ildin

g un

der t

he

appl

icat

ion

of th

e de

sign

seis

mic

forc

es.

Whe

n de

term

inin

g th

e m

omen

ts a

nd s

hear

s in

duce

d in

com

pone

nts

that

are

not

inclu

ded

in th

e se

ism

ic-fo

rce-

resi

stin

g sy

stem

in th

e di

rect

ion

unde

r con

side

ratio

n, th

e st

iffen

ing

effe

cts

of

adjo

inin

g rig

id-s

truct

ural

and

non

stru

ctur

al

elem

ents

sha

ll be

con

sider

ed a

nd a

ratio

nal v

alue

of

mem

ber a

nd r

estra

int s

tiffn

ess

shal

l be

used

. 5.

2.2.

4.4

Spec

ial

A sp

ecia

l mom

ent f

ram

e th

at is

use

d bu

t not

No

cor

resp

ondi

ng p

rovi

sion

s D

oes

not a

ffect

M

omen

t Fra

mes

re

quire

d by

Tab

le 5

.2.2

is p

erm

itted

to b

e eq

uiva

lenc

y.

disc

ontin

ued

and

supp

orte

d by

a m

ore

rigid

sy

stem

with

a lo

wer

resp

onse

mod

ificat

ion

coef

ficie

nt,

R, p

rovid

ed th

e re

quire

men

ts o

f Sec

. 5.

2.6.

2.3

and

5.2.

6.4.

3 ar

e m

et.

Whe

re a

spe

cial

m

omen

t fra

me

is re

quire

d by

Tab

le 5

.2.2

, the

fra

me

shal

l be

cont

inuo

us to

the

foun

datio

n.

5.2.

2.5

Seism

ic 5.

2.2.

4 ap

plie

s. In

add

ition,

hei

ght l

imita

tion

of

No c

orre

spon

ding

pro

visi

ons

UBC

is le

ss

Des

ign

Cat

egor

y F

5.

2.2.

4.1

is re

duce

d fro

m 2

40 ft

to 1

60 ft

. st

ringe

nt.

5.2.

3 St

ruct

ure

1629

.5 C

onfig

urat

ion

Iden

tical

Eq

uiva

lent

C

onfig

urat

ion

Req

uire

men

ts

1629

.5.1

Gen

eral

I

5.2.

3.1

Dia

phra

gm

Dia

phra

gms

cons

truct

ed o

f unt

oppe

d st

eel

1630

.6 H

orizo

ntal

D

iaph

ragm

sha

ll be

con

sider

ed fl

exib

le fo

r the

Eq

uiva

lent

, exc

ept

.

Flex

ibilit

y de

ckin

g, w

ood

stru

ctur

al p

anel

s, o

r sim

ilar

Dis

tribu

tion

of S

hear

pu

rpos

es o

f dis

tribu

tion

of s

tory

she

ar a

nd

UBC

doe

s no

t pa

neliz

ed c

onst

ruct

ion

shal

l be

cons

ider

ed fl

exib

le

Para

3

tors

iona

l mom

ent w

hen

the

max

imum

late

ral

incl

ude

the

spec

ific

in st

ruct

ures

hav

ing

conc

rete

or m

ason

ry s

hear

de

form

atio

n of

the

diap

hrag

m is

mor

e th

an tw

o ca

ses

cove

red

by

walls

. D

iaph

ragm

s co

nstru

cted

of w

ood

stru

ctur

al

times

the

aver

age

stor

y dr

ift o

f the

ass

ocia

ted

NEH

RP.

pa

nels

shal

l be

cons

ider

ed r

igid

in li

ght-f

ram

e st

ory .

...

stru

ctur

es u

sing

stru

ctur

al p

anel

s fo

r lat

eral

load

re

sista

nce.

D

iaph

ragm

s of

oth

er ty

pes

shal

l be

36

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

co

nsid

ered

flex

ible

whe

n th

e m

axim

um la

tera

l de

form

atio

n of

the

diap

hrag

m is

mor

e th

an tw

o tim

es th

e av

erag

e st

ory

drift

of t

he a

ssoc

iate

d st

ory.

Th

e lo

adin

gs u

sed

for t

his

calc

ulat

ion

shal

l be

thos

e pr

escr

ibed

by

Sec.

5.3

. 5.

2.3.

2 Pl

an

-Irre

gula

rity

type

16

29.5

.3 Ir

regu

lar

Esse

ntia

lly id

entic

al e

xcep

t tha

t the

cas

e of

U

BC s

light

ly le

ss

Irreg

ular

ity

1 a -

Tors

iona

l irre

gula

rity

Stru

ctur

es

"ext

rem

e to

rsio

nal i

rregu

larit

y" is

not

incl

uded

in

strin

gent

. 1 b

-Ex

trem

e to

rsio

nal i

rregu

larit

y Ite

m 3

U

BC.

2 -

Re-

entra

nt c

orne

rs

3 -

Dia

phra

gm d

isco

ntin

uity

4

-O

ut-o

f-pla

ne o

ffset

s 5

-N

onpa

ralle

l sys

tem

s 5.

2.3.

3 Ve

rtica

l -I

rregu

larit

y ty

pe

1629

.5.3

Irre

gula

r Es

sent

ially

iden

tical

exc

ept t

hat t

he c

ase

of

UBC

slig

htly

less

Irr

egul

arity

1 a

-St

iffne

ss ir

regu

larit

y (s

oft s

tory

) St

ruct

ures

"e

xtre

me

soft

stor

y" is

not

incl

uded

in U

BC.

strin

gent

. 1 b

-St

iffne

ss ir

regu

larit

y (e

xtre

me

soft

stor

y)

Item

2

2 -

Wei

ght (

mas

s) ir

regu

larit

y 3

-Ve

rtica

l geo

met

ric ir

regu

larit

y 4

-In

-pla

ne d

isco

ntin

uity

in v

ertic

alla

tera

l-for

ce-

resi

stin

g el

emen

ts

5 -

Dis

cont

inui

ty in

cap

acity

(wea

k st

ory)

5.

2.4

Red

unda

ncy

A re

liabi

lity fa

ctor

, p,

sha

ll be

ass

igne

d to

all

1630

.1.1

Ear

thqu

ake

p -')

-20

U

BC d

oes

not u

se a

•

stru

ctur

es b

ased

on

the

exte

nt o

f stru

ctur

al

load

s --

fmax

jA;;

va

riabl

e flo

or a

rea.

5.

2.4.

1 Se

ism

ic

redu

ndan

cy in

here

nt in

late

ral-f

orce

-resi

stin

g Al

so it

con

side

rs th

e D

esig

n C

ateg

orie

s A,

sy

stem

rm

ax =

the

larg

est e

lem

ent-s

tory

she

ar ra

tio w

hich

lo

wer

two-

third

s of

B,

and

C

occu

rs in

any

of t

he s

tory

leve

ls a

t or b

elow

the

the

build

ing,

rat

her

For s

truct

ures

in S

DC

A, B

, and

C:

two-

third

s he

ight

leve

l of t

he b

uild

ing.

th

an th

e en

tire

p =

1.0

bu

ildin

g he

ight

. I

AB =

gro

und

floor

are

a of

stru

ctur

e.

I

5.2.

4.2

Seis

mic

p

shal

l be

take

n as

the

larg

est o

f the

val

ues

of p

x p

shal

l not

be

take

n le

ss th

an 1

.0 a

nd n

eed

not b

e Fo

r spe

cial m

omen

t gr

eate

r tha

n 1.

5.

Des

ign

Cat

egor

y D

ca

lcul

ated

at e

ach

stor

y (1

.0 s:

; P s:;

1.5

): fra

mes

in S

DC E

or

Px =

2-

20

For s

pecia

l mom

ent r

esis

ting

fram

es, e

xcep

t F,

P is

res

trict

ed to

5.

2.4.

3 Se

ism

ic

fmax

x-J

"A:

whe

n us

ed in

dua

l sys

tem

s, p

sha

ll no

t exc

eed

1.1

by N

EHR

P, to

D

esig

n C

ateg

orie

s E

w

here

Ax

is de

fined

as

'~Ioor a

rea

of d

iaph

ragm

1.

25.

1.25

by

the

UBC.

I

and

F

leve

l im

med

iate

ly a

bove

the

stor

y."

I

37

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

Th

e va

lue

of p

nee

d no

t exc

eed

1.5,

whi

ch is

O

vera

ll U

BC is

less

pe

rmitt

ed to

be

used

for a

ny s

truct

ure.

st

ringe

nt.

The

valu

e of

p s

hall

not b

e ta

ken

as le

ss th

an 1

.0.

Exce

ptio

n: F

or s

truct

ures

with

late

ral-f

orce

-re

sist

ing

syst

ems

in an

y di

rect

ion

com

pris

ed

sole

ly o

f spe

cial

mom

ent f

ram

es, t

he L

FRS

shal

l be

con

figur

ed s

uch

that

the

valu

e of

p d

oes

not

exce

ed 1

.25

(1.1

for

SD

C E

& F

) 5.

2.5

Anal

ysis

A

stru

ctur

al a

naly

sis

shal

l be

mad

e fo

r all

1629

.8 S

elec

tion

of

Esse

ntia

lly s

imila

r C

onsi

dere

d Pr

oced

ures

st

ruct

ures

in a

ccor

danc

e w

ith th

e re

quire

men

ts o

f La

tera

l-for

ce

equi

vale

nt

5.2.

5.1-

3 th

is s

ectio

n. T

his

sect

ion

pres

crib

es th

e m

inim

um

Proc

edur

e an

alys

is p

roce

dure

to b

e fo

llow

ed.

Use

of t

he

1629

.8.1

I

proc

edur

e in

Sec.

5.4

or,

with

the

appr

oval

of t

he

1629

.8.3

au

thor

ity h

avin

g ju

risdi

ctio

n, a

n al

tern

ate

gene

rally

16

29.8

.4

acce

pted

pro

cedu

re, i

nclu

ding

the

use

of a

n ap

-pr

oved

site

-spe

cific

spe

ctru

m, i

s pe

rmitt

ed fo

r any

st

ruct

ure.

The

lim

itatio

ns o

n th

e ba

se s

hear

st

ated

in S

ec.

5.4

appl

y to

dyn

amic

mod

al

anal

ysis

. N

o co

rresp

ondi

ng p

rovi

sion

s 16

29.8

.2 S

impl

ified

The

sim

plifie

d st

atic

late

ral-f

orce

pro

cedu

re m

ay

Equi

vale

ncy

not

stat

ic

be u

sed

for t

he fo

llow

ing

stru

ctur

es o

f Occ

upan

cy

affe

cted

. C

ateg

ory

4 or

5:

1. B

uild

ings

of a

ny o

ccup

ancy

(inc

ludi

ng s

ingl

e-fa

mily

dw

ellin

gs)

not m

ore

than

thre

e st

orie

s in

he

ight

exc

ludi

ng b

asem

ents

, tha

t use

ligh

t-fra

me

cons

truct

ion.

2.

Oth

er b

uild

ings

not

mor

e th

an tw

o st

orie

s in

he

iQht

exc

ludi

nQ b

asem

ents

. 5.

2.5.

4 D

iaph

ragm

s Th

e de

flect

ion

in th

e pl

ane

of th

e di

aphr

agm

sha

ll 16

33.2

.9 D

iaph

ragm

s Es

sent

ially

iden

tical

exc

ept f

or a

min

or c

hang

e in

Equi

vale

nt w

here

no

t exc

eed

the

perm

issi

ble

defle

ctio

n of

the

Item

s 1

and

2 th

e eq

uatio

n:

SDS

= 2.

5 C

a

atta

ched

ele

men

ts.

Perm

issi

ble

defle

ctio

n sh

all b

e Fl

oor a

nd r

oof d

iaph

ragm

s sh

all b

e de

sign

ed to

th

at d

efle

ctio

n th

at w

ill pe

rmit

the

atta

ched

re

sist

des

ign

seis

mic

forc

es d

eter

min

ed a

s el

emen

ts to

mai

ntai

n st

ruct

ural

inte

grity

und

er th

e fo

llow

s:

indi

vidu

al lo

adin

g an

d co

ntin

ue to

sup

port

the

38

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

SC (c

ontin

ued)

1997

NEH

RP

1997

UB

C

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

pres

crib

ed lo

ads.

Flo

or a

nd r

oof d

iaph

ragm

s sh

all

F,+ I

F,

be d

esig

ned

to r

esis

t des

ign

seism

ic fo

rces

F p,

=

i=

x

Wp

x

dete

rmin

ed a

s fo

llow

s:

IWi

" IF,

i=x

F =--

'-=-"---

---w

The

forc

e, F

px, d

eter

min

ed fr

om F

orm

ula

(33-

1)

px

n px

ne

ed n

ot e

xcee

d 1.

OCalw

px b

ut s

hall

not b

e le

ss

Iw,

than

O.5

Calw

px.

i=x

The

forc

e de

term

ined

from

Eq.

5.2

.5.4

nee

d no

t ex

ceed

O.4

Soslw

px b

ut s

hall

not b

e le

ss th

an

O.2

Soslw

px. W

hen

the

diap

hrag

m is

req

uire

d to

tra

nsfe

r des

ign

seis

mic

forc

e fro

m th

e ve

rtica

l re

sist

ing

elem

ents

abo

ve th

e di

aphr

agm

to o

ther

ve

rtica

l res

istin

g el

emen

ts b

elow

the

diap

hrag

m

due

to o

ffset

s in

the

plac

emen

t of t

he e

lem

ents

or

to c

hang

es in

rel

ativ

e la

tera

l stif

fnes

s in

the

verti

cal e

lem

ents

, the

se fo

rces

sha

ll be

add

ed to

th

ose

dete

rmin

ed fr

om a

bove

Equ

atio

n.

5.2.

6 D

esig

n,

SEC

TIO

N 1

633-

Det

ailin

g D

ETAI

LED

STS

TEM

S R

equi

rem

ents

, and

D

ESIG

N

Stru

ctur

al C

ompo

nent

R

EQU

IREM

ENTS

Lo

ad E

ffect

s 5.

2.6.

1 Se

ism

ic

No

corre

spon

ding

pro

visi

ons

Doe

s no

t affe

ct

Des

ign

Cat

egor

y A

eq

uiva

lenc

y 5.

2.6.

1.1

Com

pone

nt

Load

Effe

cts

5.2.

6.1.

2 C

onne

ctio

ns

All p

arts

of t

he s

truct

ure

betw

een

sepa

ratio

n jo

ints

16

33.2

.5 T

ies

and

All p

arts

of a

stru

ctur

e sh

all b

e in

terc

onne

cted

and

U

BC fo

rce

is hi

gher

sh

all b

e in

terc

onne

cted

, and

the

conn

ectio

ns s

hall

Con

tinui

ty

the

conn

ectio

ns s

hall

be c

apab

le o

f tra

nsm

ittin

g ba

sed

on S

DS =

be

cap

able

of t

rans

mitt

ing

the

seis

mic

forc

e, F

p'

the

seis

mic

forc

e in

duce

d by

the

parts

bei

ng

2.5C

a. H

owev

er,

indu

ced

by th

e pa

rts b

eing

con

nect

ed.

Any

conn

ecte

d. A

s a

min

imum

, any

sm

alle

r por

tion

of

UBC

doe

s no

t sm

alle

r por

tion

of th

e st

ruct

ure

shal

l be

tied

to th

e th

e bu

ildin

g sh

all b

e tie

d to

the

rem

aind

er o

f the

pr

escr

ibe

a

rem

aind

er o

f the

stru

ctur

e w

ith e

lem

ents

hav

ing

a bu

ildin

g w

ith e

lem

ents

hav

ing

at le

ast a

stre

ngth

m

inim

um fo

rce.

stre

ngth

of 0

.133

tim

es t

he s

hort

perio

d de

sign

to re

sist

0.5

Cal

tim

es th

e w

eigh

t of t

he s

mal

ler

spec

tral r

espo

nse

acce

lera

tion

coef

ficie

nt,

Sos,

porti

on.

39

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I tim

es th

e w

eigh

t of t

he s

mal

ler p

ortio

n or

5

A po

sitiv

e co

nnec

tion

for

resis

ting

a ho

rizon

tal

perc

ent o

f the

por

tion'

s w

eigh

t, w

hich

ever

is

forc

e ac

ting

para

llel t

o th

e m

embe

r sha

ll be

gr

eate

r. pr

ovid

ed fo

r eac

h be

am, g

irder

or t

russ

. Thi

s fo

rce

A po

sitiv

e co

nnec

tion

for

resi

stin

g a

horiz

onta

l sh

all n

ot b

e le

ss th

an 0

.5C

al tim

es th

e de

ad p

lus

forc

e ac

ting

para

llel t

o th

e m

embe

r sha

ll be

liv

e lo

ad.

prov

ided

for e

ach

beam

, gird

er, o

r tru

ss to

its

supp

ort.

The

conn

ectio

n sh

all h

ave

a m

inim

um

stre

ngth

of 5

per

cent

of t

he d

ead

load

and

live

lo

ad re

actio

n.

5.2.

6.1.

3 An

chor

age

Con

cret

e an

d m

ason

ry w

alls

shal

l be

anch

ored

to

1633

.2.8

Anc

hora

ge o

f C

oncr

ete

or m

ason

ry w

alls

shal

l be

anch

ored

to

A co

mpa

rison

of

of C

oncr

ete

and

the

roof

and

all

floor

s an

d m

embe

rs th

at p

rovi

de

conc

rete

or m

ason

ry

all f

loor

s an

d ro

ofs

that

pro

vide

out

-of-p

lane

40

0SDS

and

280

plf

Mas

onry

Wal

ls la

tera

l sup

port

for t

he w

all o

r whi

ch a

re s

uppo

rted

wal

ls la

tera

l sup

port

of th

e w

all.

The

anch

orag

e sh

all

is ob

viou

sly

by th

e wa

ll. Th

e an

chor

age

shal

l pro

vide

a d

irect

pr

ovid

e a

posi

tive

dire

ct c

onne

ctio

n be

twee

n th

e de

pend

ent o

n th

e co

nnec

tion

betw

een

the

wal

ls an

d th

e ro

of o

r flo

or

wal

l and

floo

r or r

oof c

onst

ruct

ion

capa

ble

of

valu

e of

SDS

. co

nstru

ctio

n. T

he c

onne

ctio

ns s

hall

be c

apab

le o

f re

sistin

g th

e la

rger

of t

he h

orizo

ntal

forc

es

How

ever

, a fo

rce

resis

ting

a se

ismic

late

ral f

orce

, F p

, in

duce

d by

the

spec

ified

in th

is se

ctio

n an

d Se

ctio

ns 1

611.

4 (2

80

sim

ilar t

o th

e on

e w

all o

f 400

tim

es th

e sh

ort p

erio

d de

sign

spec

tral

plf)

and

1632

...

give

n in

Sec

. 163

2.2

resp

onse

acc

eler

atio

n co

effic

ient

8D

S in

pou

nds

is us

ed in

the

per l

inea

l foo

t (58

40 ti

mes

8D

S in

N/m

) of w

all

NEH

RP

Prov

ision

s m

ultip

lied

by th

e oc

cupa

ncy

impo

rtanc

e fa

ctor

fo

r arc

hite

ctur

al,

I. W

alls

shal

l be

desi

gned

to r

esis

t ben

ding

m

echa

nica

l and

be

twee

n an

chor

s w

here

the

anch

or s

pacin

g el

ectri

cal

exce

eds

4 ft

(1.2

m).

com

pone

nts

only

(See

6.1

.3).

So

equi

vale

ncy

cann

ot

be ju

dged

with

out

runn

ing

spec

ific

num

bers

. 5.

2.6.

2 Se

ism

ic

Des

ign

Cat

egor

y B

5.

2.6.

2.1

Seco

nd-

In a

dditio

n to

mee

ting

the

requ

irem

ents

of S

ec.

1630

.1.3

P L1

effe

cts

The

resu

lting

mem

ber f

orce

s an

d m

omen

ts a

nd

Con

side

red

Ord

er E

ffect

s 5.

2.6.

1.1,

sec

ond-

orde

r effe

cts

shal

l be

inclu

ded

the

stor

y dr

ifts

indu

ced

by P

L1 e

ffect

s sh

all b

e eq

uiva

lent

w

here

app

licab

le.

cons

ider

ed in

the

eval

uatio

n of

ove

rall

stru

ctur

al

fram

e st

abilit

y an

d sh

all b

e ev

alua

ted

usin

g th

e

40

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

fo

rces

pro

duci

ng th

e di

spla

cem

ents

of L

Is ...

5.

2.6.

2.2

Ope

ning

s W

here

ope

ning

s oc

cur i

n sh

ear w

alls,

dia

phra

gms

No c

orre

spon

ding

pro

visi

ons.

How

ever

, C

onsi

dere

d or

oth

er p

late

-type

ele

men

ts,

rein

forc

emen

t at t

he

requ

irem

ents

cov

ered

in m

ater

ials

cha

pter

. eq

uiva

lent

ed

ges

of th

e op

enin

gs s

hall

be d

esig

ned

to

trans

fer t

he s

tress

es in

to th

e st

ruct

ure.

The

edg

e re

info

rcem

ent s

hall

exte

nd in

to th

e bo

dy o

f the

w

all o

r di

aphr

agm

a d

ista

nce

suffi

cien

t to

deve

lop

the

forc

e in

the

rein

forc

emen

t. 5.

2.6.

2.3

Stru

ctur

es w

ith a

dis

cont

inui

ty in

late

ral c

apac

ity,

1629

.9.1

Dis

cont

inui

ty

Stru

ctur

es w

ith a

dis

cont

inui

ty in

cap

acity

, ver

tical

0.

75Cd

vs.

Qo

Dis

cont

inui

ties

in ve

rtica

l irre

gula

rity

Type

5 a

s de

fined

in T

able

irr

egul

arity

Typ

e 5

as d

efin

ed in

Tab

le 1

6-L,

sha

ll C

onsi

dere

d Ve

rtica

l Sys

tem

5.

2.3.

3, s

hall

not b

e ov

er 2

stor

ies

or 3

0 ft

(9 m

) in

not b

e ov

er tw

o st

orie

s or

30

ft in

hei

ght w

here

the

equi

vale

nt

heig

ht w

here

the

"wea

k" s

tory

has

a ca

lcul

ated

w

eak

stor

y ha

s a

calc

ulat

ed s

treng

th o

f les

s th

an

stre

ngth

of l

ess

than

65

perc

ent o

f the

sto

ry

65%

of t

he s

tory

abo

ve.

abov

e.

Exce

ptio

n: W

here

the

wea

k st

ory

is ca

pabl

e of

Ex

cept

ion:

Whe

re th

e "w

eak"

sto

ry is

cap

able

of

resis

ting

a to

tal l

ater

al s

eism

ic fo

rce

of Q

o tim

es

resis

ting

a to

tal s

eism

ic fo

rce

equa

l to

75 p

erce

nt

the

desig

n fo

rce

pres

crib

ed in

Sec

tion

1630

. of

the

defle

ctio

n am

plific

atio

n fa

ctor

, Cd

, tim

es th

e de

sign

forc

e pr

escr

ibed

in S

ec. 5

.3.

5.2.

6.2.

4 Th

e de

sign

of a

stru

ctur

e sh

all c

onsi

der t

he

No c

orre

spon

ding

pro

visi

ons.

D

oes

not a

ffect

N

onre

dund

ant

pote

ntia

lly a

dver

se e

ffect

that

the

failu

re o

f a

equi

vale

ncy.

Sy

stem

s si

ngle

mem

ber,

conn

ectio

n, o

r com

pone

nt o

f the

se

ism

ic-fa

rce-

resi

stin

g sy

stem

wou

ld h

ave

on th

e st

abilit

y of

the

stru

ctur

e.

5.2.

6.2.

5 C

olle

ctor

C

olle

ctor

ele

men

ts s

hall

be p

rovid

ed th

at a

re

1633

.2.6

Col

lect

or

UBC

Sect

ion

cont

ains

req

uire

men

ts th

at in

UB

C is

mor

e El

emen

ts

capa

ble

of tr

ansf

errin

g th

e se

ism

ic fo

rces

el

emen

ts

NEH

RP

are

appl

icab

le o

nly

in SD

C C

and

hig

her

strin

gent

or

igin

atin

g in

othe

r por

tions

of t

he s

truct

ure

to th

e (S

ee s

ec. 5

.2.6

.3.2

) el

emen

t pro

vidi

ng th

e re

sist

ance

to th

ose

forc

es.

5.2.

6.2.

6 D

iaph

ragm

s 16

33.2

.9 D

iaph

ragm

s Es

sent

ially

the

sam

e if

SDS =

2.5C

a an

d I =

1.0.

Con

side

red

Item

s 1

and

2 eq

uiva

lent

5.

2.6.

2.7

Bear

ing

Exte

rior a

nd in

terio

r bea

ring

wal

ls an

d th

eir

No c

orre

spon

ding

pro

visi

ons.

Eq

uiva

lenc

y ca

nnot

W

alls

anch

orag

e sh

all b

e de

sign

ed fo

r a fo

rce

equa

l to

be ju

dged

. 40

per

cent

of t

he s

hort

perio

d de

sign

spec

tral

resp

onse

acc

eler

atio

n So

s tim

es th

e w

eigh

t of

wall,

We,

norm

al to

the

surfa

ce, w

ith a

min

imum

41

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

SC (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

fo

rce

of 1

0 pe

rcen

t of t

he w

eigh

t of t

he w

all.

Inte

rcon

nect

ion

of w

all e

lem

ents

and

con

nect

ions

to

sup

porti

ng fr

amin

g sy

stem

s sh

all h

ave

suffi

cien

t duc

tility

, rot

atio

nal c

apac

ity, o

r suf

ficie

nt

stre

ngth

to r

esist

shr

inka

ge, t

herm

al c

hang

es, a

nd

diffe

rent

ial f

ound

atio

n se

ttlem

ent w

hen

com

bine

d w

ith s

eism

ic fo

rces

. 5.

2.6.

2.8

Inve

rted

No c

orre

spon

ding

pro

visio

ns.

Equi

vale

ncy

cann

ot

Pend

ulum

-Typ

e be

judg

ed.

Stru

ctur

es

5.2.

6.2.

9 An

chor

age

Whe

n re

quire

d by

Cha

pter

6, a

ll po

rtion

s or

16

32.1

Gen

eral

Se

c. 1

632.

2 of

USC

com

pare

d w

ith S

ec. 6

.1.3

of

See

6.1.

3 of

Non

stru

ctur

al

com

pone

nts

of th

e st

ruct

ure

shal

l be

anch

ored

for

1632

.2 D

esig

n fo

r N

EHR

P la

ter.

Syst

ems

the

seis

mic

forc

e, F

p' p

resc

ribed

ther

ein.

T

otal

late

ral F

orce

5.2.

6.2.

10 C

olum

ns

Col

umns

sup

porti

ng d

iscon

tinuo

us w

alls

or

1630

.8.2

Ele

men

ts

Para

1 of

163

0.8.

2.1

(USC

) is

iden

tical

to N

EHR

P.

Con

sider

ed

Supp

ortin

g fra

mes

of s

truct

ures

hav

ing

plan

irre

gula

rity

Type

su

ppor

ting

equi

vale

nt

Disc

ontin

uous

Wal

ls 4

of T

able

5.2

.3.2

or v

ertic

al ir

regu

larit

y Ty

pe 4

of

disc

ontin

uous

sys

tem

s or

Fra

mes

Ta

ble

5.2.

3.3

shal

l hav

e th

e de

sign

stre

ngth

to

1630

.8.2

.1 G

ener

al

resis

t the

max

imum

axia

l for

ce th

at c

an d

evel

op in

ac

cord

ance

with

the

spec

ial c

ombi

natio

n of

load

s of

Sec

. 5.2

.7.1

. 5.

2.6.

3 Se

ismic

Des

ign

Cat

egor

y C

5.

2.6.

3.1

Plan

St

ruct

ures

that

hav

e pl

an s

truct

ural

irre

gula

rity

1633

.1 G

ener

al

... C

onsid

ered

Irr

egul

arity

Ty

pe 5

in T

able

5.2

.3.2

sha

ll be

ana

lyzed

for

In S

eism

ic Zo

nes

2, 3

and

4, p

rovi

sion

s sh

all b

e eq

uiva

lent

se

ism

ic fo

rces

app

lied

in th

e di

rect

ion

that

cau

ses

mad

e fo

r the

effe

cts

of e

arth

quak

e fo

rces

act

ing

in th

e m

ost c

ritica

l loa

d ef

fect

. As

an

alte

rnat

ive,

the

a di

rect

ion

othe

r tha

n th

e pr

inci

pal a

xes

in ea

ch o

f st

ruct

ure

may

be

anal

yzed

inde

pend

ently

in a

ny

the

follo

win

g cir

cum

stan

ces:

tw

o or

thog

onal

dire

ctio

ns a

nd th

e m

ost c

ritic

al

The

stru

ctur

e ha

s pl

an ir

regu

larit

y Ty

pe 5

as

give

n lo

ad e

ffect

due

to d

irect

ion

of a

pplic

atio

n of

in

Tabl

e 16

-M.

seis

mic

forc

es o

n th

e st

ruct

ure

may

be

assu

med

...

.. to

be

satis

fied

if co

mpo

nent

s an

d th

eir

The

requ

irem

ent t

hat o

rthog

onal

effe

cts

be

foun

datio

ns a

re d

esig

ned

for t

he fo

llow

ing

cons

ider

ed m

ay b

e sa

tisfie

d by

des

igni

ng s

uch

com

bina

tion

of p

resc

ribed

load

s:

100

perc

ent o

f el

emen

ts fo

r 10

0% o

f the

pre

scrib

ed d

esig

n th

e fo

rces

for o

ne d

irect

ion

plus

30

perc

ent o

f the

se

ismic

forc

es in

one

dire

ctio

n pl

us 3

0% o

f the

42

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

USC

(con

tinue

d)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

fo

rces

for t

he p

erpe

ndic

ular

dire

ctio

n; th

e pr

escr

ibed

des

ign

seis

mic

forc

es in

the

com

bina

tion

requ

iring

the

max

imum

com

pone

nt

perp

endi

cula

r dire

ctio

n ..

. ,

stre

ngth

sha

ll be

use

d.

5.2.

6.3.

2 C

olle

ctor

16

33.2

.6 C

olle

ctor

Es

sent

ially

sim

ilar,

exce

pt th

at th

e lo

ad

Con

sider

ed

Elem

ents

El

emen

ts

com

bina

tions

are

diff

eren

t, co

ntai

ning

diff

eren

t eq

uiva

lent

gr

ound

mot

ion

para

met

ers.

USC

, in

addi

tion,

pr

escr

ibes

a d

esig

n st

reng

th b

ased

on

ASD.

5.

2.6.

3.3

Anch

orag

e 16

33.2

.8 A

ncho

rage

of

Esse

ntia

lly s

imila

r exc

ept t

hat t

he d

esig

n fo

rce

per

USC

is m

ore

of C

oncr

ete

and

conc

rete

or m

ason

ry

USC

is hi

gher

than

that

per

NEH

RP.

st

ringe

nt.

Mas

onry

Wal

ls w

alls

1633

.2.9

Dia

phra

gm

Item

s 4

and

5

5.2.

6.4

Seism

ic D

esig

n C

ateg

ory

D

5.2.

6.4.

1 O

rthog

onal

16

33.1

Es

sent

ially

sim

ilar

Con

sider

ed

Load

Effe

cts

equi

vale

nt

5.2.

6.4.

2 C

olle

ctor

16

33.2

.6 C

olle

ctor

Es

sent

ially

sim

ilar,

exce

pt th

at th

e lo

ad

Con

sider

ed

Elem

ents

El

emen

ts

com

bina

tions

are

diff

eren

t con

tain

ing

diffe

rent

eq

uiva

lent

gr

ound

mot

ion

para

met

ers.

USC

, in

addi

tion,

pr

escr

ibes

a d

esig

n st

reng

th b

ased

on

ASD.

5.

2.6.

4.3

Plan

or

.....

1633

.2.9

Dia

phra

gms

Esse

ntia

lly s

imila

r with

follo

win

g di

ffere

nces

: US

C le

ss s

tring

ent

Verti

cal I

rregu

larit

ies

For s

truct

ures

hav

ing

a pl

an s

truct

ural

irre

gula

rity

Item

6

1. V

ertic

al ir

regu

larit

y ty

pe 4

is n

ot in

clude

d in

of T

ype

1 a, 1

b, 2

, 3, o

r 4 in

Tab

le 5

.2.3

.2 o

r a

USC.

ve

rtica

l stru

ctur

al ir

regu

larit

y of

Typ

e 4

in Ta

ble

2. U

SC d

esig

n sh

all n

ot c

onsi

der t

he o

ne-th

ird

5.2.

3.3,

the

desig

n fo

rces

det

erm

ined

from

Sec

. in

crea

se in

allo

wab

le s

tress

, whi

le d

esig

n 5.

3.2

shal

l be

incr

ease

d 25

per

cent

for

forc

es a

re in

crea

sed

by 2

5% in

NEH

RP.

co

nnec

tions

of d

iaph

ragm

s to

ver

tical

ele

men

ts

and

to c

olle

ctor

s an

d fo

r con

nect

ions

of c

olle

ctor

s to

the

verti

cal e

lem

ents

. 5.

2.6.

4.4

Verti

cal

1630

.1.1

Ear

thqu

ake

Sim

ilar p

rovi

sion

s bu

t with

diff

eren

t gro

und

mot

ion

Equi

vale

nt in

inte

nt.

Seis

mic

For

ces

load

s pa

ram

eter

s su

ch a

s 0.

5Cal

in U

SC in

stea

d of

N

ot n

eces

saril

y 0.

2Sos

in N

EHR

P.

equi

vale

nt in

des

ign

valu

es.

43

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

I

5.2.

6.5

Seis

mic

D

esig

n C

ateg

orie

s E

an

d F

5.

2.6.

5.1

Plan

or

No c

orre

spon

ding

pro

visi

ons.

U

SC le

ss s

tring

ent

Verti

cal I

rregu

larit

ies

for e

xtre

me

soft

stor

y an

d to

rsio

nal

irreg

ular

ity.

5.2.

7 C

ombi

natio

n of

Th

e ef

fect

s on

the

stru

ctur

e an

d its

com

pone

nts

1630

.1.1

Ear

thqu

ake

Esse

ntia

lly s

imila

r exc

ept t

hat t

he te

rm 0

.2So

s of

In

clus

ion

of I-

term

Lo

ad E

ffect

s du

e to

gra

vity

load

s an

d se

ism

ic fo

rces

sha

ll be

lo

ads

NEH

RP

is re

plac

ed b

y 0.

5Cal

in U

SC.

mak

es th

e US

C co

mbi

ned

in ac

cord

ance

with

the

fact

ored

load

m

uch

mor

e co

mbi

natio

ns a

s pr

esen

ted

in A

SCE

7 ex

cept

that

st

ringe

nt.

the

effe

ct o

f sei

smic

load

s, E

, sha

ll be

as

defin

ed

here

in.

E =

P Q

u 0

.2 8

0S

0

E =

P Q

E -

0.2

80

S 0

5.2.

7.1

Spec

ial

Whe

n sp

ecia

lly re

quire

d by

thes

e Pr

ovis

ions

, 16

12.4

Spe

cial

The

effe

ct o

f ver

tical

ear

thqu

ake

grou

nd m

otio

n U

SC is

less

C

ombi

natio

n of

Loa

ds

E =

no Q

E +

0.2

80

S 0

Se

ismic

Load

(0

.2So

sD)

is ne

glec

ted

in th

e US

C co

mbi

natio

ns.

strin

gent

. E

= no

QE

-0.

2 8

0S

0

Com

bina

tions

Q

o =

sys

tem

ove

rstre

ngth

fact

or

5.2.

8 D

efle

ctio

n an

d Th

e de

sign

stor

y dr

ift, L

I, as

det

erm

ined

in S

ec.

1630

.10

Stor

y D

rift

Stor

y dr

ifts

shal

l be

com

pute

d us

ing

the

Max

imum

Th

e sc

hem

es a

re

Drif

t Lim

its

5.3.

7 or

5.4

.6, s

hall

not e

xcee

d th

e al

low

able

sto

ry

Lim

itatio

n In

elas

tic R

espo

nse

Disp

lace

men

t, ~M

: di

ffere

nt, b

ut s

imila

r dr

ift, L

Im a

s ob

tain

ed fr

om T

able

5.2

.8 fo

r any

~M ~ 0

.025

hs fo

r T ~ 0

.7 s

econ

d in

inte

nt. T

he

stor

y.

~M ~ 0

.020

h s fo

r T >

0.7

sec

ond

NEH

RP

is lia

ble

to

i.e. f

or s

truct

ures

with

4 st

orie

s an

d le

ss (a

ll ot

her

In U

SC, ~

M =

0.7

R ti

mes

the

elas

tical

ly c

ompu

ted

be s

omew

hat m

ore

stru

ctur

es):

inte

rsto

ry d

rift b

ased

on

pres

crib

ed s

eism

ic

strin

gent

, 0.

025h

x (0

.020

hx)-

for S

eism

ic U

se G

roup

I

forc

es. T

he d

rift l

imits

are

irre

spec

tive

of

parti

cula

rly fo

r the

0.

020h

x (0

.015

hx)-

for

Seism

ic U

se G

roup

II

occu

panc

y ca

tego

ry.

I ent

ers

into

drif

t hi

gher

occ

upan

cy

0.01

5hx

(0.0

1 O

hx)-

for S

eism

ic U

se G

roup

III

calc

ulat

ions

. ca

tego

ries.

~ =

(Cdi

l) tim

es th

e el

astic

ally

com

pute

d in

ters

tory

dr

ift u

nder

pre

scrib

ed e

arth

quak

e fo

rces

. The

drif

t lim

its a

re ti

ghte

r for

hig

her o

ccup

ancy

cat

egor

ies.

I i

s ta

ken

out o

f the

drif

t com

puta

tion.

-

-------

------

44

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 5.

3 EQ

UIV

ALEN

T Th

e se

ismic

base

she

ar s

hall

be d

eter

min

ed a

s 16

30.2

Sta

tic F

orce

Th

e to

tal d

esig

n ba

se s

hear

in a

give

n di

rect

ion

Equi

vale

nt in

inte

nt.

LATE

RAL

FO

RC

E fo

llow

s:

Proc

edur

e sh

all b

e de

term

ined

as

follo

ws:

Eq

uiva

lenc

y of

PR

OC

EDU

RE

V=

Cs

W

1630

.2.1

Des

ign

base

V

=C

s W

de

sign

valu

es w

ould

5.

3.1

Gen

eral

sh

ear

depe

nd u

pon

5.3.

2 Se

ismic

Base

sp

ecific

loca

tion

and

Shea

r Se

ismic

resp

onse

coe

ffici

ent,

Cs is

give

n by

4

Seism

ic re

spon

se c

oeffi

cien

t, C

s is g

iven

by 4

st

ruct

ure.

5.

3.2.

1 C

alcu

latio

n of

eq

uatio

ns in

term

s of

SDS

, SD1

, R, I

and

T.

equa

tions

in te

rms

of C

a, C

v, Nv

, Z,

R, I

and

T. I

n Se

ismic

Res

pons

e ad

ditio

n, th

e va

lues

of I

and

R ar

e sl

ight

ly d

iffer

ent

Coe

ffici

ent

in UB

C to

o.

5.3.

3 Pe

riod

The

fund

amen

tal p

erio

d of

the

build

ing,

T, i

n th

e 16

30.2

.2 S

truct

ure

The

valu

e of

T sh

all b

e de

term

ined

from

one

of

The

1997

NEH

RP

Det

erm

inat

ion

dire

ctio

n un

der c

onsi

dera

tion

shal

l be

esta

blis

hed

perio

d th

e fo

llow

ing

met

hods

: Pr

ovisi

ons

allo

ws

to

usin

g su

bsta

ntia

ted

anal

ysis

or t

he a

ppro

xim

ate

1. M

etho

d A:

For

all

build

ings

, the

val

ue o

f T m

ay

use

the

sim

ple

fund

amen

tal p

erio

d, T

a. be

app

roxi

mat

ed fr

om th

e fo

llow

ing

form

ula:

eq

uatio

n (0

.1 N

) for

T

shou

ld n

ot e

xcee

d 1.

2T a f

or S

Dl ~ O

.4g

Ta =

Cr (

hn]3

/4 st

eel a

nd c

oncr

ete

shou

ld n

ot e

xcee

d 1.

3T a f

or S

Dl =

0.3g

CT v

alue

bei

ng th

e sa

me

as in

NEH

RP.

How

ever

, m

omen

t fra

mes

with

sh

ould

not

exc

eed

1.4T

a for

SDl

= 0.2

g UB

C gi

ves

an a

dditio

nal e

quat

ion

for C

Tfor

a

heig

ht li

mita

tion.

sh

ould

not

exc

eed

1.5T

a fo

r SDl

= 0.1

5g

build

ings

with

she

arw

alls

. UB

C gi

ves

a an

d sh

ould

not

exc

eed

1.7T

a for

SDl

S. 0

.1 g

2.

Met

hod

B: T

he fu

ndam

enta

l per

iod

may

be

spec

ific ra

tiona

l ca

lcul

ated

usi

ng a

pro

perly

sub

stan

tiate

d an

alys

is

perio

d co

mpu

tatio

n Th

e ap

prox

imat

e fu

ndam

enta

l per

iod,

Ta,

shal

l be

or u

sing

the

follo

win

g fo

rmul

a:

proc

edur

e, a

nd a

lso

dete

rmin

ed a

s fo

llow

s:

T =

21r

(t

wA2

) ~ ( g

t fA

) an

alte

rnat

ive

valu

e Ta

= C

r hn3

/4

of C

T fo

r bui

ldin

gs

5.3.

3.1

Appr

oxim

ate

Whe

re, C

T is

a co

effic

ient

that

var

ies

from

0.0

20

• T fr

om M

etho

d B

:::; 1

.3T

from

Met

hod

A in

w

ith c

oncr

ete

or

Fund

amen

tal P

erio

d to

0.0

35 d

epen

ding

on

the

type

of s

truct

ural

Se

ismic

Zone

4.

mas

onry

sy

stem

. • T

from

Met

hod

B :::;

1.4

T fro

m M

etho

d A

in

shea

rwal

ls.

NEH

RP

Seis

mic

Zon

es 1

, 2 a

nd 3

. al

low

s T

to b

e a

Alte

rnat

ivel

y, th

e ap

prox

imat

e fu

ndam

enta

l la

rger

mul

tiple

of T

a pe

riod,

Ta,

is pe

rmitt

ed to

be

calc

ulat

ed fr

om th

e in

low

er s

eism

ic

follo

win

g eq

uatio

n fo

r con

cret

e an

d st

eel m

omen

t ar

eas,

but

rest

ricts

it

resis

ting

fram

e st

ruct

ures

not

exc

eedi

ng 1

2 to

a lo

wer

mul

tiple

st

orie

s in

heig

ht a

nd h

avin

g a

min

imum

sto

ry

of T

a in

the

high

est

heig

ht o

f 10

It:

seis

mic

are

as. T

his

Ta =

0.1 N

m

akes

the

UBC

so

mew

hat l

ess

strin

gent

in h

igb_

_ ___

45

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

8C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I se

ism

ic a

reas

and

so

mew

hat m

ore

strin

gent

in lo

w

seis

mic

are

as.

5.3.

4 Ve

rtica

l Th

e la

tera

l for

ce,

Fx, i

nduc

ed a

t any

leve

l sha

ll be

16

30.5

Ver

tical

-T

he to

tal f

orce

sha

ll be

dis

tribu

ted

over

the

Con

side

red

Dist

ribut

ion

of

dete

rmin

ed fr

om th

e fo

llow

ing

equa

tions

: D

istrib

utio

n of

For

ce

heig

ht o

f the

stru

ctur

e:

equi

vale

nt

Seism

ic Fo

rces

F,

=c,

.x·v

"

espe

cial

ly fo

r sho

rt I

k v=

F,+

LF

, pe

riod

stru

ctur

es.

C

=

W,l

x i=

1

l'X

11

-T

he c

once

ntra

ted

forc

e Ft

at th

e to

p L

W/l

t F,

= 0

.07

-T . V

;=

1

Ft n

eed

not e

xcee

d 0.

25V

and

Ft =

0 w

here

T is

k

is 1

for T

:s 0.

5 se

c.

0.7

seco

nd o

r les

s k

is 2

for T

~ 2

.5 s

ec.

-The

rem

aini

ng p

ortio

n of

the

base

she

ar s

hall

be

k is

2 or

is to

be

dete

rmin

ed b

y lin

ear i

nter

pola

tion

dist

ribut

ed o

ver t

he h

eigh

t of t

he s

truct

ure:

be

twee

n 1

and

2 fo

r 0.5

sec

. < T

< 2

.5 s

ec.

F =

(V

-F,)

WA

x

" LW

/l;

i=1

Sim

ilar t

o N

EHR

P fo

r T <

0.5

sec

. 5.

3.5

Hor

izont

al

The

seism

ic de

sign

stor

y sh

ear,

V x, s

hall

be d

istri

-16

30.6

Hor

izont

al

Vx s

hall

be d

istri

bute

d to

the

vario

us e

lem

ents

of

Equi

vale

nt

Shea

r Dist

ribut

ion

bute

d to

the

vario

us v

ertic

al e

lem

ents

of t

he

Dis

tribu

tion

of S

hear

th

e ve

rtica

llate

ral-f

orce

-resi

stin

g sy

stem

in

seis

mic

-fore

e-re

sist

ing

syst

em in

the

stor

y un

der

prop

ortio

n to

thei

r rig

iditie

s, c

onsid

erin

g th

e

cons

ider

atio

n ba

sed

on th

e re

lativ

e la

tera

l stif

f-rig

idity

of t

he d

iaph

ragm

.

ness

es o

f the

ver

tical

res

istin

g el

emen

ts a

nd th

e di

aphr

agm

5.

3.5.

1 To

rsio

n Th

e de

sign

shal

l inc

lude

the

tors

iona

l mom

ent,

Mt,

1630

.7 H

orizo

ntal

Pr

ovisi

ons

shal

l be

mad

e fo

r the

incr

ease

d sh

ears

U

SC m

entio

ns

resu

lting

from

the

loca

tion

of th

e m

asse

s.

tors

iona

l mom

ents

re

sultin

g fro

m h

oriz

onta

l tor

sion

whe

re

diap

hrag

m fl

exib

ility.

di

aphr

agm

s ar

e no

t fle

xibl

e.

Con

side

red

equi

vale

nt.

5.3.

5.2

Accid

enta

l Th

e de

sign

also

sha

ll in

clude

acc

iden

tal t

ensi

onal

16

30.6

Hor

izont

al

Alm

ost t

he s

ame

Equi

vale

nt

Tors

ion

mom

ents

, Mt

a, ca

used

by

an a

ssum

ed

Dist

ribut

ion

of S

hear

di

spla

cem

ent o

f the

mas

s ea

ch w

ay fr

om it

s ac

tual

loca

tion

by a

dis

tanc

e eq

ual t

o 5

perc

ent o

f th

e di

men

sion

of th

e st

ruct

ure

perp

endi

cula

r to

the

dire

ctio

n of

the a~

lied

forc

e.

46

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

BC

(con

tinue

d)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

5.

3.5.

3 D

ynam

ic Fo

r stru

ctur

es o

f SDC

C, D

, E, a

nd F

, whe

re T

ype

1630

.7 H

orizo

ntal

Th

e sa

me

ampl

ifier i

s ap

plie

d to

the

acci

dent

al

USC

is le

ss

Ampl

ificat

ion

of

1 to

rsio

nal i

rregu

larit

y ex

ists

as d

efin

ed in

Tab

le

Tors

iona

l Mom

ents

to

rsio

n on

ly. H

owev

er, t

he p

rovi

sion

is a

pplic

able

st

ringe

nt.

Tors

ion

5.2.

3.1,

the

effe

cts

of to

rsio

nal i

rregu

larit

y sh

all b

e in

all s

eism

ic z

ones

. ac

coun

ted

for b

y m

ultip

lyin

g th

e su

m o

f Mt p

lus

Mta a

t eac

h le

vel b

y a

tors

iona

l am

plific

atio

n fa

ctor

, Ax

, det

erm

ined

from

the

follo

win

g eq

uatio

n:

A=(~

r .,

1.20

"".

Axis

not r

equi

red

to e

xcee

d 3.

0 5.

3.6

Ove

rturn

ing

The

stru

ctur

e sh

all b

e de

signe

d to

res

ist

1630

.8 O

vertu

rnin

g Es

sent

ially

iden

tical

exc

ept t

hat t

he te

rm r

is n

ot

USC

is eq

uiva

lent

to

over

turn

ing

effe

cts

caus

ed b

y th

e se

ism

ic fo

rces

in

clude

d in

the

USC

. m

ore

rest

rictiv

e.

dete

rmin

ed in

Sec

. 5.3

.4. A

t any

sto

ry, t

he

incr

emen

t of o

vertu

rnin

g m

omen

t (M

x) in

the

stor

y un

der c

onsi

dera

tion

shal

l be

dist

ribut

ed to

the

vario

us v

ertic

al-fo

rce-

resi

stin

g el

emen

ts in

the

sam

e pr

opor

tion

as th

e di

strib

utio

n of

the

horiz

onta

l she

ars

to th

ose

elem

ents

.

M, =

rI

,F,(

h; -

h,)

i=

x

Fi =

the

porti

on o

f the

sei

smic

base

she

ar, V

, in

duce

d at

Lev

el i.

r

= 1

.0 fo

r the

top

10 s

torie

s r=

0.8

for t

he 2

0th

stor

y fro

m th

e to

p an

d be

low

and

= 0

.8 to

1.0

for t

he r

emai

nder

. 5.

3.7

Drif

t St

ory

drift

s an

d, w

here

req

uire

d, m

embe

r for

ces

1630

.1.2

Mod

elin

g Es

sent

ially

the

sam

e C

onsid

ered

D

eter

min

atio

n an

d P-

and

mom

ents

due

to P

-del

ta e

ffect

s sh

all b

e re

quire

men

ts

equi

vale

nt.

Del

ta E

ffect

s de

term

ined

in a

ccor

danc

e wi

th th

is se

ctio

n.

Det

erm

inat

ion

of s

tory

drif

ts s

hall

be b

ased

on

the

appl

icat

ion

of th

e de

sign

seism

ic fo

rces

to a

m

athe

mat

ical

mod

el o

f the

phy

sica

l stru

ctur

e. T

he

mod

el s

hall

incl

ude

the

stiff

ness

and

stre

ngth

of

all e

lem

ents

that

are

sig

nific

ant t

o th

e di

strib

utio

n of

forc

es a

nd d

efor

mat

ions

in th

e st

ruct

ure

and

shal

l rep

rese

nt th

e sp

atia

l dis

tribu

tion

of th

e m

ass

47

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

an

d st

iffne

ss o

f the

stru

ctur

e. In

add

ition,

the

mod

el s

hall

com

ply

with

the

follo

win

g:

1.St

iffne

ss p

rope

rties

of r

einf

orce

d co

ncre

te a

nd

mas

onry

ele

men

ts s

hall

cons

ider

the

effe

cts

of

crac

ked

sect

ions

and

2.

For s

teel

mom

ent r

esis

ting

fram

e sy

stem

s, th

e co

ntrib

utio

n of

pan

el z

one

defo

rmat

ions

to o

vera

ll st

ory

drift

sha

ll be

inclu

ded.

5.

3.7.

1 St

ory

Drif

t Th

e de

sign

stor

y dr

ift, L

1, sh

all b

e co

mpu

ted

as

1630

.9 D

rift

Esse

ntia

lly s

imila

r exc

ept t

hat t

he te

rm "C

cJll"

of

Equi

vale

nt in

inte

nt.

Det

erm

inat

ion

the

diffe

renc

e of

the

defle

ctio

ns a

t the

cen

ter o

f 16

30.9

.1

NEH

RP

is re

plac

ed b

y "0

.7R

" in

USC.

Cal

cula

ted

Equi

vale

ncy

of

mas

s at

the

top

and

botto

m o

f the

sto

ry u

nder

D

eter

min

atio

n of

~s

drift

sha

ll in

clude

tran

slat

iona

l and

tors

iona

l de

sign

val

ues

can

cons

ider

atio

n:

1630

.9.2

de

flect

ions

. (Th

is is

a litt

le b

road

er th

an th

e be

judg

ed o

nly

on a

o.

= c

doxc

D

eter

min

atio

n of

~m

NEH

RP

exce

ptio

n)

case

-by-

case

bas

is.

., I

Dis

rega

rd o

f m

inim

um b

ase

For p

urpo

ses

of th

is dr

ift a

naly

sis

only,

it is

sh

ear g

iven

by E

q.

perm

issi

ble

to u

se th

e co

mpu

ted

fund

amen

tal

(30-

6) m

akes

the

perio

d, T

, in

seco

nds,

of t

he s

truct

ure

with

out t

he

1630

.10.

3 Li

mita

tions

Th

e eq

uiva

lent

of t

he N

EHR

P re

quire

men

t, T

~

USC

less

stri

ngen

t up

per b

ound

lim

itatio

n sp

ecifie

d in

Sec.

5.3

.3 (

T ~

CuTa

, may

be

disr

egar

ded.

The

low

er b

ound

lim

it fo

r tal

l bui

ldin

gs.

CuT a

) whe

n de

term

inin

g dr

ift le

vel s

eism

ic de

sign

on d

esig

n ba

se s

hear

, as

give

n by

Eq.

(30

-6),

but

forc

es.

not E

q. (

30-7

), m

ay a

lso b

e di

sreg

arde

d.

Exce

ptio

n:

For s

truct

ures

of S

eism

ic D

esig

n C

ateg

orie

s C,

D, E

and

F h

avin

g pl

an ir

regu

larit

y Ty

pes

1 a o

r 1 b

of T

able

5.3

.2.1

, the

des

ign

stor

y dr

ift, ~

, sh

all b

e co

mpu

ted

as th

e la

rges

t di

ffere

nce

of th

e de

flect

ions

alo

ng a

ny o

f the

I

edge

s of

the

stru

ctur

e at

the

top

and

botto

m o

f the

st

ory

unde

r con

side

ratio

n.

I

5.3.

7.2

P-D

elta

P-

delta

effe

cts

are

not r

equi

red

to b

e co

nsid

ered

16

30.1

.3 P

L1 e

ffect

s Es

sent

ially

sim

ilar e

xcep

t for

the

follo

win

g U

SC is

less

i

Effe

cts

whe

n th

e st

abilit

y co

effic

ient

, 8, a

s de

term

ined

by

chan

ges:

st

ringe

nt.

the

follo

win

g eq

uatio

n is

equa

l to

or le

ss th

an

1.

Ther

e is

no u

pper

lim

it on

e.

0.10

: 2.

In S

eism

ic Zo

nes

3 an

d 4,

P L1

nee

d no

t

9=

P,~

be c

onsi

dere

d w

hen

the

stor

y dr

ift ra

tio

V,h

"Cd

does

not

exc

eed

0.02

/R.

------

48

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

•

The

stab

ility

coef

ficie

nt,

e, sh

all n

ot e

xcee

d e m

ax

dete

rmin

ed a

s fo

llow

s:

em"

= ~O

~d ::;

0.25

Whe

re ~ is

the

ratio

of s

hear

dem

and

to s

hear

ca

pacit

y fo

r the

sto

ry b

etw

een

leve

l x an

d x-

1 5.

4 M

OD

AL

This

chap

ter p

rovi

des

requ

ired

stan

dard

s fo

r the

16

31.4

.1 R

espo

nse

An e

last

ic d

ynam

ic a

naly

sis

of a

stru

ctur

e ut

ilizin

g N

EHR

P gi

ves

inte

nt

ANAL

YSIS

m

odal

ana

lysis

proc

edur

e of

sei

smic

anal

ysis

of

Spec

trum

Ana

lysis

the

peak

dyn

amic

res

pons

e of

all

mod

es h

avin

g a

of s

ectio

n. U

SC

PRO

CED

UR

E st

ruct

ures

. The

sym

bols

used

in th

is m

etho

d of

si

gnific

ant c

ontri

butio

n to

tota

l stru

ctur

al r

espo

nse.

gi

ves

defin

ition.

an

alys

is h

ave

the

sam

e m

eani

ng a

s th

ose

for

Peak

mod

al r

espo

nses

are

cal

cula

ted

usin

g th

e D

oes

not a

ffect

5.

4.1

Gen

eral

si

mila

r ter

ms

used

in S

ec. 5

.3, w

ith th

e su

bscr

ipt

ordi

nate

s of

app

ropr

iate

res

pons

e sp

ectru

m c

urve

eq

uiva

lenc

y.

m de

notin

g qu

antit

ies

in th

e mt

h m

ode.

w

hich

cor

resp

ond

to th

e m

odal

per

iods

. M

axim

um

mod

al c

ontri

butio

ns a

re c

ombi

ned

in a

stat

istic

al

man

ner t

o ob

tain

an

appr

opria

te to

tal s

truct

ural

re

spon

se.

No c

orre

spon

ding

pro

visi

ons

1631

DYN

AMIC

US

C is

mor

e AN

ALYS

IS

gene

ral.

PRO

CED

UR

ES

Equi

vale

ncy

cann

ot

1631

.1 G

ener

al

be ju

dged

. 16

31.2

Gro

und

mot

ion

No c

orre

spon

ding

pro

visi

ons

1631

.4 D

escr

iptio

n of

US

C is

mor

e An

alys

is Pr

oced

ures

ge

nera

l. Eq

uiva

lenc

y ca

nnot

be

judg

ed.

5.4.

2 M

odel

ing

A m

athe

mat

ical m

odel

of t

he s

truct

ure

shal

l be

1631

.3 M

athe

mat

ical

Sam

e as

in th

e 19

97 N

EHR

P Eq

uiva

lent

co

nstru

cted

that

repr

esen

ts th

e sp

atia

l dis

tribu

tion

Mod

el

of m

ass

and

stiff

ness

thro

ugho

ut th

e st

ruct

ure.

In

addi

tion,

the

mod

el s

hall

com

ply

with

the

follo

win

g:

1.St

iffne

ss p

rope

rties

of r

einf

orce

d co

ncre

te a

nd

mas

onry

ele

men

ts s

hall

cons

ider

the

effe

cts

of

crac

ked

sect

ions

and

2.

For s

teel

mom

ent r

esist

ing

fram

e sy

stem

s, th

e co

ntrib

utio

n of

pan

el z

one

defo

rmat

ions

to o

vera

ll

49

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

st

orv

drift

sha

ll be

inclu

ded.

5.

4.3

Mod

es

The

anal

ysis

shal

l inc

lude

a su

ffici

ent n

umbe

r of

1631

.5.2

Num

ber o

f Id

entic

al

Equi

vale

nt

mod

es to

obt

ain

a co

mbi

ned

mod

al m

ass

mod

es

parti

cipa

tion

of a

t lea

st 9

0 pe

rcen

t of t

he a

ctua

l m

ass

in ea

ch o

f tw

o or

thog

onal

dire

ctio

ns.

5.4.

4 M

odal

16

31.5

.1 R

espo

nse

The

grou

nd m

otio

n re

pres

enta

tion

shal

l be

in

Equi

vale

nt in

inte

nt.

Prop

ertie

s sp

ectru

m

acco

rdan

ce w

ith S

ectio

n 16

31.2

. The

El

astic

spe

ctru

m o

f 5.

4.5

Mod

al B

ase

repr

esen

tatio

n an

d co

rresp

ondi

ng r

espo

nse

para

met

ers,

incl

udin

g th

e tw

o do

cum

ents

Sh

ear

inte

rpre

tatio

n of

fo

rces

, mom

ents

and

disp

lace

men

ts, s

hall

be

are

diffe

rent

, as

5.4.

6 M

odal

For

ces,

re

sults

. de

note

d as

Ela

stic

Res

pons

e Pa

ram

eter

s. E

last

ic

men

tione

d ea

rlier

. D

efle

ctio

ns, a

nd

Res

pons

e Pa

ram

eter

s m

ay b

e re

duce

d in

Equi

vale

ncy

of

Drif

ts

acco

rdan

ce w

ith S

ectio

n 16

31.5

.4.

desig

n va

lues

can

5.

4.7

Mod

al S

tory

be

est

ablis

hed

only

Shea

rs a

nd M

omen

ts

on c

ase-

by-c

ase

basis

. 5.

4.8

Des

ign

Valu

es

The

desig

n va

lue

for t

he m

odal

bas

e sh

ear,

Vt,

1631

.5.3

Com

bini

ng

The

peak

mem

ber f

orce

s, d

ispl

acem

ents

, sto

ry

UBC

talk

s ab

out

each

of t

he s

tory

she

ar, m

omen

t and

drif

t m

odes

fo

rces

, sto

ry s

hear

s an

d ba

se r

eact

ions

for e

ach

reco

gnize

d qu

antit

ies;

and

the

defle

ctio

n at

eac

h le

vel s

hall

mod

e sh

all b

e co

mbi

ned

by re

cogn

ized

met

hods

. m

etho

ds. N

EHR

P be

det

erm

ined

by

com

bini

ng th

eir m

odal

val

ues

spec

ifical

ly

as o

btai

ned

from

Sec

. 5.4

.6 a

nd 5

.4.7

. Th

e co

m-

men

tions

SR

SS a

nd

bina

tion

shal

l be

carri

ed o

ut b

y ta

king

the

squa

re

CQC.

Con

sider

ed

root

of t

he s

um o

f the

squ

ares

of e

ach

of th

e eq

uiva

lent

. m

odal

val

ues

or b

y th

e co

mpl

ete

quad

ratic

co

mbi

natio

n te

chni

que.

The

base

she

ar,

V, us

ing

the

equi

vale

nt la

tera

l 16

31.5

.4 R

educ

tion

of

UBC

adju

stm

ent i

s ba

sed

on r

egul

arity

(reg

ular

or

Som

ewha

t diff

eren

t fo

rce

proc

edur

e in

Sec.

5.3

sha

ll be

cal

cula

ted

Elas

tic R

espo

nse

irreg

ular

) and

gro

und

mot

ion

(ela

stic

des

ign

or

philo

soph

ies

and

usin

g a

fund

amen

tal p

erio

d of

the

stru

ctur

e, T

, in

Para

met

ers

for d

esig

n sit

e-sp

ecific

) .

obje

ctiv

es.

seco

nds,

of 1

.2 ti

mes

the

coef

ficie

nt fo

r upp

er li

mit

Elas

tic R

espo

nse

Para

met

ers

may

be

redu

ced

for

Equi

vale

ncy

cann

ot

on th

e ca

lcula

ted

perio

d, C

u, tim

es th

e pu

rpos

es o

f des

ign

in ac

cord

ance

with

the

be ju

dged

. ap

prox

imat

e fu

ndam

enta

l per

iod

of th

e st

ruct

ure,

fo

llow

ing

item

s, w

ith th

e lim

itatio

n th

at in

no

case

Ta

. Whe

re th

e de

sign

valu

e fo

r the

mod

al b

ase

shal

l the

Ela

stic

Res

pons

e Pa

ram

eter

s be

sh

ear,

Vt, is

less

than

the

calcu

late

d ba

se s

hear

, re

duce

d su

ch th

at th

e co

rresp

ondi

ng d

esig

n ba

se

V, us

ing

the

egui

vale

nt la

tera

l for

ce p

roce

dure

, sh

ear i

s le

ss th

an th

e El

astic

Res

pons

e Ba

se

,

50

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

th

e de

sign

stor

y sh

ears

, mom

ents

, drif

ts a

nd fl

oor

Shea

r div

ided

by

the

valu

e of

R.

defle

ctio

ns s

hall

be m

ultip

lied

by th

e fo

llow

ing

1. F

or a

ll re

gula

r stru

ctur

es w

here

the

grou

nd

mod

ificat

ion

fact

or:

mot

ions

com

plie

s w

ith S

ectio

n 16

31.2

, Ite

m1,

the

v co

rresp

ondi

ng d

esig

n ba

se s

hear

can

be

redu

ced

- V;

to 9

0 pe

rcen

t of t

he b

ase

shea

r det

erm

ined

in

The

mod

al b

ase

shea

r, Vt,

is n

ot re

quire

d to

ac

cord

ance

with

Sec

. 16

30.2

ex

ceed

the

base

she

ar fr

om th

e eq

uiva

lent

late

ral

2. F

or a

ll re

gula

r stru

ctur

es w

here

the

grou

nd

forc

e pr

oced

ure

in Se

c. 5

.3.

mot

ion

com

plie

s w

ith S

ec.

1631

.2, I

tem

2, t

he

corre

spon

ding

des

ign

base

she

ar c

an b

e re

duce

d to

80

perc

ent o

f the

bas

e sh

ear d

eter

min

ed in

ac

cord

ance

with

Sec

. 16

30.2

. 5.

4.9

Hor

izont

al

The

dist

ribut

ion

of h

orizo

ntal

she

ar s

hall

be in

16

31.1

Gen

eral

St

ruct

ures

that

are

des

igne

d in

acco

rdan

ce w

ith

UBC

is le

ss s

peci

fic

Shea

r Dis

tribu

tion

acco

rdan

ce w

ith th

e re

quire

men

ts o

f Sec

. 5.3

.5

1631

.5.6

Tor

sion

this

sect

ion

shal

l com

ply

with

all

othe

r app

licab

le

conc

erni

ng

exce

pt th

at a

mpl

ificat

ion

of to

rsio

n pe

r Sec

. re

quire

men

ts o

f the

se p

rovi

sion

s.

ampl

ificat

ion

of

5.3.

5.3

is no

t req

uire

d fo

r tha

t por

tion

of th

e to

rsio

n. C

onsid

ered

to

rsio

n in

clude

d in

the

dyna

mic

anal

ysis

mod

el.

equi

vale

nt.

5.4.

10 F

ound

atio

n Th

e fo

unda

tion

over

turn

ing

mom

ent a

t the

16

31.1

Gen

eral

St

ruct

ures

that

are

des

igne

d in

acco

rdan

ce w

ith

UBC

is m

ore

Ove

rturn

ing

foun

datio

n-so

il in

terfa

ce s

hall

be p

erm

itted

to b

e th

is se

ctio

n sh

all c

ompl

y w

ith a

ll ot

her a

pplic

able

st

ringe

nt.

No 1

0%

redu

ced

by 1

0%.

requ

irem

ents

of t

hese

pro

visi

ons.

re

duct

ion

allo

wed

. 5.

4.11

P-D

elta

Effe

cts

The

P-de

/ta e

ffect

s sh

all b

e de

term

ined

in

1631

.1 G

ener

al

Stru

ctur

es th

at a

re d

esig

ned

in ac

cord

ance

with

Se

e 5.

3.7.

2. U

BC is

ac

cord

ance

with

Sec

. 5.3

.7.2

. The

sto

ry d

rifts

and

th

is s

ectio

n sh

all c

ompl

y w

ith a

ll ot

her a

pplic

able

le

ss s

tring

ent.

stor

y sh

ears

sha

ll be

det

erm

ined

in a

ccor

danc

e re

quire

men

ts o

f the

se p

rovi

sion

s.

with

Sec

. 5.3

.7.1

. No

cor

resp

ondi

ng p

rovi

sion

s 16

31.5

.5 D

irect

iona

l D

oes

not a

ffect

ef

fect

s eq

uiva

lenc

y No

cor

resp

ondi

ng p

rovis

ions

16

31.5

.7 D

ual s

yste

ms

UBC

offe

rs m

ore

spec

ific g

uida

nce.

Eq

uiva

lenc

y is

not

affe

cted

. No

cor

resp

ondi

ng p

rovi

sion

s 16

31.6

Tim

e-hi

stor

y Eq

uiva

lenc

y ca

nnot

an

alys

is

be ju

dged

. 5.

5 SO

IL-

The

requ

irem

ents

set

forth

in th

is se

ctio

n ar

e No

cor

resp

ondi

ng p

rovi

sion

s.

Equi

vale

ncy

is no

t ST

RU

CU

TRE

perm

itted

to b

e us

ed to

inco

rpor

ate

the

effe

cts

of

The

NEH

RP

requ

irem

ents

are

not

man

dato

ry.

affe

cted

. IN

TER

ATC

TIO

N

soil-

stru

ctur

e in

tera

ctio

n in

the

dete

rmin

atio

n of

51

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

EF

FEC

TS

the

desig

n ea

rthqu

ake

forc

es a

nd th

e co

rresp

ondi

ng d

ispl

acem

ents

of t

he s

truct

ure.

The

us

e of

thes

e re

quire

men

ts w

ill de

crea

se th

e de

sign

valu

es o

f the

bas

e sh

ear,

late

ral f

orce

s,

and

over

turn

ing

mom

ents

but

may

incr

ease

the

com

pute

d va

lues

of t

he la

tera

l dis

plac

emen

ts a

nd

the

seco

ndar

y fo

rces

ass

ocia

ted

with

the

P-de

lta

effe

cts.

52

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 US

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

CH

APTE

R 6

SEC

TIO

N 1

632

-A

RC

HIT

ECTU

RA

L,

LATE

RA

L FO

RCE

MEC

HA

NIC

AL,

AND

O

N EL

EMEN

TS O

F EL

ECTR

ICA

L ST

RU

CTU

RES

, DE

SIG

N N

ON

STR

UC

TUR

AL

REQ

UIR

EMEN

TS

CO

MPO

NEN

ETS

AND

EQU

IPM

ENT

SUPP

OR

TED

BY

STR

UC

TUR

ES

6.1 G

ENER

AL

Exce

ptio

n: T

he fo

llow

ing

com

pone

nts

1632

.1 G

ener

al

NEHR

P is

mor

e co

mpr

ehen

sive

and

det

aile

d, b

ut

UBC

is g

ener

ally

ar

e ex

empt

from

the

requ

irem

ents

of

Foot

note

3 to

Tab

le16

-ha

s m

ore

exce

ptio

ns.

Exce

ptio

ns 1

, 2, 3

, 4 a

nd 6

le

ss s

tring

ent,

this

cha

pter

: 0

are

not i

n th

e U

BC.

beca

use

of th

e 1.

All

com

pone

nts

in Se

ismic

Des

ign

Cat

egor

y A,

m

ore

exte

nsiv

e 2.

Arc

hite

ctur

al c

ompo

nent

s in

Seis

mic

sc

ope

of th

e D

esig

n C

ateg

ory

B ot

her t

han

para

pets

NE

HRP

supp

orte

d by

bea

ring

wal

ls or

she

ar

requ

irem

ents

; w

alls

whe

n th

e im

porta

nce

fact

or (l

p) is

ho

wev

er, N

EHRP

eq

ual t

o 1.

00,

has

mor

e

3. M

echa

nica

l and

ele

ctric

al

exce

ptio

ns.

com

pone

nts

in Se

ismic

Des

ign

Equi

vale

ncy

is

Cat

egor

y B,

di

fficu

lt to

judg

e.

4. M

echa

nica

l and

ele

ctric

al

com

pone

nts

in Se

ismic

Des

ign

Cat

egor

y C

whe

n th

e im

porta

nce

fact

or

(lp)

is eq

ual t

o 1.

00,

5. M

echa

nica

l and

ele

ctric

al

com

pone

nts

in Se

ismic

Des

ign

Cat

egor

ies

D, E

, and

F th

at a

re

mou

nted

at 4

ft (1

.22

m) o

r les

s ab

ove

a flo

or le

vel a

nd w

eigh

400

Ib (1

780

N) o

r le

ss a

nd a

re n

ot c

ritic

al to

the

cont

inue

d op

erat

ion

of th

e st

ruct

ure,

or

6. M

echa

nica

l and

ele

ctric

al

com

pone

nts

in Se

ismic

Des

ign

53

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 US

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

C

ateg

orie

s C,

D, E

, and

F th

at w

eigh

20

I

Ib (9

5 N)

or l

ess

or, f

or d

istri

butio

n sy

stem

s, w

eigh

t 5 Ib

ltt (7

N/m

) or

less

. 6.

1.1

Ref

eren

ces

and

Man

y co

nsen

sus

stan

dard

s th

at a

re to

be

Ch. 3

5 Pa

rt IV

W

hen

perm

issi

ble

desig

n st

reng

ths

and

othe

r C

onsi

dere

d St

anda

rds

cons

ider

ed p

art o

f the

pro

visi

ons

and

"acc

epte

d C

hapt

er 1

6 ac

cept

ance

crit

eria

are

not

con

tain

ed in

or

equi

vale

nt

stan

dard

s" th

at re

pres

ent a

ccep

tabl

e pr

oced

ures

16

32.1

Gen

eral

re

fere

nced

by

this

code

, suc

h cr

iteria

sha

ll be

!

for d

esig

n an

d co

nstru

ctio

n ar

e cit

ed.

obta

ined

from

app

rove

d na

tiona

l sta

ndar

ds

subj

ect t

o th

e ap

prov

al o

f the

bui

ldin

g of

ficia

l. i

6.1.

2 C

ompo

nent

C

ompo

nent

s sh

all b

e at

tach

ed s

uch

that

the

1632

.1 G

ener

al

Esse

ntia

lly s

imila

r pro

visi

ons.

C

onsi

dere

d Fo

rce

Tran

sfer

co

mpo

nent

forc

es a

re tr

ansf

erre

d to

the

stru

ctur

e Pa

ragr

aph

2 N

EHR

P is

mor

e sp

ecific

. eq

uiva

lent

of

the

build

ing.

Com

pone

nt s

eism

ic a

ttach

men

ts

shal

l be

bolte

d, w

elde

d, o

r oth

erw

ise

posi

tivel

y fa

sten

ed w

ithou

t con

side

ratio

n of

fric

tiona

l re

sist

ance

pro

duce

d by

the

effe

cts

of g

ravi

ty.

6.1.

3 Se

ism

ic F

orce

s Se

ismic

forc

es (F

p) s

hall

be d

eter

min

ed a

s 16

32.2

Des

ign

for

The

tota

l des

ign

late

ral s

eism

ic fo

rce,

Fp,

sha

ll be

U

pper

-and

low

er-

follo

ws:

To

tal L

ater

al F

orce

de

term

ined

from

the

follo

win

g fo

rmul

a:

boun

d va

lues

are

O

Aap

SDSW

p(

z)

Fp =

4.0

Cal p

Wp

the

sam

e, o

n th

e Fp

=

. 1

+2

-Al

tern

ativ

ely,

Fp

may

be

calc

ulat

ed u

sing

the

basi

s th

at S

DS =

2.5

Rp

/lp

h

Fp is

not

requ

ired

to b

e ta

ken

as g

reat

er th

an:

follo

win

g fo

rmul

a:

Ca. T

he F

p fo

rmul

as

Fp =

1.6

S Ds!

pWp

F

=a

p Calp

(1+

3h 'J

W

are

slig

htly

diff

eren

t

and

Fpsh

all n

ot b

e ta

ken

as le

ss th

an:

p Rp

hr

p

in va

riatio

n al

ong

Fp =

O.3

SDs

I pW

p Ex

cept

that

: he

ight

; com

para

ble

Rp,

ap a

re a

lso

Rp, a

p va

lues

give

n in

Tabl

es 6

.2.2

and

6.3

.2

Fp s

hall

not b

e le

ss th

an O

.7C a

lpWp a

nd

slig

htly

diff

eren

t. ne

ed n

ot b

e m

ore

than

4C

alpW

p Eq

uiva

lent

in in

tent

. Rp

, ap

valu

es g

iven

in Ta

ble

16-0

. Si

mila

r in

desig

n va

lues

. 6.

1.4

Seis

mic

Se

ismic

rela

tive

disp

lace

men

t (Dp

), w

hich

a

1632

.4 R

elat

ive

The

appr

oach

is b

ased

upo

n ~m a

nd is

diff

eren

t. N

ot e

quiv

alen

t R

elat

ive

com

pone

nt m

ust b

e de

sign

ed to

acc

omod

ate

Mot

ion

of E

quip

men

t D

ispl

acem

ents

sh

all b

e de

term

ined

in a

ccor

danc

e w

ith th

e At

tach

men

ts

follo

win

g eq

uatio

ns:

For t

wo

conn

ectio

n po

ints

on

the

sam

e St

ruct

ure

A or

the

sam

e st

ruct

ural

sys

tem

: D

p =

8'A

-8

YA

--------

---------------_

.. _--

----

54

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

BC

(con

tinue

d)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I Op

is n

ot re

quire

d to

be

take

n as

gre

ater

than

:

Dp

= (

X _

y )L

laA

11,.\

6.1.

5 C

ompo

nent

Th

e co

mpo

nent

impo

rtanc

e fa

ctor

(Ip)

sha

ll be

Ta

ble

16-K

Es

sent

ially

sim

ilar e

xcep

t tha

t sto

rage

rack

s in

Con

side

red

Impo

rtanc

e Fa

ctor

se

lect

ed a

s fo

llow

s:

Col

umn

for

Ip oc

cupa

ncie

s op

en to

the

gene

ral p

ublic

are

eq

uiva

lent

Ip

= 1.5

Li

fe-s

afet

y co

mpo

nent

is re

quire

d to

as

signe

d Ip

= 1.5

in N

EHR

P an

d Ip

= 1.0

in U

BC.

func

tion

afte

r an

earth

quak

e .

...

6.1.

6 C

ompo

nent

16

32.2

Des

ign

for

....

Anch

orag

e To

tal L

ater

al F

orce

Rp

is th

e C

ompo

nent

Res

pons

e M

odific

atio

n 6.

1.6.

1 ...

Fa

ctor

that

sha

ll be

take

n fro

m T

able

16-

0,

Whe

re c

ompo

nent

anc

hora

ge is

pro

vided

by

exce

pt th

at R

p fo

r anc

hora

ges

shal

l equ

al 1

.5

expa

nsio

n an

chor

s, s

hallo

w c

hem

ical a

ncho

rs o

r fo

r sha

llow

exp

ansi

on a

ncho

r bol

ts, s

hall

shal

low

CIP

anc

hors

, a va

lue

of R

p =

1.25

shal

l be

chem

ical a

ncho

rs o

r sha

llow

CIP

anc

hors

. us

ed to

det

erm

ine

the

forc

es in

the

conn

ecte

d Th

e te

rm "

expa

nsio

n an

chor

" of

NEH

RP

has

been

C

onsi

dere

d pa

rt.

chan

ged

to "

shal

low

exp

ansi

on a

ncho

r" in

equi

vale

nt

UBC

. 6.

1.6.

2 An

chor

s em

bedd

ed in

con

cret

e or

mas

onry

sha

ll be

pro

porti

oned

to c

arry

the

leas

t of t

he fo

llow

ing:

No

pro

visi

ons

corre

spon

ding

to 6

.1.6

.2 th

roug

h U

SC is

less

a.

The

des

ign

stre

ngth

of t

he c

onne

cted

par

t, 6.

1.6.

9 of

NEH

RP

strin

gent

b.

2 tim

es th

e fo

rce

in th

e co

nnec

ted

part

due

to

the

pres

crib

ed fo

rces

, and

c.

The

max

imum

forc

e th

at c

an b

e tra

nsfe

rred

to

the

conn

ecte

d pa

rt by

the

com

pone

nt

stru

ctur

al s

yste

m.

6.1.

7 C

onst

ruct

ion

Con

stru

ctio

n do

cum

ents

sha

ll be

pre

pare

d by

a

No c

orre

spon

ding

pro

visi

ons

USC

is le

ss

Doc

umen

ts

regi

ster

ed d

esig

n pr

ofes

sion

al in

a m

anne

r st

ringe

nt.

cons

iste

nt w

ith th

e re

quire

men

ts o

f the

se

Prov

ision

s, a

s in

dica

ted

in Ta

ble

6.1.

7, in

su

ffici

ent d

etai

l for

use

by

the

owne

r, bu

ildin

g of

ficia

ls, c

ontra

ctor

s, a

nd in

spec

tors

. 6.

2 AR

CHIT

ECTU

RAL

COM

PONE

NT

55

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

DE

SIG

N 6.

2.1

Gen

eral

Ar

chite

ctur

al s

yste

ms,

com

pone

nts,

or e

lem

ents

No

cor

resp

ondi

ng p

rovi

sion

s D

oes

not a

ffect

(h

erei

nafte

r ref

erre

d to

as

"com

pone

nts"

) lis

ted

in eq

uiva

lenc

y Ta

ble

6.2.

2 an

d th

eir a

ttach

men

ts s

hall

mee

t the

re

quire

men

ts o

f Sec

. 6.2

.2 th

roug

h Se

c. 6

.2.9

. 6.

2.2

Arch

itect

ural

Ar

chite

ctur

al c

ompo

nent

s sh

all m

eet t

he fo

rce

1632

.2 D

esig

n fo

r Es

sent

ially

sim

ilar p

rovi

sion

s C

onsi

dere

d C

ompo

nent

For

ces

requ

irem

ents

of S

ec. 6

.1.3

and

6.1

.4 a

nd T

able

To

tal L

ater

al F

orce

eq

uiva

lent

an

d D

ispl

acem

ents

6.

2.2.

Ta

ble

16-0

N

ote:

6.1

.4 is

on

seis

mic

rel

ative

dis

plac

emen

ts

1632

.4 R

elat

ive

Diff

eren

t pro

visi

ons;

app

ly o

nly

to e

quip

men

t in

Not

equ

ival

ent

Mot

ion

of E

quip

men

t C

ateg

orie

s 1

and

2 bu

ildin

gs.

I

Atta

chm

ents

6.

2.3

Arch

itect

ural

Ar

chite

ctur

al c

ompo

nent

s th

at c

ould

pos

e a

life-

No c

orre

spon

ding

pro

visi

ons

UBC

is le

ss

I

Com

pone

nt

safe

ty h

azar

d sh

all b

e de

sign

ed fo

r the

sei

smic

st

ringe

nt.

Def

orm

atio

n re

lativ

e di

spla

cem

ent r

equi

rem

ents

of S

ec. 6

.1.4

. 6.

2.4

Exte

rior

...

1633

.2.4

.2 E

xter

ior

The

prov

ision

s ar

e ve

ry s

imila

r. Th

e C

onsi

dere

d N

onst

ruct

ural

Wal

l Su

ch e

lem

ents

sha

ll be

sup

porte

d by

mea

ns o

f el

emen

ts

disp

lace

men

ts th

at m

ust b

e ac

com

mod

ated

are

eq

uiva

lent

. El

emen

ts a

nd

posi

tive

and

dire

ct s

truct

ural

sup

ports

or b

y so

mew

hat d

iffer

ent.

Con

nect

ions

m

echa

nica

l con

nect

ions

and

fast

ener

s in

acco

rdan

ce w

ith th

e fo

llow

ing

requ

irem

ents

: ..

6.2.

50ut

-of-P

lane

Tr

ansv

erse

or o

ut-o

f-pla

ne b

endi

ng o

r No

cor

resp

ondi

ng p

rovi

sion

s U

BC is

less

Be

ndin

g de

form

atio

n of

a co

mpo

nent

or s

yste

m th

at is

st

ringe

nt.

subj

ecte

d to

forc

es a

s de

term

ined

in S

ec. 6

.1.3

sh

all n

ot e

xcee

d th

e de

flect

ion

capa

bility

of t

he

com

pone

nt o

r sys

tem

. 6.

2.6

Susp

ende

d Su

spen

ded

ceilin

gs s

hall

be d

esig

ned

to m

eet t

he

Tabl

e 16

-0 fo

otno

tes

NEH

RP

is m

ore

com

preh

ensi

ve.

UBC

is le

ss

Cei

lings

se

ismic

forc

e re

quire

men

ts o

f Sec

. 6.2

.6.1

. In

6,

7 an

d 8

strin

gent

. 6.

2.6.

1 Se

ism

ic

addi

tion

....

UBC

Stan

dard

25-

2,

Forc

es

Part

III

6.2.

6.2

Indu

stry

St

anda

rd

Con

stru

ctio

n 6.

2.6.

3 In

tegr

al

Cei

ling/

Sprin

kler

56

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

C

onst

ruct

ion

6.2.

7 Ac

cess

Flo

ors

... Ta

ble

16-0

foot

note

9

NEH

RP

is m

ore

com

preh

ensi

ve.

UBC

is le

ss

6.2.

7.1

Gen

eral

Th

e w

eigh

t of t

he a

cces

s flo

or,

Wp'

shal

l inc

lude

st

ringe

nt.

6.2.

7.2

Spec

ial

the

wei

ght o

f the

floo

r sys

tem

, 10

0 pe

rcen

t of t

he

Acce

ss F

loor

s w

eigh

t of a

ll eq

uipm

ent f

aste

ned

to th

e flo

or,

and

25 p

erce

nt o

f the

wei

ght o

f all

equi

pmen

t su

ppor

ted

by, b

ut n

ot fa

sten

ed to

the

floor

. Th

e se

ismic

forc

e, F

p' s

hall

be tr

ansm

itted

from

the

top

surfa

ce o

f the

acc

ess

floor

to th

e su

ppor

ting

stru

ctur

e ....

6.

2.8

Parti

tions

Pa

rtitio

ns th

at a

re ti

ed to

the

ceilin

g an

d al

l No

cor

resp

ondi

ng p

rovi

sion

s UB

C is

less

pa

rtitio

ns g

reat

er th

an 6

ft (1

.8 m

) in

heig

ht s

hall

strin

gent

. be

late

rally

bra

ced

to th

e bu

ildin

g st

ruct

ure.

Su

ch

braC

ing

shal

l be

inde

pend

ent o

f any

cei

ling

spla

y i

braC

ing.

Br

acin

g sh

all b

e sp

aced

to li

mit

horiz

onta

l def

lect

ion

at th

e pa

rtitio

n he

ad to

be

com

patib

le w

ith c

eilin

g de

flect

ion

requ

irem

ents

as

dete

rmin

ed in

Sec

. 6.2

.6 fo

r sus

pend

ed c

eilin

gs

and

Sec.

6.2

.2 fo

r oth

er s

yste

ms.

6.

2.9

Stee

l Sto

rage

St

eel s

tora

ge r

acks

sha

ll be

des

igne

d to

mee

t the

C

hapt

er 2

2 D

ivisio

n X

Ba

sed

on R

ecom

men

datio

ns b

y R

ack

See

14.3

.3

Rac

ks

forc

e re

quire

men

ts o

f Cha

pter

14.

See

14.

3.3.

D

ESIG

N S

TAN

DAR

D

Man

ufac

ture

rs In

stitu

te. S

ee 2

228.

5-22

28.7

. FO

R ST

EEL

STO

RAG

E R

ACKS

6.

3 M

ECH

AN

ICA

L Ta

ble

16-0

Ta

ble

16-0

has

som

e of

the

sam

e en

tries

as

UBC

is le

ss

AND

ELEC

TRA

L Ta

ble

6.3.

2 of

NEH

RP

alth

ough

Rp

is di

ffere

nt.

strin

gent

. C

OM

PON

ENT

DESI

GN

6.3.

1 G

ener

al

6.3.

2 M

echa

nica

l and

El

ectri

cal C

ompo

nent

Fo

rces

and

D

ispla

cem

ents

6.

3.3

Mec

hani

cal a

nd

Elec

trica

l Com

pone

nt

57

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 US

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

I

Perio

d 6.

3.4

Mec

hani

cal a

nd

Elec

trica

l Com

pone

nt

Atta

chm

ents

6.

3.5

Com

pone

nt

Supp

orts

6.

3.6

Com

pone

nt

Cer

tific

atio

n 6.

3.7

Utili

ty a

nd

Serv

ice

Line

s at

St

ruct

ure

Inte

rface

s 6.

3.8

Site

-Sp

ecific

C

onsi

dera

tions

6.

3.9

Stor

age

Tank

s 6.

3.10

HVA

C

Duc

twor

k 6.

3.11

Pi

ping

Sy

stem

s 6.

3.12

Boi

lers

and

Pr

essu

re V

esse

ls 6.

3.13

Mec

hani

cal

Equi

pmen

t At

tach

men

ts a

nd

Supp

orts

6.

3.14

Ele

ctric

al

Equi

pmen

t At

tach

men

ts a

nd

Supp

orts

6.

3.15

Alte

rnat

ive

Seis

mic

Qua

lifica

tion

Met

hods

6.

3.16

Ele

vato

r D

esig

n R

equi

rem

ents

58

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UB

C

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

7 FO

UNDA

TIO

N CH

APTE

R 18

DE

SIG

N FO

UNDA

TIO

NS A

ND

REQ

UIR

EMEN

TS

RETA

ININ

G W

ALLS

7.1

GEN

ERAL

Sc

ope

limite

d to

sei

smic

requ

irem

ents

. Ass

umes

18

01.1

Gen

eral

UB

C sc

ope

is br

oade

r, no

t lim

ited

to s

eism

ic

Doe

s no

t affe

ct

com

plia

nce

with

oth

er b

asic

requ

irem

ents

. re

sist

ance

onl

y.

equi

vale

ncy

7.2

STR

ENG

TH O

F Th

e re

sistin

g ca

paci

ties

of th

e fo

unda

tions

, 18

02 -

QU

ALIT

Y AN

D Al

low

able

bea

ring

pres

sure

s, a

llow

able

stre

sses

Eq

uiva

lent

in in

tent

. C

OM

PON

ENTS

AND

su

bjec

ted

to th

e pr

escr

ibed

sei

smic

forc

es o

f D

ESIG

N

and

desig

n fo

rmul

as p

rovi

ded

in th

is c

hapt

er s

hall

FOU

ND

ATIO

NS

Cha

pter

s 1,

4 an

d 5,

sha

ll m

eet t

he r

equi

rem

ents

be

use

d w

ith th

e al

low

able

stre

ss d

esig

n lo

ad

of th

is ch

apte

r. co

mbi

natio

ns s

peci

fied

in Se

ctio

n 16

12.3

. 7.

2.1

Stru

ctur

al

The

stre

ngth

of f

ound

atio

n co

mpo

nent

s su

bjec

ted

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

Mat

eria

ls

to s

eism

ic fo

rces

alo

ne o

r in

com

bina

tion

with

be

judg

ed.

othe

r pre

scrib

ed lo

ads

and

thei

r det

ailin

g re

quire

-m

ents

sha

ll co

nfor

m to

the

requ

irem

ents

of

Cha

pter

8, 9

, 10,

11,

or 1

2. T

he s

treng

th o

f fo

unda

tion

com

pone

nts

shal

l not

be

less

than

that

re

quire

d fo

r for

ces

actin

g w

ithou

t sei

smic

forc

es.

7.2.

2 So

il C

apac

ities

The

capa

city

of t

he fo

unda

tion

soil

in be

arin

g or

SE

CTI

ON

180

5-Th

e al

low

able

foun

datio

n an

d la

tera

l pre

ssur

es

Equi

vale

nt in

inte

nt.

the

capa

city

of t

he s

oil i

nter

face

bet

wee

n pi

le,

ALLO

WAB

LE

shal

l not

exc

eed

the

valu

es s

et fo

rth in

Tab

le 1

8-1-

Equi

vale

ncy

of

pier

, or c

aiss

on a

nd th

e so

il sh

all b

e su

ffici

ent t

o FO

UN

DAT

ION

AND

A

unl

ess

data

to s

ubst

antia

te th

e us

e of

hig

her

desig

n va

lues

su

ppor

t the

stru

ctur

e w

ith a

ll pr

escr

ibed

load

s,

LATE

RAL

va

lues

are

sub

mitt

ed ..

. ca

nnot

be

judg

ed.

with

out s

eism

ic fo

rces

, tak

ing

due

acco

unt o

f the

PR

ESSU

RES

Al

low

able

bea

ring

pres

sure

s pr

ovid

ed in

Tab

le 1

8-se

ttlem

ent t

hat t

he s

truct

ure

can

with

stan

d.

For

I-A s

hall

be u

sed

with

the

allo

wab

le s

tress

des

ign

the

load

com

bina

tion

incl

udin

g ea

rthqu

ake

as

load

com

bina

tions

spe

cifie

d in

Sec

tion

1612

.3.

spec

ified

in Se

c. 5

.2.7

, the

soi

l cap

acitie

s m

ust

be s

uffic

ient

to r

esist

load

s at

acc

epta

ble

stra

ins

cons

ider

ing

both

the

shor

t dur

atio

n of

load

ing

and

the

dyna

mic

prop

ertie

s of

the

soil.

7.3

SEIS

MIC

An

y co

nstru

ctio

n m

eetin

g th

e re

quire

men

ts o

f No

cor

resp

ondi

ng p

rovi

sion

s D

oes

not a

ffect

D

ESIG

N

Sec.

7.1

and

7.2

is p

erm

itted

to b

e us

ed fo

r eq

uiva

lenc

y C

ATEG

OR

IES

A

stru

ctur

es a

ssig

ned

to S

eism

ic D

esig

n C

ateg

ory

A

AND

B

or B

. ------

59

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

7.

4 SE

ISM

IC

Foun

datio

ns fo

r st

ruct

ures

ass

igne

d to

Sei

smic

No

cor

resp

ondi

ng p

rovi

sion

s. U

BC h

as a

diff

eren

t N

ot e

quiv

alen

t D

ESIG

N C

ATEG

OR

Y D

esig

n C

ateg

ory

C sh

all c

onfo

rm to

all

of th

e re

-or

gani

zatio

n. O

ften

ther

e ar

e ad

ditio

nal

C

quire

men

ts fo

r Se

ismic

Des

ign

Cat

egor

ies

A an

d re

quire

men

ts fo

r Zon

es 3

and

4.

B an

d to

the

addi

tiona

l req

uire

men

ts o

f thi

s se

ctio

n.

7.4.

1 In

vest

igat

ion

The

auth

ority

hav

ing

juris

dict

ion

may

requ

ire th

e 18

04.2

Inve

stig

atio

n No

sim

ilar p

rovi

sion

s in

Zone

s 0-

2 of

the

UBC

. UB

C is

less

su

bmiss

ion

of a

writ

ten

repo

rt th

at s

hall

inclu

de, i

n st

ringe

nt.

addi

tion

to th

e re

quire

men

ts o

f Sec

. 7.1

and

the

eval

uatio

ns re

quire

d in

Sec.

7.2

.2, t

he r

esul

ts o

f an

inve

stig

atio

n to

det

erm

ine

the

pote

ntia

l ha

zard

s du

e to

slo

pe in

stab

ility,

liqu

efac

tion,

and

su

rface

rup

ture

due

to fa

ultin

g or

late

ral

spre

adin

g, a

ll as

a re

sult

of e

arth

quak

e m

otio

ns.

7.4.

2 Po

le-T

ype

Con

stru

ctio

n em

ploy

ing

post

s or

pol

es a

s 18

06.8

Des

igns

C

onst

ruct

ion

empl

oyin

g po

sts

or p

oles

as

Sam

e la

ngua

ge.

Stru

ctur

es

colu

mns

em

bedd

ed in

ear

th o

r em

bedd

ed in

Em

ploy

ing

Late

ral

colu

mns

em

bedd

ed in

ear

th o

r em

bedd

ed in

Ap

plic

abilit

y in

all

conc

rete

foot

ings

in th

e ea

rth a

re p

erm

itted

to b

e Br

acin

g co

ncre

te fo

otin

gs in

the

earth

may

be

used

to

seis

mic

zon

es

used

to re

sist b

oth

axia

l and

late

ral l

oads

. Th

e 18

06.8

.1 G

ener

al

resis

t bot

h ax

ial l

oad

and

late

ral l

oads

. The

dep

th

mak

es th

e UB

C de

pth

of e

mbe

dmen

t req

uire

d fo

r pos

ts o

r pol

es to

to

resis

t lat

eral

load

s sh

all b

e de

term

ined

by

mor

e st

ringe

nt.

resis

t sei

smic

forc

es s

hall

be d

eter

min

ed b

y m

eans

of t

he d

esig

n cr

iteria

est

ablis

hed

here

in o

r m

eans

of t

he d

esig

n cr

iteria

est

ablis

hed

in th

e ot

her m

etho

ds a

ppro

ved

by th

e bu

ildin

g of

ficia

l. fo

unda

tion

inves~g_ation

repo

rt.

This

sect

ion

appl

ies

rega

rdle

ss o

f Sei

smic

zone

. 7.

4.3

Foun

datio

n Ti

es

Indi

vidu

al p

ile c

aps,

dril

led

pier

s, o

r cai

sson

s sh

all

1807

.2 In

terc

onne

ctio

n In

divid

ual p

ile c

aps

and

caiss

ons

of e

very

N

EHR

P ha

s (S

os/4

) be

inte

rcon

nect

ed b

y tie

s.

All t

ies

shal

l be

stru

ctur

e su

bjec

ted

to s

eism

ic fo

rces

sha

ll be

la

rger

col

umn

load

, ca

pabl

e of

car

ryin

g, in

tens

ion

or c

ompr

essio

n, a

in

terc

onne

cted

by

ties.

Suc

h tie

s sh

all b

e ca

pabl

e w

here

UBC

has

a

forc

e eq

ual t

o th

e pr

oduc

t of t

he la

rger

pile

cap

or

of re

sistin

g, in

tens

ion

or c

ompr

essio

n, a

min

imum

fix

ed 1

0%. F

or S

os

colu

mn

load

tim

es S

os d

ivide

d by

4 u

nles

s it

can

horiz

onta

l for

ce e

qual

to 1

0% o

f the

larg

er c

olum

n >

0.4

, UBC

is le

ss

be d

emon

stra

ted

that

equ

ival

ent r

estra

int c

an b

e ve

rtica

l loa

d.

strin

gent

. Fo

r Sos

<

prov

ided

by

rein

forc

ed c

oncr

ete

beam

s w

ithin

Th

e pr

ovisi

on a

pplie

s to

all

Seism

ic Zo

nes.

0.

4, U

BC is

mor

e sla

bs o

n gr

ade

or re

info

rced

con

cret

e sla

bs o

n st

ringe

nt.

For S

os =

gr

ade

or c

onfin

emen

t by

com

pete

nt ro

ck, h

ard

co-

0.4,

they

are

he

sive

soils

, ver

y de

nse

gran

ular

soi

ls, o

r oth

er

equi

vale

nt.

appr

oved

mea

ns.

Also

USC

ap

plic

abilit

y is

brio

ader

.

60

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

SC (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

7.

4.4

Spec

ial P

ile

All c

oncr

ete

pile

s an

d co

ncre

te fi

lled

pipe

pile

s No

cor

resp

ondi

ng p

rovi

sion

s.

UBC

is le

ss

Req

uire

men

ts

shal

l be

conn

ecte

d to

the

pile

cap

by

embe

ddin

g st

ringe

nt.

the

pile

rei

nfor

cem

ent i

n th

e pi

le c

ap fo

r a

dist

ance

equ

al to

the

deve

lopm

ent l

engt

h as

sp

ecifie

d in

Ref.

6-1.

The

pile

cap

con

nect

ion

can

be m

ade

by th

e us

e of

fiel

d-pl

aced

dow

els

anch

ored

in th

e co

ncre

te p

ile.

For d

efor

med

bar

s,

the

deve

lopm

ent l

engt

h is

the

full

deve

lopm

ent

leng

th fo

r com

pres

sion

with

out r

educ

tion

in le

ngth

fo

r exc

ess

area

. W

here

spe

cial r

einf

orce

men

t at

the

top

of th

e pi

le is

requ

ired,

alte

rnat

ive

mea

-su

res

for l

ater

ally

con

finin

g co

ncre

te a

nd m

ain-

tain

ing

toug

hnes

s an

d du

ctile

-like

beh

avio

r at t

he

top

of th

e pi

le w

ill be

per

mitt

ed p

rovi

ded

due

con-

side

ratio

n is

give

n to

forc

ing

the

hing

e to

occ

ur in

th

e co

nfin

ed r

egio

n .

... 7.

4.4.

1 U

ncas

ed

A m

inim

um r

einf

orce

men

t rat

io o

f 0.0

025

shal

l be

1910

.9 L

imits

for

UBC

is m

ore

Con

cret

e Pi

les

prov

ided

for u

ncas

ed c

ast-i

n-pl

ace

conc

rete

R

einf

orce

men

t of

Area

of l

ongi

tudi

nal r

einf

orce

men

t for

re

stric

tive.

dr

illed

pile

s, d

rille

d pi

ers,

or c

aiss

ons

in th

e to

p C

ompr

essio

n no

ncom

posi

te c

omre

ssio

n m

embe

rs s

hall

not b

e on

e-th

ird o

f the

pile

leng

th o

r a m

inim

um le

ngth

of

Mem

bers

. le

ss th

an 0

.01

or m

ore

than

0.0

8 tim

es g

ross

are

a 10

ft (3

m) b

elow

the

grou

nd.

Ther

e sh

all b

e a

1910

.9.1

Ag

of s

ectio

n.

min

imum

of f

our b

ars

with

clo

sed

ties

(or

equi

vale

nt s

pira

ls) o

f a m

inim

um 1

/4 in

. (6

mm

) 19

10.9

.2

Min

imum

num

ber o

f lon

gitu

dina

l bar

s in

diam

eter

pro

vided

at 1

6-lo

ngitu

dina

l-bar

-dia

met

er

com

pres

sion

mem

bers

sha

ll be

four

for b

ars

with

m

axim

um s

pacin

g w

ith a

max

imum

spa

cing

of 4

re

ctan

gula

r or c

ircul

ar ti

es, t

hree

for b

ars

with

in

in. (

102

mm

) in

the

top

2 It

(0.6

m) o

f the

pile

. tri

angu

lar t

ies,

and

six

for b

ars

enclo

sed

by s

pira

ls R

einf

orce

men

t det

ailin

g re

quire

men

ts s

hall

be in

co

nfor

min

g to

the

follo

win

g ra

tio:

conf

orm

ance

with

Sec

. 9.6

.2.

7.4.

4.2

Met

al-C

ased

R

einf

orce

men

t req

uire

men

t are

the

sam

e as

for

1910

.9 L

imits

for

UBC

is m

ore

Con

cret

e Pi

les

unca

sed

conc

rete

pile

s w

ith s

ome

exce

ptio

ns.

Rei

nfor

cem

ent o

f Ar

ea o

f lon

gitu

dina

l rei

nfor

cem

ent f

or

rest

rictiv

e.

Com

pres

sion

nonc

ompo

site

com

ress

ion

mem

bers

sha

ll no

t be

Mem

bers

. le

ss th

an 0

.01

or m

ore

than

0.0

8 tim

es g

ross

are

a 19

10.9

.1

Ag o

f sec

tion.

------

-

61

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 19

10.9

.2

Min

imum

num

ber o

f lon

gitu

dina

l bar

s in

co

mpr

essio

n m

embe

rs s

hall

be fo

ur fo

r bar

s w

ith

rect

angu

lar o

r circ

ular

ties

, thr

ee fo

r bar

s w

ithin

tri

angu

lar t

ies,

and

six

for b

ars

enclo

sed

by s

pira

ls

conf

orm

inq

to th

e fo

llow

ing

ratio

: 7.

4.4.

3 C

oncr

ete-

Min

imum

rei

nfor

cem

ent 0

.01

times

the

cros

s--

1808

.7 C

oncr

ete-

filled

US

C is

mor

e Fi

lled

Pipe

se

ctio

nal a

rea

of th

e pi

le c

oncr

ete

shal

l be

Stee

l Pip

e Pi

les

rest

rictiv

e.

prov

ided

in th

e to

p of

the

pile

with

a le

ngth

equ

al

1910

.9 L

imits

for

Area

of l

ongi

tudi

nal r

einf

orce

men

t for

to

two

times

the

requ

ired

cap

embe

dmen

t R

einf

orce

men

t of

nonc

ompo

site

com

ress

ion

mem

bers

sha

ll no

t be

anch

orag

e in

to th

e pi

le c

ap.

Com

pres

sion

less

than

0.0

1 or

mor

e th

an 0

.08

times

gro

ss a

rea

Mem

bers

. Ag

of s

ectio

n.

1910

.9.1

1910

.9.2

M

inim

um n

umbe

r of l

ongi

tudi

nal b

ars

in co

mpr

essio

n m

embe

rs s

hall

be fo

ur fo

r bar

s w

ith

rect

angu

lar o

r circ

ular

ties

, thr

ee fo

r bar

s w

ithin

tri

angu

lar t

ies,

and

six

for b

ars

enclo

sed

by s

pira

ls

conf

orm

ing

to th

e fo

llow

ing

ratio

: 7.

4.4.

4 Pr

ecas

t Lo

ngitu

dina

l rei

nfor

cem

ent s

hall

be p

rovid

ed fo

r 18

08.4

Pre

cast

Sa

me

long

itudi

nal s

teel

requ

irem

ent.

The

USC

con

sider

ed

Con

cret

e Pi

les

prec

ast c

oncr

ete

pile

s w

ith a

min

imum

ste

el r

atio

C

oncr

ete

Pile

s fo

llow

ing

deta

ils a

re c

hang

ed fr

om N

EHR

P to

m

ore

strin

gent

. of

0.0

1. T

ies

or e

quiv

alen

t spi

rals

shal

l be

1808

.4.2

UB

C:

prov

ided

at a

max

imum

16-

bar-d

iam

eter

spa

cing

Rei

nfor

cem

ent T

ies

The

max

imum

tie

or s

pira

l spa

cing

is 8

in.

with

a m

axim

um s

pacin

g of

4 in

. (10

2 m

m) i

n th

e 19

10.9

Lim

its fo

r el

sew

here

and

3 in

. in

the

top

2 ft.

top

2 ft

(0.6

m).

Rei

nfor

cem

ent s

hall

be fu

ll R

einf

orce

men

t of

In g

ener

al, U

BC is

mor

e co

mpr

ehen

sive

with

le

ngth

. C

ompr

essio

n re

gard

to ti

es a

nd s

pira

ls.

Mem

bers

. 19

10.9

.1

7.4.

4.5

Prec

ast-

The

uppe

r 2 ft

(0.6

m) o

f the

pile

sha

ll ha

ve N

o.3

1808

.5 P

reca

st

Partl

y th

e sa

me.

U

BC is

mor

e Pr

estre

ssed

Pile

s tie

s m

inim

um a

t not

ove

r 4-in

. (10

2 m

m) s

pacin

g Pr

estre

ssed

Con

cret

e In

gen

eral

, UBC

is m

ore

com

preh

ensiv

e.

strin

gent

. or

equ

ival

ent s

pira

ls. T

he p

ile c

ap c

onne

ctio

n is

Pile

s (P

rete

nsio

ned)

pe

rmitt

ed to

be

by m

eans

of d

owel

s as

requ

ired

in

Sec.

7.4

.4 ..

Pile

cap

con

nect

ion

is pe

rmitt

ed to

be

by m

eans

of d

evel

opin

g pi

le re

info

rcin

g st

rand

if a

du

ctile

con

nect

ion

is pr

ovid

ed.

62

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 7.

5 Se

ismic

Des

ign

Foun

datio

ns fo

r stru

ctur

es a

ssig

ned

to S

eism

ic

1809

-FO

UN

DAT

ION

In

Sei

smic

Zone

s 3

and

4 th

e fu

rther

req

uire

men

ts

Equi

vale

ncy

diffi

cult

Cat

egor

ies

D, E

, and

D

esig

n C

ateg

orie

s D,

E, a

nd F

shal

l con

form

to a

ll C

ON

STR

UC

TIO

N -

of th

is se

ctio

n sh

all a

pply

to th

e de

sign

and

to ju

dge.

F

of

the

requ

irem

ents

for

Seism

ic D

esig

n C

ateg

ory

SEIS

MIC

ZO

NES

3

cons

truct

ion

of fo

unda

tions

, fou

ndat

ion

C co

nstru

ctio

n an

d to

the

addi

tiona

l req

uire

men

ts

AN

D4

com

pone

nts

and

the

conn

ectio

n of

sup

erst

ruct

ure

of th

is se

ctio

n.

1809

.1 G

ener

al

elem

ents

ther

eto.

7.

5.1

Inve

stig

atio

n Th

e ow

ner s

hall

subm

it to

the

auth

ority

hav

ing

SEC

TIO

N 1

804-

In S

eism

ic Zo

nes

3 an

d 4,

whe

n re

quire

d by

the

Con

sider

ed

juris

dict

ion

a w

ritte

n re

port

that

inclu

des

an

FOU

ND

ATIO

N

BO, t

he p

oten

tial f

or s

eism

ical

ly in

duce

d so

il eq

uiva

lent

ev

alua

tion

of p

oten

tial s

ite h

azar

ds s

uch

as s

lope

IN

VEST

IGAT

ION

liq

uefa

ctio

n an

d so

il in

stab

ility

shal

l be

eval

uate

d in

stab

ility,

liqu

efac

tion,

and

sur

face

rupt

ure

due

to

1804

.2 In

vest

igat

ion

as d

escr

ibed

in S

ectio

n 18

04.5

. fa

ultin

g or

late

ral s

prea

ding

and

the

dete

rmin

atio

n of

late

ral p

ress

ures

on

base

men

t and

ret

aini

ng

wal

ls du

e to

ear

thqu

ake

mot

ions

. 7.

5.2

Foun

datio

n Ti

es

Indi

vidua

l spr

ead

foot

ings

foun

ded

on s

oil d

efin

ed

Ther

e is

no r

equi

rem

ent i

n U

BC to

inte

rcon

nect

UB

C is

less

in

Sec.

4.1

.2 a

s Si

te C

lass

E or

F sh

all b

e sp

read

foot

ings

in S

ite C

lass

E or

F so

il. st

ringe

nt. N

ot

inte

rcon

nect

ed b

y tie

s.

Ties

sha

ll co

nfor

m to

Sec

. eq

uiva

lent

7.

4.3.

7.

5.3

Liqu

efac

tion

The

geot

echn

ical

rep

ort s

hall

asse

ss p

oten

tial

1804

.5 L

ique

fact

ion

Esse

ntia

lly th

e sa

me.

C

onsid

ered

Po

tent

ial a

nd S

oil

cons

eque

nces

of a

ny li

quef

actio

n an

d so

il Po

tent

ial a

nd S

oil

equi

vale

nt

Stre

ngth

Los

s st

reng

th lo

ss, i

nclu

ding

est

imat

ion

of d

iffer

entia

l St

reng

th L

oss

settl

emen

t, la

tera

l mov

emen

t or r

educ

tion

in

foun

datio

n so

il-be

arin

g ca

pacit

y, a

nd s

hall

disc

uss

mitig

atio

n m

easu

res .

...

7.5.

4 Sp

ecia

l Pile

Pi

ling

shal

l be

desi

gned

and

con

stru

cted

to

1809

.5 S

pecia

l D

iffer

ent p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

R

equi

rem

ents

w

ithst

and

max

imum

impo

sed

curv

atur

es fr

om

Req

uire

men

ts fo

r Pile

s be

judg

ed.

earth

quak

e gr

ound

mot

ions

and

stru

ctur

e an

d C

aiss

ons

(Zon

es

resp

onse

. C

urva

ture

s sh

all i

nclu

de fr

ee-fi

eld

soil

3 an

d 4)

st

rain

s (w

ithou

t the

stru

ctur

e) m

odifie

d fo

r soi

l-18

09.5

.1 G

ener

al

pile

-stru

ctur

e in

tera

ctio

n co

uple

d w

ith p

ile

defo

rmat

ions

indu

ced

by la

tera

l pile

res

ista

nce

to

stru

ctur

e se

ism

ic fo

rces

. C

oncr

ete

pile

s in

Site

C

lass

E or

F sh

all b

e de

signe

d an

d de

taile

d in

acco

rdan

ce w

ith S

ec. 9

.3.3

.3 w

ithin

sev

en p

ile

diam

eter

s of

the

pile

cap

and

the

inte

rface

s of

so

ft to

med

ium

stif

f cla

y or

liqu

efia

ble

stra

ta.

63

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

USC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

7.

5.4.

1 U

ncas

ed

A m

inim

um r

einf

orce

men

t rat

io o

f 0.0

05 s

hall

be

1808

.2 U

ncas

ed C

ast-

Diff

eren

t pro

visi

ons

Con

cret

e Pi

les

prov

ided

for u

ncas

ed c

ast-i

n-pl

ace

conc

rete

pile

s,

in-p

lace

Con

cret

e dr

illed

pier

s, o

r cai

sson

s in

the

top

one-

half

of th

e Pi

les

pile

leng

th o

r a m

inim

um le

ngth

of 1

0 ft

(3 m

) be

low

gro

und.

The

re s

hall

be a

min

imum

of f

our

1809

.5.2

.2

Diff

eren

t pro

visio

ns. U

BC tr

ansv

erse

O

vera

ll, U

BC

bars

with

clo

sed

ties

or e

quiv

alen

t spi

rals

pro

-N

onpr

estre

ssed

re

info

rcem

ent r

equi

rem

ents

are

mor

e st

ringe

nt.

appe

ars

to b

e m

ore

vided

at 8

-long

itudi

nal-b

ar-d

iam

eter

max

imum

co

ncre

te p

iles

(Zon

es

Ther

e ar

e no

long

itudi

nal r

einf

orce

men

t st

ringe

nt.

spac

ing

with

a m

axim

um s

pacin

g of

3 in

. (76

mm

) 3

and

4)

requ

irem

ents

. in

the

top

4 ft

(1.2

m) o

f the

pile

. Ti

es s

hall

be a

m

inim

um o

f No.

3 ba

rs fo

r up

to 2

0-in

.-dia

met

er

1910

.9 L

imits

for

Area

of l

ongi

tudi

nal r

einf

orce

men

t for

(5

00 m

m) p

iles

and

No.

4 ba

rs fo

r pile

s of

larg

er

Rei

nfor

cem

ent o

f no

ncom

posi

te c

omre

ssio

n m

embe

rs s

hall

not b

e di

amet

er.

Com

pres

sion

less

than

0.Q

1 or

mor

e th

an 0

.08

times

gro

ss a

rea

Mem

bers

. Ag

of s

ectio

n.

1910

.9.1

19

10.9

.2

Min

imum

num

ber o

f lon

gitu

dina

l bar

s in

com

pres

sion

mem

bers

sha

ll be

four

for b

ars

with

re

ctan

gula

r or c

ircul

ar ti

es, t

hree

for b

ars

with

in

trian

gula

r tie

s, a

nd s

ix fo

r bar

s en

close

d by

spi

rals

co

nfor

min

g to

the

follo

win

a ra

tio:

7.5.

4.2

Met

al-C

ased

R

einf

orce

men

t req

uire

men

t are

the

sam

e as

for

1910

.9 L

imits

for

Area

of l

ongi

tudi

nal r

einf

orce

men

t for

U

BC is

mor

e C

oncr

ete

Pile

s un

case

d co

ncre

te p

iles.

R

einf

orce

men

t of

nonc

ompo

site

com

ress

ion

mem

bers

sha

ll no

t be

strin

gent

with

Ex

cept

ion:

Sp

iral w

elde

d m

etal

-cas

ing

of a

C

ompr

essio

n le

ss th

an 0

.01

or m

ore

than

0.0

8 tim

es g

ross

are

a re

spec

t to

thic

knes

s no

t les

s th

an N

o. 1

4 ga

uge

can

be

Mem

bers

. Ag

of s

ectio

n.

long

itudi

nal

cons

ider

ed a

s pr

ovid

ing

conc

rete

con

finem

ent

1910

.9.1

re

info

rcem

ent.

equi

vale

nt to

the

close

d tie

s or

equ

ival

ent s

pira

ls

requ

ired

in an

unc

ased

con

cret

e pi

le, p

rovi

ded

1910

.9.2

M

inim

um n

umbe

r of l

ongi

tudi

nal b

ars

in th

at th

e m

etal

cas

ing

is ad

equa

tely

pro

tect

ed

com

pres

sion

mem

bers

sha

ll be

four

for b

ars

with

ag

ains

t pos

sibl

e de

lete

rious

act

ion

due

to s

oil

rect

angu

lar o

r circ

ular

ties

, thr

ee fo

r bar

s w

ithin

co

nstit

uent

s, c

hang

ing

wat

er le

vels,

or o

ther

tri

angu

lar t

ies,

and

six

for b

ars

enclo

sed

by s

pira

ls

fact

ors

indi

cate

d by

bor

ing

reco

rds

of s

ite

conf

orm

ing

to th

e fo

llow

ing

ratio

: co

nditio

ns.

7.5.

4.3

Prec

ast

Ties

in p

reca

st c

oncr

ete

pile

s sh

all c

onfo

rm to

the

1808

.4 P

reca

st

Diff

eren

t pro

visio

ns. U

BC is

mor

e co

mpr

ehen

sive.

U

BC c

onsi

dere

d C

oncr

ete

Pile

s re

quire

men

ts o

f Cha

pter

9 fo

r at l

east

the

top

half

Con

cret

e Pi

les

mor

e st

ringe

nt.

of th

e pi

le.

1809

.5.2

.2

Not

e th

at re

quire

men

ts a

re v

ague

, not

cle

arly

N

onpr

estre

ssed

64

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

de

fined

. co

ncre

te p

iles

7.5.

4.4

Prec

ast-

For t

he b

ody

of fu

lly e

mbe

dded

foun

datio

n pi

ling

1808

.5 P

reca

st

Diff

eren

t pro

visi

ons.

USC

is m

ore

com

preh

ensiv

e.

USC

appe

ars

to b

e Pr

estre

ssed

Pile

s su

bjec

ted

to v

ertic

al lo

ads

only,

or w

here

the

Pres

tress

ed C

oncr

ete

mor

e st

ringe

nt.

desig

n be

ndin

g m

omen

t doe

s no

t exc

eed

0.20

Mnb

Pi

les

(Pre

tens

ione

d)

(whe

re M

nb is

the

unfa

ctor

ed u

ltimat

e m

omen

t 18

09.5

.2.3

ca

paci

ty a

t bal

ance

d st

rain

con

ditio

ns a

s de

fined

Pr

estre

ssed

con

cret

e in

Ref.

6-1,

Sec

. 10.

3.2)

, spi

ral r

einf

orcin

g sh

all b

e pi

les

(Zon

es 3

and

4)

prov

ided

suc

h th

at p

s ~ 0

.006

. Pi

le c

ap c

onne

c-

tion

shal

l not

be

mad

e by

dev

elop

ing

expo

sed

stra

nd.

7.5.

4.5

Stee

l Pile

s Th

e co

nnec

tion

betw

een

the

pile

cap

and

ste

el

1808

.6 S

truct

ural

Ste

el

Diff

eren

t pro

visi

ons.

USC

is c

ompr

ehen

sive

in Eq

uiva

lenc

y ca

nnot

pi

les

or u

nfille

d st

eel p

ipe

pile

s sh

all b

e de

signe

d Pi

les

som

e re

gard

s, b

ut is

sile

nt w

ith r

espe

ct to

the

pile

be

judg

ed.

for a

tens

ile fo

rce

equa

l to

10 p

erce

nt o

f the

pile

18

09.5

.2.1

Ste

el p

iles

cap

conn

ectio

n.

com

pres

sion

capa

city.

(Z

ones

3 a

nd 4

) No

cor

resp

ondi

ng p

rovi

sion

s 18

06.6

Fou

ndat

ion

USC

is m

ore

Plat

es o

r Sills

st

ringe

nt

1806

.6.1

Add

itiona

l re

quire

men

ts in

Se

ismic

Zone

s 3

and

4 No

cor

resp

ondi

ng p

rovi

sion

s 18

06.7

Sei

smic

Zone

s U

SC is

mor

e 3

and

4 st

ringe

nt

1806

.7.1

Fou

ndat

ions

w

ith s

tem

-wal

ls

1806

.7.2

Sia

bs-o

n-gr

ound

with

turn

ed-

dow

n fo

otin

gs

No c

orre

spon

ding

pro

visi

ons

1809

.2 S

oil C

apac

ity

Doe

s no

t affe

ct

equi

vale

ncy

No c

orre

spon

ding

pro

visi

ons

1809

.3 S

uper

stru

ctur

e D

oes

not a

ffect

to

Fou

ndat

ion

equi

vale

ncy

Con

nect

ion

No c

orre

spon

ding

pro

visi

ons

1809

.4 F

ound

atio

n-U

SC is

less

So

il In

terfa

ce

strin

gent

65

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 US

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

a.

STEE

L C

HA

PTER

22-

STR

UC

TUR

E ST

EEL

DESI

GN

REQ

UIR

EMEN

TS

.

8.1

REF

EREN

CE

Give

s 8

refe

renc

es fo

r des

ign

and

cons

truct

ion.

Th

e US

C re

fere

nces

the

sam

e st

anda

rds

as th

e N

ot e

quiv

alen

t. D

OC

UM

ENTS

Th

e m

ajor

refe

renc

e be

ing

NEH

RP

Prov

ision

s; h

owev

er, i

n tw

o ca

ses,

the

Ref.

8·3:

Sei

smic

Prov

isio

ns fo

r Stru

ctur

al S

teel

US

C re

fere

nced

sta

ndar

d is

the

olde

r ver

sion

. Bu

ildin

gs,

Amer

ican

Inst

itute

of S

teel

Th

e m

ajor

refe

renc

e fo

r sei

smic

pro

visi

ons

is C

onst

ruct

ion,

199

7, P

art I

. Thi

s st

anda

rd in

clud

es

base

d on

an

olde

r ver

sion

(199

2). S

imila

rly, t

he

new

requ

irem

ents

bas

ed o

n th

e FE

MA

fund

ed

spec

ificat

ions

for d

esig

n of

col

d-fo

rmed

ste

el

SAC

proj

ect a

nd r

evisi

ons

mad

e si

nce

the

stru

ctur

al m

embe

rs a

re a

lso th

e pr

evio

us v

ersi

on.

prev

ious

199

2 ve

rsio

n.

8.2

SEIS

MIC

Th

e de

sign

of s

teel

stru

ctur

es to

res

ist s

eism

ic

Divi

sion

V, S

ectio

n D

iffer

ent p

rovi

sion

s ar

e ap

plic

able

dep

endi

ng

Not

equ

ival

ent.

REQ

UIR

EMEN

TS

forc

es s

hall

be in

acc

orda

nce

with

Sec

tion

8.3

or

2210

-up

on s

eism

ic zo

ne. S

eism

ic z

one,

unl

ike s

eism

ic

FOR

STEE

L 8.

4 fo

r the

app

ropr

iate

Sei

smic

Des

ign

Cat

egor

y.

AMEN

DM

ENTS

Item

s de

sign

cate

gory

, doe

s no

t con

side

r occ

upan

cy o

f ST

RU

CTU

RES

2.

1 an

d 2.

3 st

ruct

ure

or s

oil c

hara

cter

istic

s of

site

.

8.3

SEIS

MIC

Al

low

s st

eel s

truct

ures

in S

DC A

, San

d C

not

to

Sim

ilar p

rovi

sion

s no

t fou

nd.

Equi

vale

ncy

cann

ot

DES

IGN

be

det

aile

d in

acco

rdan

ce w

ith th

e re

fere

nced

be

judg

ed.

CAT

EGO

RIE

S A,

S,

stan

dard

s if

a sp

ecifie

d R

valu

e is

used

. an

dC

8.4

SEIS

MIC

St

eel s

truct

ures

ass

igne

d to

Sei

smic

Des

ign

2205

.3 S

eism

ic d

esig

n Th

e US

C re

fere

nces

the

1992

edi

tion

of th

e N

ot e

quiv

alen

t D

ESIG

N

Cat

egor

ies

D, E

, and

F sh

all b

e de

sign

ed a

nd

prov

isio

ns fo

r se

ismic

prov

isio

ns fo

r stru

ctur

al s

teel

bui

ldin

gs.

CAT

EGO

RIE

S D,

E,

deta

iled

in ac

cord

ance

with

Par

t I o

f 199

7 ed

ition

stru

ctur

al s

teel

Th

e lig

ht fr

amed

she

ar w

all p

rovi

sion

s in

the

USC

an

d F

of

the

seis

mic

pro

visi

ons

for S

truct

ural

ste

el

2205

.6 D

esig

n di

ffer s

light

ly fr

om th

e co

mpa

rabl

e N

EHR

P bu

ildin

gs, o

r Sec

. 8.6

for l

ight

fram

ed c

old-

form

ed

prov

isio

ns fo

r stu

d w

all

prov

ision

s.

stee

l wal

l sys

tem

s.

syst

em

Div

isio

n V

-Se

ism

ic

prov

isio

ns fo

r st

ruct

ural

ste

el

build

ings

for u

se w

ith

ASD

Div

isio

n V

III-

Late

ral

66

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I re

sista

nce

for s

teel

st

ud w

all s

yste

ms

8.5

CO

LD-F

OR

MED

R

equi

res

com

plia

nce

with

Ref

. 8-4

and

8-5

; 22

02.2

Des

ign

Req

uire

s co

mpl

ianc

e w

ith L

oad

and

Res

ista

nce

Con

sider

ed n

ot

STEE

L SE

ISM

IC

exce

pt a

s m

odifie

d.

Stan

dard

s Fa

ctor

Des

ign

Spe

cific

atio

n fo

r Col

d-Fo

rmed

eq

uiva

lent

due

to

REQ

UIR

EMEN

TS

Ref.

8-4:

Spe

cific

atio

n fo

r the

Des

ign

of C

old-

2205

.4 C

old-

form

ed

Stee

l Stru

ctur

al M

embe

rs,

Amer

ican

Iron

and

olde

r ver

sion

of

Form

ed S

teel

Stru

ctur

al M

embe

rs, A

mer

ican

Iron

stee

l con

stru

ctio

n St

eel I

nstit

ute

(AIS

I), 1

991

cold

-form

ed s

teel

an

d St

eel I

nstit

ute

(AIS

I), 1

996

2205

.5 C

old-

form

ed

and

desig

n st

anda

rd

Ref.

8-5:

Spe

cific

atio

n fo

r the

Des

ign

of C

old-

stai

nles

s st

eel

Spec

ificat

ion

for t

he D

esig

n of

Col

d-Fo

rmed

re

fere

nced

in U

BC.

Form

ed S

tain

less

Ste

el S

truct

ural

Mem

bers

, co

nstru

ctio

n St

ainl

ess

Ste

el S

truct

ural

Mem

bers

, AS

CE,

AN

SI/A

SCE

8-90

, ASC

E D

ivisio

n. V

I LR

FD

ANSI

IASC

E 8-

90

Spec

ificat

ion

for c

old-

form

ed s

teel

stru

ctur

al

mem

bers

8.5.

1 M

odific

atio

ns to

R

evise

Sec

. A5.

1.3

of R

ef. 8

-4 a

s fo

llow

s:

SEC

TIO

N 2

218-

Iden

tical

Eq

uiva

lent

Re

f. 8-

4 "A

4.4

Win

d or

Ear

thqu

ake

Load

s -W

here

load

AM

EMD

MEN

TS

com

bina

tions

spe

cifie

d by

the

appl

icab

le c

ode

Item

2

incl

ude

win

d lo

ads,

the

resu

lting

forc

es a

re

perm

itted

to b

e m

ultip

lied

by 0

.75.

Se

ismic

load

co

mbi

natio

ns s

hall

be a

s de

term

ined

by

thes

e pr

ovis

ions

."

8.5.

2 M

odific

atio

ns to

Su

bstit

ute

a lo

ad fa

ctor

of 1

.0 in

pla

ce o

f 1.5

for

No c

orre

spon

ding

pro

visi

on

Equi

vale

ncy

cann

ot

Ref.

8-5

nom

inal

ear

thqu

ake

load

. be

judg

ed.

8.6

LIG

HT-

FRAM

ED

The

light

fram

ed w

all p

rovis

ions

in S

ectio

n 8.

6 SE

CTI

ON

221

9 -

Ther

e ar

e ge

nera

l wal

l pro

visi

ons

whi

ch a

pply

to

UBC

is le

ss

WAL

LS

appl

y to

all

SDC

s.

GEN

ERAL

al

l sei

smic

zon

es a

nd th

en a

seco

nd s

et o

f st

ringe

nt.

SEC

TIO

N 2

220

-re

quire

men

ts w

hich

app

ly o

nly

in Se

ism

ic Z

ones

3

SPEC

IAL

and

4. T

hese

sec

ond

set o

f req

uire

men

ts a

re in

R

EQU

IREM

ENTS

IN

NEH

RP

and

appl

y to

all

SDC

s.

SEIS

MIC

ZO

NES

3

AN

D4

8.6.

1 Bo

unda

ry

All b

ound

ary

mem

bers

, cho

rds,

and

col

lect

ors

2220

.1 I

tem

2

Iden

tical

, exc

ept o

nly

appl

ies

in Se

ism

ic Z

ones

3

UBC

is le

ss

Mem

bers

sh

all b

e de

sign

ed to

tran

smit

the

spec

ified

and

4 st

ringe

nt.

indu

ced

axia

l for

ces.

----------------------

67

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 US

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

8.

6.2

Con

nect

ions

C

onne

ctio

ns fo

r dia

gona

l bra

cing

mem

bers

, top

22

20.1

Ite

ms

3 an

d 6

Iden

tical

, exc

ept o

nly

appl

ies

in Se

ismic

Zone

s 3

UBC

is le

ss

chor

d sp

lices

, bou

ndar

y m

embe

rs, a

nd c

olle

ctor

s an

d 4

strin

gent

. sh

all h

ave

a de

sign

stre

ngth

equ

al to

or g

reat

er

than

the

nom

inal

tens

ile s

treng

th o

f the

mem

bers

be

ing

conn

ecte

d ...

8.6.

3 Br

aced

Bay

In

stu

d sy

stem

s w

here

the

late

ral f

orce

s ar

e 22

20.1

Ite

ms

4 an

d 5

Esse

ntia

lly id

entic

al, e

xcep

t onl

y ap

plie

s in

UBC

is le

ss

Mem

bers

re

siste

d by

bra

ced

fram

es, t

he v

ertic

al a

nd

Seism

ic Zo

nes

3 an

d 4

strin

gent

. di

agon

al m

embe

rs in

bra

ced

bays

sha

ll be

an

chor

ed s

uch

that

the

botto

m tr

acks

are

not

re

quire

d to

res

ist u

plift

forc

es b

y be

ndin

g of

the

track

or t

rack

web

....

8.6.

4 D

iago

nal

Prov

ision

sha

ll be

mad

e fo

r pre

tens

ioni

ng o

r oth

er

2220

.1 It

em 7

Id

entic

al, e

xcep

t onl

y ap

plie

s in

Seism

ic Zo

nes

3 U

BC is

less

I

Brac

es

met

hods

of i

nsta

llatio

n of

tens

ion-

only

bra

cing

to

and

4 st

ringe

nt.

guar

d ag

ains

t loo

se d

iago

nal s

traps

.

8.6.

5 Sh

ear W

alls

Nom

inal

she

ar v

alue

s fo

r wal

l she

athi

ng m

ater

ials

D

ivisio

n VI

II St

eel s

tud

wal

l sys

tem

s in

whi

ch s

hear

pan

els

are

USC

equ

ivale

nt to

ar

e gi

ven

in Ta

ble

8.6.

D

esig

n sh

ear v

alue

s sh

all

SEC

TIO

N 2

219-

used

to r

esist

late

ral l

oads

pro

duce

d by

win

d or

sl

ight

ly le

ss

be d

eter

min

ed b

y m

ultip

lyin

g th

e no

min

al v

alue

s G

ENER

AL

earth

quak

e sh

all c

ompl

y w

ith th

e re

quire

men

ts o

f st

ringe

nt.

ther

ein

by a

<j> fa

ctor

of 0

.55.

In s

truct

ures

ove

r 22

19.3

Des

ign

this

sect

ion.

The

nom

inal

she

ar v

alue

use

d to

on

e st

ory

in h

eigh

t, th

e as

sem

blie

s in

Tabl

e 8.

6 22

20.3

Woo

d es

tabl

ish th

e al

low

able

she

ar v

alue

or d

esig

n sh

all n

ot b

e us

ed to

res

ist h

oriz

onta

l loa

ds

stru

ctur

al p

anel

sh

ear v

alue

sha

ll no

t exc

eed

the

valu

es s

et fo

rth

cont

ribut

ed b

y fo

rces

impo

sed

by m

ason

ry o

r sh

eath

ing

in Ta

ble

22-V

III-C

for s

eism

ic lo

ads .

... N

o pa

nels

co

ncre

te c

onst

ruct

ion.

le

ss th

an 1

2 in

ches

wid

e sh

all b

e us

ed. A

ll pa

nel

Pane

l thi

ckne

ss s

how

n in

Tab

le 8

.6 s

hall

be

edge

s sh

all b

e fu

lly b

lock

ed. W

here

hor

izon

tal

cons

ider

ed to

be

min

imum

s. N

o pa

nels

less

than

st

rap

bloc

king

is us

ed, i

t sha

ll be

a m

inim

um 1

1/2

24

inch

es w

ide

shal

l be

used

... F

ram

ing

mem

bers

, in

ches

wid

e an

d of

the

sam

e m

ater

ial a

nd

bloc

king

or s

trapp

ing

shal

l be

prov

ided

at t

he

thick

ness

as

the

track

and

stu

ds. S

tuds

sha

ll be

ed

ges

of a

ll sh

eets

. Fas

tene

rs a

long

the

edge

s in

doub

led

at s

hear

wal

l end

s.

shea

r pan

els

shal

l be

plac

ed n

ot le

ss th

an 3

/8

The

heig

ht to

leng

th r

atio

of w

all s

yste

ms

liste

d in

inch

es in

from

pan

el e

dges

. The

hei

ght t

o le

ngth

Ta

ble

22-V

III-C

sha

ll no

t exc

eed

2:1.

ra

tio o

f wal

l sys

tem

s lis

ted

in Ta

le 8

.6 s

hall

not

Shea

r val

ues

are

requ

ired

to b

e m

ultip

lied

by a

<j>

exce

ed 2

:1.

fact

or o

f 0.5

5.

Wall

stu

ds a

nd tr

ack

shal

l hav

e a

min

imum

Th

e m

axim

um u

ncoa

ted

base

met

al th

ickn

ess

for

unco

ated

bas

e th

ickn

ess

of n

ot le

ss th

an 0

.033

wa

ll st

uds

and

track

is 0

.043

inch

es in

the

UBC

68

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

in

ches

(0.8

4 m

m) a

nd s

hall

not h

ave

an u

ncoa

ted

(com

pare

d w

ith 0

.048

inch

es in

the

NEH

RP

base

met

al th

ickn

ess

grea

ter t

han

0.04

8 in

ches

. Pr

ovis

ions

) ...

Tabl

e 8.

6 -N

omin

al

Shea

r val

ues

and

scre

w s

peci

ficat

ions

are

Ta

ble

22-II

I-C -

Esse

ntia

lly id

entic

al.

Shea

r val

ue fo

r 71.1

6" O

SB,

Con

sider

ed

shea

r val

ues

for

prov

ided

in th

is ta

ble.

N

omin

al s

hear

val

ues

2" fa

sten

er e

dge

spac

ing

is 16

25 p

lf in

the

UBC

eq

uiva

lent

se

ism

ic fo

rces

for

for s

eism

ic fo

rces

for

and

1700

plf

in N

EHR

P.

shea

r wal

ls fra

med

sh

ear w

alls

fram

ed

with

col

d-fo

rmed

ste

el

with

col

d-fo

rmed

ste

el

stud

s st

uds

8.7

SEIS

MIC

St

eel d

eck

diap

hrag

ms

shal

l be

mad

e fro

m

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

REQ

UIR

EMEN

TS

mat

eria

ls c

onfo

rmin

g to

the

requ

irem

ents

of R

ef.

be ju

dged

. FO

R S

TEEL

DEC

K 8-

4 or

8-5

. N

omin

al s

treng

ths

shal

l be

dete

rmin

ed

DIA

PHR

AGM

S in

acco

rdan

ce w

ith a

ppro

ved

anal

ytic

al

proc

edur

es o

r with

test

pro

cedu

res

prep

ared

by

a re

gist

ered

des

ign

prof

essi

onal

exp

erie

nced

in

test

ing

of c

old-

form

ed s

teel

ass

embl

ies

and

appr

oved

by

the

auth

ority

hav

ing

juris

dict

ion .

...

8.8

STEE

L C

ABLE

S Th

e de

sign

stre

ngth

of s

teel

cab

les

shal

l be

2205

.9 S

teel

Cab

les

Stru

ctur

al a

pplic

atio

ns o

f ste

el c

able

s fo

r bui

ldin

gs

Con

sider

ed

dete

rmin

ed b

y th

e re

quire

men

ts o

f Ref

. 8-7

sh

all b

e in

acco

rdan

ce w

ith th

e pr

ovis

ions

of

equi

vale

nt w

ith th

e (S

truct

ural

App

licat

ions

of S

teel

Cab

les

for

Divi

sion

XI (

Stru

ctur

al A

pplic

atio

ns o

f Ste

el

exce

ptio

n of

the

Build

ings

, AS

CE

19-9

5, A

SCE)

exc

ept a

s C

able

s fo

r Bui

ldin

gs,

ASC

E 19

-95,

ASC

E).

NEH

RP

mod

ified

by th

ese

Prov

ision

s. S

ec. 5

d of

Ref

. 8-7

m

odific

atio

n sh

all b

e m

odifie

d by

sub

stitu

ting

1.5(

T4) w

here

T4

is th

e ne

t ten

sion

in c

able

due

to d

ead

load

, pr

estre

ss,

live

load

, and

sei

smic

load

. A lo

ad

fact

or o

f 1.1

shal

l be

appl

ied

to th

e pr

estre

ss fo

rce

to b

e ad

ded

to th

e lo

ad c

ombi

natio

n of

Sec

. 3.1

.2

of R

ef. 8

-7.

69

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

C

hapt

er 9

SE

CTIO

N 19

21 -

CONC

RETE

RE

INFO

RCED

ST

RUCT

URAL

CO

NCRE

TE

DESI

GN

STRU

CTUR

ES

REQ

UIRE

MEN

TS

RESI

STIN

G F

ORC

ES

INDU

CED

BY

EART

HQUA

KE

FORC

ES

9.1

REFE

RENC

E Bu

ildin

g C

ode

Req

uire

men

ts fo

r Stru

ctur

al

Ch.

19 D

ivis

ion

II R

efer

s to

Bui

ldin

g C

ode

Req

uire

men

ts fo

r Eq

uiva

lent

D

OC

UM

ENTS

C

oncr

ete,

Am

erica

n C

oncr

ete

Inst

itute

, AC

1318

-St

ruct

ural

Con

cret

e, A

mer

ican

Con

cret

e In

stitu

te,

95, e

xclu

ding

App

endi

x A

AC

1318

-95

9.1.

1 M

odific

atio

ns to

Re

f. 9-

1 9.

1.1.

1 R

equi

res

the

use

of re

duce

d <I>

fact

ors

with

16

12.2

.1 B

asic

Load

Fa

ctor

ed lo

ad c

ombi

natio

ns o

f thi

s se

ctio

n Eq

uiva

lent

se

ism

ic s

treng

th d

esig

n lo

ad c

ombi

natio

ns.

Com

bina

tions

m

ultip

lied

by 1

.1 fo

r con

cret

e an

d m

ason

ry w

here

Ex

cept

ions

2

load

com

bina

tions

incl

ude

seism

ic fo

rces

. 9.

1.1.

2 In

trodu

ces

nota

tions

rela

ted

to th

e m

odific

atio

ns

1921

.0 N

otat

ions

In

clude

s no

tatio

ns fr

om th

e AC

1318

-95

Sect

ion

Equi

vale

nt

mad

e in

9.1.

1.

21 p

lus

nota

tions

rela

ted

to th

e m

odific

atio

ns

mad

e to

ACI

318

-95

Ch.

21.

9.

1.1.

3 In

trodu

ces

defin

itions

rela

ted

to th

e m

odific

atio

ns

1921

.1 D

efin

itions

In

clude

s de

finitio

ns fr

om A

CI 3

18-9

5 Se

ctio

n 21

.1

Equi

vale

nt

mad

e in

9.1.

1.

plus

def

initio

ns re

late

d to

the

mod

ificat

ions

mad

e to

ACI

318

-95

Ch. 2

1.

9.1.

1.4

Rep

lace

s Se

ctio

ns 2

1.2.

1.3

and

21.2

.1.4

of A

CI

The

NEH

RP

mod

ificat

ions

are

mad

e ne

cess

ary

Not

equ

ival

ent

318-

95 w

ith r

equi

rem

ents

of S

ectio

ns 9

.4-9

.7

by th

e fa

ct th

at it

was

Sei

smic

Des

ign

cate

gorie

s.

Thes

e m

odific

atio

ns d

o no

t exi

st in

the

UBC

w

hich

use

s Se

ism

ic Z

ones

. 9.

1.1.

5 Ad

d se

ism

ic d

esig

n re

quire

men

ts fo

r pre

cast

19

21.2

.1.6

Es

sent

ially

iden

tical

Eq

uiva

lent

co

ncre

te s

truct

ures

to A

CI 3

18-9

5.

1921

.2.1

.7

9.1.

1.6

Add

seis

mic

des

ign

requ

irem

ents

for p

reca

st

1921

.2.2

.5

Esse

ntia

lly id

entic

al

Equi

vale

nt

conc

rete

stru

ctur

es to

AC

I318

-95.

19

21.2

.2.6

19

21.2

.2.7

9.

1.1.

7 Pe

rmits

pre

stre

ssin

g te

ndon

s to

be

used

to re

sist

19

21.2

.5.1

Es

sent

ially

iden

tical

Eq

uiva

lent

ea

rthqu

ake-

indu

ced

flexu

ral a

nd a

xial f

orce

s in

1921

.2.5

.2

fram

e m

embe

rs s

ubje

ct to

res

trict

ions

of t

his

70

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

se

ctio

n .

....

....

....

Pr

estre

ssin

g te

ndon

s sh

all b

e pe

rmitt

ed in

flex

ural

19

21.2

.5.3

Tt

he v

aera

ge p

rest

ress

, fpc

, sha

ll no

t exc

eed

the

USC

is m

ore

mem

bers

of f

ram

es p

rovid

ed th

e va

erag

e le

sser

of 3

50 p

si or

fc'I1

2 at

loca

tions

of n

onlin

ear

strin

gent

pr

estre

ss, f

pc, s

hall

not e

xcee

d th

e le

sser

of 7

00

actio

n w

here

pre

stre

ssin

g te

ndon

s ar

e us

ed in

ps

i or f

c'I6

at lo

catio

ns o

f non

linea

r act

ion

whe

re

mem

bers

of f

ram

es.

pres

tress

ing

tend

ons

are

used

in m

embe

rs o

f fra

mes

. Fo

r mem

bers

in w

hich

pre

stre

ssin

g te

ndon

s ar

e 19

21.2

.5.4

Es

sent

ially

iden

tical

. The

NEH

RP

requ

irem

ent

USC

is le

ss

used

toge

ther

with

rei

nfor

cem

ent t

o re

sist

conc

erni

ng a

ncho

rage

s fo

r ten

dons

not

inclu

ded.

st

ringe

nt

earth

quak

e-in

duce

d fo

rces

, pre

stre

ssin

g te

ndon

s sh

all n

ot p

rovi

de m

ore

than

one

qua

rter o

f the

st

reng

th fo

r bot

h po

sitive

mom

ents

and

neg

ative

m

omen

ts a

t the

join

t fac

e an

d sh

all e

xten

d th

roug

h ex

terio

r joi

nts

and

be a

ncho

red

at th

e ex

terio

r fac

e of

the

join

t or b

eyon

d.

Anch

orag

es

for t

endo

ns m

ust b

e de

mon

stra

ted

to p

erfo

rm

satis

fact

orily

for s

eism

ic lo

adin

gs.

Anch

orag

e as

sem

blie

s sh

all w

ithst

and,

with

out f

ailu

re, a

m

inim

um o

f 50

cycle

s of

load

ing

rang

ing

betw

een

40 a

nd 8

5 pe

rcen

t of t

he m

inim

um s

peci

fied

tens

ile s

treng

th o

f the

tend

on.

Tend

ons

shal

l ex

tend

thro

ugh

exte

rior j

oint

s an

d be

anc

hore

d at

th

e ex

terio

r fac

e or

bey

ond.

No c

orre

spon

ding

pro

visi

on

1921

.2.5

.5

Shea

r stre

ngth

pro

vide

d by

pre

stre

ssin

g te

ndon

s Eq

uiva

lenc

y ca

nnot

sh

all n

ot b

e co

nsid

ered

in d

esig

n.

be ju

dged

. 9.

1.1.

8 M

akes

mod

ificat

ions

to s

plici

ng r

equi

rem

ents

of

1921

.2.6

.1

USC

drop

s th

e st

agge

ring

requ

irem

ent.

How

ever

, US

C is

mor

e Se

ctio

n 21

.2.6

.1 o

f AC

I318

-95.

it

proh

ibits

the

use

of w

elde

d sp

lices

in th

e st

ringe

nt

... p

rovid

ed (a

) ...

(b)

the

cent

er-to

-cen

ter

pote

ntia

l pla

stic

hin

ge re

gion

of a

stru

ctur

al

dist

ance

bet

wee

n sp

lices

of a

djac

ent b

ars

is 24

in.

mem

ber i

n Zo

nes

2, 3

and

4. I

t int

rodu

ces

an

....

upgr

aded

Typ

e 2

mec

hani

cal s

plice

. The

reg

ular

Ty

pe 1

mec

hani

cal s

plic

e m

ay n

ot b

e us

ed w

ithin

th

e re

gion

of p

oten

tial p

last

ic h

ingi

ng o

f a

stru

ctur

al m

embe

r in

Zone

s 2,

3 an

d 4.

---

----

71

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

USC

(con

tinue

d)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 9.

1.1.

9 Ad

ds a

new

sec

tion

to A

C13

18-9

5 on

em

ulat

ion

of

1921

.2.7

Id

entic

al

Equi

vale

nt

mon

olith

ic c

onst

ruct

ion

usin

g st

rong

con

nect

ion.

9.

1.1.

10

Mak

es a

mod

ificat

ion

to th

e de

sign

axia

l stre

ngth

19

21.4

.4.7

Id

entic

al

Equi

vale

nt

requ

irem

ent f

or c

olum

ns o

f Sec

tion

21.4

.5.3

of

AC13

18-9

5 -a

mod

ificat

ion

take

n fro

m th

e 19

97

UBC

9.1.

1.11

R

equi

res

use

of s

treng

th d

esig

n lo

ad

1612

.2.1

bas

ic Lo

ad

Fact

ored

load

com

bina

tions

of t

his

sect

ion

Equi

vale

nt.

com

bina

tions

of A

SCE

7-95

in s

eism

ic d

esig

n of

C

ombi

natio

ns

mul

tiplie

d by

1.1

for

con

cret

e an

d m

ason

ry w

here

co

ncre

te s

truct

u re

s.

Exce

ptio

ns: 2

lo

ad c

ombi

natio

ns in

clud

e se

ism

ic fo

rces

. 9.

1.1.

12

Mak

es m

odific

atio

ns to

dia

phra

gm d

esig

n 19

21.6

.12

Esse

ntia

lly id

entic

al

Equi

vale

nt

requ

irem

ents

of S

ectio

n 21

.6.4

of A

C13

18-9

5 9.

1.1.

13

Des

ign

of s

hear

wal

ls fo

r fle

xure

and

axia

l loa

ds is

19

21.6

.6

Esse

ntia

lly id

entic

al

Equi

vale

nt

chan

ged

from

the

proc

edur

e of

AC

1318

-95

to

esse

ntia

lly th

at o

f 199

7 UB

C 9.

1.1.

14

Adds

des

ign

requ

irem

ents

for c

oupl

ing

beam

s to

19

21.6

.10

Iden

tical

Eq

uiva

lent

A

CI3

18-9

5.

9.1.

1.15

M

odifie

s th

e re

quire

men

ts o

f ACI

318

-95

Sect

ion

1921

.7.1

Es

sent

ially

the

sam

e, e

xcep

t tha

t the

est

imat

ed

Equi

vale

nt in

inte

nt.

21.7

forfr

ame

mem

bers

ass

umed

not

to

desig

n ea

rthqu

ake

disp

lace

men

t im

pose

d on

the

Sim

ilar,

but n

ot

cont

ribut

e to

late

ral r

esist

ance

. gr

avity

fram

e m

ay n

ot b

e th

e sa

me.

ne

cess

arily

the

sam

e in

des

ign

valu

es.

9.1.

1.16

C

hang

es th

e tit

le o

f sec

tion

from

"R

equi

rem

ents

19

21.8

Th

e tit

le is

"Req

uire

men

ts fo

r Fra

mes

in S

eism

ic

Not

equ

ival

ent

for f

ram

es in

regi

ons

of m

oder

ate

seism

ic ris

k" to

Zo

ne 2

." Ba

sed

on s

eism

ic z

ones

inst

ead

of

"Req

uire

men

ts fo

r In

term

edia

te M

omen

t Fra

mes

." st

ruct

ural

sys

tem

, as

in N

EHR

P.

No c

orre

spon

ding

req

uire

men

t. D

esig

n 19

23 A

NC

HO

RAG

E G

ives

prov

isio

ns fo

r allo

wab

le s

tress

des

ign

of

Doe

s no

t affe

ct

proc

edur

es o

f NEH

RP

are

all s

treng

th-b

ased

. TO

CO

NC

RET

E he

aded

bol

ts a

nd h

eade

d st

ud a

ncho

rs c

ast i

n eq

uiva

lenc

y.

1923

.1 S

ervi

ce L

oad

norm

al w

eigh

t con

cret

e.

Des

ign

9.2

BOLT

S AN

D G

ives

stre

ngth

des

ign

prov

isio

ns fo

r hea

ded

bolts

19

23 A

NC

HO

RAG

E H

EAD

ED S

TUD

an

d he

aded

stu

d an

chor

s ca

st in

con

cret

e TO

CO

NC

RET

E AN

CH

OR

S IN

19

23.2

Stre

ngth

C

ON

CR

ETE

Des

ign

72

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 9.

2.1

Load

fact

or

In a

dditio

n to

the

load

fact

ors

in Se

c. 5

.2.7

, a

1923

. 2 S

treng

th

Esse

ntia

lly id

entic

al

Equi

vale

nt

Mul

tiplie

rs

mul

tiplie

r of 2

shal

l be

used

if s

peci

al in

spec

tion

is D

esig

n no

t pro

vided

or o

f 1.3

if it

is p

rovid

ed.

Whe

n Pa

ra 2

an

chor

s ar

e em

bedd

ed in

the

tens

ion

zone

of a

m

embe

r, th

e lo

ad fa

ctor

s in

Sec.

5.2

.7 s

hall

have

a

mul

tiplie

r of 3

if sp

ecia

l ins

pect

ion

is no

t pr

ovid

ed o

r of 2

if it

is pr

ovid

ed.

9.2.

2 St

reng

th o

f St

reng

th o

f anc

hors

cas

t in

conc

rete

sha

ll be

19

23.3

Stre

ngth

of

NEH

RP

enco

urag

es s

teel

failu

re r

athe

r tha

n UB

C is

less

An

chor

s ta

ken

as th

e le

sser

of t

he s

treng

ths

asso

ciat

ed

Anch

ors

conc

rete

failu

re -

this

is n

ot in

the

UBC.

st

ringe

nt.

with

con

cret

e fa

ilure

and

anc

hor s

teel

failu

re.

Whe

re fe

asib

le, a

ncho

r con

nect

ions

, par

ticul

arly

19

23.3

.1 G

ener

al

In N

EHR

P, n

omin

al s

treng

th is

mea

n va

lue

Equi

vale

ncy

cann

ot

thos

e su

bjec

t to

seis

mic

or o

ther

dyn

amic

load

s,

deriv

ed fr

om te

sts

min

us o

ne s

tand

ard

devi

atio

n.

be ju

dged

. sh

all b

e de

signe

d an

d de

taile

d su

ch th

at

In th

e U

BC, s

treng

th is

the

aver

age

of te

st v

alue

s.

conn

ectio

n fa

ilure

is in

itiate

d by

failu

re o

f the

N

EHR

P sp

ecifie

s <j>

-valu

es to

be

appl

ied

to

anch

or s

teel

rat

her t

han

by fa

ilure

of t

he

nom

inal

stre

ngth

s ba

sed

on te

sts,

the

UBC

doe

s su

rroun

ding

con

cret

e.

Rei

nfor

cem

ent a

lso s

hall

not.

be p

erm

itted

to b

e us

ed fo

r dire

ct tr

ansf

er o

f te

nsio

n an

d sh

ear l

oads

. Su

ch r

einf

orce

men

t sh

all b

e de

signe

d w

ith p

rope

r con

side

ratio

n of

its

deve

lopm

ent a

nd it

s or

ient

atio

n w

ith r

espe

ct to

th

e po

stul

ated

con

cret

e fa

ilure

pla

nes.

Th

e st

reng

th o

f hea

ded

bolts

and

hea

ded

stud

s ca

st in

con

cret

e sh

all b

e ba

sed

on te

stin

g in

acco

rdan

ce w

ith S

ec. 9

.2.3

or c

alcu

late

d in

acco

rdan

ce w

ith S

ec. 9

.2.4

. Th

e be

arin

g ar

ea o

f he

aded

anc

hors

sha

ll be

at l

east

one

and

one

-hal

f tim

es th

e sh

ank

area

.

9.2.

3 St

reng

th B

ased

Th

e st

reng

th o

f anc

hors

sha

ll be

bas

ed o

n no

t on

Tes

ts

less

than

10

repr

esen

tativ

e te

sts

conf

orm

ing

to

the

prop

osed

mat

eria

ls a

nd a

ncho

r size

and

type

, em

bedm

ent l

engt

h, a

nd c

onfig

urat

ion

as to

at

tach

men

t pla

tes,

load

s ap

plie

d, a

nd c

oncr

ete

edge

dist

ance

s. T

he n

omin

al s

treng

th s

hall

be th

e m

ean

valu

e de

rived

from

the

test

s m

inus

one

73

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

st

anda

rd d

evia

tion.

The

stre

ngth

redu

ctio

n fa

ctor

ap

plie

d to

the

nom

inal

stre

ngth

sha

ll be

0.8

whe

n an

chor

failu

re g

over

ns in

the

maj

ority

of t

he te

sts

and

0.65

whe

n co

ncre

te fa

ilure

con

trols.

9.

2.4

Stre

ngth

bas

ed

1. D

esig

n te

nsile

stre

ngth

gov

erne

d by

ste

el,

1923

.3.2

Des

ign

The

desig

n st

reng

th o

f anc

hors

in te

nsio

n sh

all b

e St

eel f

ailu

re

on C

alcu

latio

ns

P s =

O.9

AbF

lln

stre

ngth

in te

nsio

n m

inim

um o

f Pss

or <j

>Pe

whe

re:

form

ulas

are

9.

2.4.

1 St

reng

th in

P s

s =

O.9

Abf

ut

equi

vale

nt.

Tens

ion

2a. F

or in

divi

dual

anc

hors

or g

roup

s of

anc

hors

P s

s is

the

sam

e as

Ps o

f NEH

RP

for a

sing

le b

olt,

USC

con

cret

e

with

indi

vidu

al a

ncho

rs s

pace

d at

leas

t tw

ice th

eir

fut is

the

sam

e as

Fu

of N

EHR

P.

failu

re fo

rmul

as a

re

embe

dmen

t len

gth

apar

t and

spa

ced

not l

ess

som

ewha

t les

s

than

one

anc

hor e

mbe

dmen

t len

gth

from

a fr

ee

For a

n an

chor

gro

up w

here

the

dist

ance

bet

wee

n st

ringe

nt.

edge

of t

he c

oncr

ete,

des

ign

tens

ile s

treng

th

anch

ors

is le

ss th

an tw

ice

thei

r em

bedm

ent l

engt

h go

vern

ed b

y co

ncre

te fa

ilure

, or

for a

sing

le a

ncho

r or a

ncho

r gro

up w

here

the

<j>P e

= <

j>'A

{i;(2

.8A

s)n

di

stan

ce b

etw

een

anch

ors

is eq

ual t

o or

gre

ater

2b. F

or a

ncho

r gro

ups

whe

re in

divid

ual a

ncho

rs

than

twice

thei

r em

bedm

ent l

engt

h

are

spac

ed c

lose

r tog

ethe

r tha

n tw

o em

bedm

ent

<j>P e

= <

j>'A

Jf:(

4Ap)

le

ngth

s,

Ap, e

ffect

ive

area

of p

roje

cted

failu

re s

urfa

ce is

<j>

P e =

<j>

'AJf

:(2.8

Ap

+4

At)n

ve

ry s

imila

r to

As o

f NEH

RP

Cas

e 2a

and

of

! (A

p+At

l of N

EHR

P C

ase

2b.

9.2.

4.2

Stre

ngth

in

Whe

re a

ncho

rs a

re lo

aded

tow

ard

an e

dge

with

19

23.3

.3 D

esig

n Th

e de

sign

stre

ngth

of a

ncho

rs in

she

ar s

hall

be

Third

form

ula

in th

e Sh

ear

edge

dis

tanc

e de

from

the

back

row

of a

ncho

rs a

s st

reng

th in

she

ar

min

imum

of V

ss o

r <j>V

c whe

re:

USC

use

s 2r

rde2

, sh

own

in Fi

gure

9.2

.4.2

equ

al to

or g

reat

er th

an

Vss

= O

.75A

bfut

w

here

as N

EHR

P 15

anc

hor d

iam

eter

s an

d th

e di

stan

ce fr

om th

e an

d w

here

load

ed to

war

d an

edg

e gr

eate

r tha

n 10

us

es 1

2.5d

e1 .5 •

front

row

of a

ncho

rs to

the

edge

equ

al to

or

diam

eter

s aw

ay,

Thus

, com

paris

on

grea

ter t

han

6 an

chor

dia

met

ers:

<j>

Ve =

<j>

800A

b'A

Jf:

w

ould

dep

end

on

Vs =

(O.7

5AbF

,..)n

th

e va

lue

of d

e. Th

e

<j>Ve

= (

<j>8

00A

b'A

{i;)n

or

whe

re lo

aded

tow

ard

an e

dge

equa

l to

or le

ss

othe

r tw

o fo

rmul

as

than

1 0

diam

eter

s aw

ay,

are

equi

vale

nt.

Whe

re a

ncho

rs a

re lo

aded

tow

ard

an e

dge

with

<j> V

e '=

<j>2rrd~'A{i;

de le

ss th

an 1

5 an

chor

dia

met

ers

or th

e fro

nt ro

w

Whe

re d

e eq

uals

the

edge

dis

tanc

e fro

m th

e cl

oser

to th

e ed

ge th

an 6

anc

hor d

iam

eter

s:

anch

or a

xis to

the

free

edge

. V

, =

(O

.75A

bFll)n

b Fo

r gro

up o

f anc

hors

, the

con

cret

e de

sign

shea

r st

reng

th s

hall

be ta

ken

as th

e sm

alle

st o

f:

74

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

USC

(con

tinue

d)

1997

NEH

RP

1997

USC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I I

<\lVe

= <

\lV'e

Cw

CtC

e 1.

Th

e de

sign

stre

ngth

of t

he w

eake

st

<\lV

e'= <\l12.5d~.5A~ ~ 800AbA~

anch

or ti

mes

the

num

ber o

f anc

hors

, 2.

Th

e de

sign

stre

ngth

of t

he r

ow o

f C

w =

the

adju

stm

ent f

acto

r for

gro

up w

idth

an

chor

s ne

ares

t the

free

edg

,e in

the

Ct =

the

adju

stm

ent f

acto

r for

mem

ber t

hick

ness

di

rect

ion

of s

hear

tim

es th

e nu

mbe

r of

Cc

= th

e ad

just

men

t fac

tor f

or m

embe

r cor

ner

row

s or

ef

fect

s 3.

Th

e de

sign

stre

ngth

of t

he ro

w fa

rthes

t fro

m th

e fre

e ed

ge in

the

dire

ctio

n of

sh

ear.

For s

hear

load

ing

tow

ard

an e

dge

equa

l to

or le

ss

than

10

diam

eter

s aw

ay, o

r ten

sion

or s

hear

not

to

war

d an

edg

e le

ss th

an 5

dia

met

ers

away

, re

info

rcin

g su

ffici

ent t

o ca

rry th

e lo

ad s

hall

be

prov

ided

to p

reve

nt fa

ilure

of t

he c

oncr

ete

in te

nsio

n. In

no

case

, sha

ll th

e ed

ge d

ista

nce

be

less

than

4 d

iam

eter

s.

9.2.

4.3

Com

bine

d W

here

tens

ion

and

shea

r act

sim

ulta

neou

sly,

all

1923

.3.4

Com

bine

d Es

sent

ially

the

sam

e ex

cept

that

the

expo

nent

2

Con

sider

ed

Tens

ion

and

Shea

r of

the

follo

win

g co

nditio

ns s

hall

be m

et:

tens

ion

and

shea

r in

third

NEH

RP

Eq. h

as b

een

repl

aced

by

5/3

in eq

uiva

lent

1 (V

u J

USC.

~ v

: ~1.0

1 (P

u J

~ r:-

~1.0

ill:: r +

[~:)'j

m (~: r +(~

: r ~ 1.0

9.3

Give

s a

clas

sific

atio

n of

mom

ent f

ram

es a

nd

1921

.2.1

.3

USC

indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply,

N

ot e

quiv

alen

t C

LASS

I FIC

ATIO

N

shea

r wal

ls.

1921

.2.1

.4

depe

ndin

g up

on th

e Se

ism

ic Z

one

OF

SEIS

MIC

-FO

RC

E-R

ESIS

TIN

G

75

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I SY

STEM

S 9.

3.1

Cla

ssific

atio

n of

G

ives

clas

sific

atio

n of

mom

ent f

ram

es.

1921

.2.1

.3

USC

indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply,

N

ot e

quiv

alen

t M

omen

t Fra

mes

19

21.2

.1.4

de

pend

ing

upon

the

Seism

ic Zo

ne

9.3.

1.1.

Ord

inar

y Th

e m

omen

t fra

me

that

sat

isfie

s th

e m

inim

um

1921

.2.1

.3

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply

in N

ot e

quiv

alen

t M

omen

t Fra

mes

de

tailin

g re

quire

men

ts p

resc

ribed

for Z

one

1 by

Se

ismic

Zone

s 0

and

1 th

e US

C is

give

n th

e na

me:

Ord

inar

y M

omen

t fra

me.

9.

3.1.

1.1

Impo

ses

deta

iling

requ

irem

ents

on

Ord

inar

y No

cor

resp

ondi

ng p

rovi

sion

s U

SC is

less

9.

3.1.

1.2

Mom

ent F

ram

es th

at a

re a

dditio

nal t

o th

ose

of

strin

gent

A

CI3

18-9

5.

9.3.

1.2

Inte

rmed

iate

Th

e m

omen

t fra

me

that

sat

isfie

s th

e m

inim

um

1921

.2.1

.3

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply

in N

ot e

quiva

lent

M

omen

t Fra

mes

de

tailin

g re

quire

men

ts p

resc

ribed

for Z

one

2 by

ad

ditio

n to

Chs

. 1-1

8, in

Sei

smic

Zone

2

the

USC

is gi

ven

the

nam

e: I

nter

med

iate

Mom

ent

Fram

e. A

pplic

able

por

tions

of A

CI 3

18-9

5 Se

ctio

n 21

.2 th

at m

ust b

e sa

tisfie

d by

suc

h a

fram

e ar

e po

inte

d ou

t. 9.

3.1.

3 Sp

ecia

l Th

e m

omen

t fra

me

that

sat

isfie

s th

e m

inim

um

1921

.2.1

.4

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply,

in

Not

equ

ival

ent

Mom

ent F

ram

es

deta

iling

requ

irem

ents

pre

scrib

ed fo

r Zon

es 3

and

addi

tion

to C

hs. 1

-17,

in S

eism

ic Zo

nes

3 an

d 4

4 by

the

USC

is gi

ven

the

nam

e: S

pecia

l Mom

ent

Fram

e.

9.3.

2 C

lass

ificat

ion

of

Give

s cl

assi

ficat

ion

of s

hear

wal

ls.

1922

.10.

2 US

C in

dica

tes

whi

ch p

rovi

sion

s of

Chs

. 21

and

22

Not

equ

ival

ent

Shea

r Wal

ls 19

22.1

0.3

appl

y de

pend

ing

upon

the

Seism

ic Zo

ne

1921

.2.1

.3

1921

.2.1

.4

9.3.

2.1

Ord

inar

y Pl

ain

A pl

ain

conc

rete

she

arw

all c

onfo

rmin

g to

the

1922

.10.

2 In

dica

tes

whi

ch p

rovi

sion

s of

Ch.

22

appl

y to

pla

in

Not

equ

ival

ent

Con

cret

e Sh

ear W

alls

requ

irem

ents

of A

CI 3

18-9

5 Ch

22

is gi

ven

the

conc

rete

she

ar w

alls

in Zo

nes

0 an

d 1

nam

e: O

rdin

ary

Plai

n C

oncr

ete

Shea

r Wal

l. 9.

3.2.

2 D

etai

led

Plai

n A

plai

n co

ncre

te s

hear

wal

l tha

t add

itiona

lly h

as

No c

orre

spon

ding

pro

visi

on

Equi

vale

ncy

cann

ot

Con

cret

e Sh

ear W

alls

the

rein

forc

emen

t pre

scrib

ed in

this

sect

ion

is be

judg

ed

give

n th

e na

me:

Det

aile

d Pl

ain

Con

cret

e Sh

ear

Wal

l. 9.

3.2.

3 O

rdin

ary

The

rein

forc

ed c

oncr

ete

shea

r wal

l tha

t sat

isfie

s 19

21.2

.1.3

In

dica

tes

whi

ch p

rovi

sion

s of

Ch.

21

appl

y to

N

ot e

quiv

alen

t R

einf

orce

d C

oncr

ete

the

min

imum

det

ailin

g re

quire

men

ts p

resc

ribed

for

rein

forc

ed c

oncr

ete

shea

r wal

ls in

Seism

ic Zo

nes

Shea

r Wal

ls Zo

nes

0, 1

, and

2 b

y th

e U

SC is

give

n th

e na

me:

0,

1, a

nd 2

76

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

O

rdin

ary

Rei

nfor

ced

Con

cret

e Sh

ear W

all.

9.3.

2.4

Spec

ial

The

rein

forc

ed c

oncr

ete

shea

r wal

l tha

t sat

isfie

s 19

21.2

.1.4

In

dica

tes

whi

ch p

rovi

sion

s of

Ch.

21

appl

y, in

N

ot e

quiv

alen

t R

einf

orce

d C

oncr

ete

the

min

imum

det

ailin

g re

quire

men

ts p

resc

ribed

for

addi

tion

to C

hs.

1-17

, in

Seis

mic

Zon

es 3

and

4

Shea

r Wal

ls Zo

nes

3 an

d 4

by th

e U

BC is

give

n th

e na

me:

Sp

ecia

l Rei

nfor

ced

Con

cret

e Sh

ear W

all.

9.4

SEIS

MIC

Sp

ecifie

s st

ruct

ural

sys

tem

s th

at a

re p

erm

itted

in

1921

.2.1

.3

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply

in N

ot e

quiv

alen

t D

ESIG

N C

ATEG

OR

Y bu

ildin

gs a

ssig

ned

to S

DC

A

Zone

s 0

and

1 A

O

rdin

ary

Mom

ent F

ram

es in

SDC

A ar

e ex

empt

fro

m th

e ex

tra d

etai

ling

requ

irem

ents

of S

ectio

ns

9.3.

1.1.

1 an

d 9.

3.1.

1.2.

9.

5 SE

ISM

IC

Stru

ctur

es a

ssig

ned

to S

DC B

mus

t sat

isfy

all

the

1921

.2.1

.3

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply

in N

ot e

quiv

alen

t D

ESIG

N C

ATEG

OR

Y re

quire

men

ts fo

r SD

C A

and

the

addi

tiona

l Zo

nes

0 an

d 1

I

B

regu

irem

ents

of t

his

sect

ion.

! I

9.5.

1 M

omen

t Al

l mom

ent f

ram

es fo

rmin

g pa

rt of

the

seis

mic

-No

cor

resp

ondi

ng r

equi

rem

ent

UBC

is le

ss

;

Fram

es

forc

e-re

sist

ing

syst

em o

f bui

ldin

gs a

ssig

ned

to

strin

gent

SD

C B

and

foun

ded

on S

ite C

lass

E or

F so

ils

mus

t be

Inte

rmed

iate

or S

pecia

l Mom

ent f

ram

es.

9.6

SEIS

MIC

St

ruct

ures

ass

igne

d to

SDC

C m

ust s

atis

fy a

ll th

e 19

21.2

.1.3

In

dica

tes

whi

ch p

rovi

sion

s of

Ch.

21

appl

y in

Zone

N

ot e

quiv

alen

t D

ESIG

N C

ATEG

OR

Y re

quire

men

ts fo

r SD

C B

and

the

addi

tiona

l 2

C

requ

irem

ents

of t

his

sect

ion.

9.

6.1

Seis

mic

-For

ce-

Seis

mic

-forc

e-re

sist

ing

syst

ems

mus

t sat

isfy

19

21.2

.1.3

In

dica

tes

whi

ch p

rovi

sion

s of

Ch.

21

appl

y in

Zone

N

ot e

quiv

alen

t R

esist

ing

Syst

ems

9.6.

1.1

and

9.6.

1.2

2 9.

6.1.

1. M

omen

t O

nly

Inte

rmed

iate

or S

pecia

l Mom

ent F

ram

es a

re

1921

.2.1

.3

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply

in Zo

ne

Not

equ

ival

ent

Fram

es

allo

wed

as

part

of th

e Se

ism

ic-fo

rce-

resi

stin

g 2

syst

em.

9.6.

1.2

Shea

r Wal

ls O

nly

Det

aile

d Pl

ain

Con

cret

e Sh

ear W

alls,

19

21.2

.1.3

In

dica

tes

whi

ch p

rovi

sion

s of

Ch.

21

appl

y in

Zone

N

ot e

quiv

alen

t O

rdin

ary

Rei

nfor

ced

Con

cret

e Sh

ear W

alls

and

2 Sp

ecia

l Rei

nfor

ced

Con

cret

e Sh

ear W

alls

are

allo

wed

as

part

of th

e se

ism

ic-fo

rce-

resi

stin

g sy

stem

. 9.

6.2

Dis

cont

inuo

us

Spec

ial l

oad

com

bina

tions

mus

t be

used

in

1630

.8.2

.1

Spec

ial l

oad

com

bina

tions

mus

t be

used

in

Spec

ial l

oad

Mem

bers

de

sign

. D

etai

ling

requ

irem

ents

are

also

give

n.

desig

n.

No

spec

ial d

etai

ling

requ

irem

ent g

iven

for

com

bina

tions

are

Se

ism

ic Z

one

belo

w 3

. no

t the

sam

e, a

s di

scus

sed

earli

er.

----------

--

77

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

UBC

is le

ss

strin

gent

con

cern

ing

deta

iling

requ

irem

ent.

9.6.

3. P

lain

con

cret

e Ad

ditio

nal r

equi

rem

ents

and

lim

itatio

ns o

f thi

s 19

22.1

0.3

Seism

ic St

ruct

ural

pla

in c

oncr

ete

mem

bers

are

not

U

BC is

mor

e Se

ctio

n, in

add

ition

to th

ose

of A

CI 3

18-9

5, m

ust

Zone

s 2,

3 a

nd 4

pe

rmitt

ed in

Zon

e 2,

exc

ept a

s sp

ecific

ally

not

ed.

rest

rictiv

e be

con

form

ed to

. 9.

6.3.

1 W

alls

Wal

ls fo

rmin

g pa

rt of

the

seis

mic

-forc

e-re

sist

ing

1922

.10.

3 Se

ism

ic

Stru

ctur

al p

lain

con

cret

e m

embe

rs a

re n

ot

UBC

is m

ore

syst

em m

ust b

e D

etai

led

Plai

n C

oncr

ete

Shea

r Zo

nes

2, 3

and

4

perm

itted

in Z

one

2, e

xcep

t as

spec

ifical

ly n

oted

. st

ringe

nt

Wal

ls. O

ther

wal

ls no

t ser

ving

as

shea

r wal

ls D

etai

led

Plai

n C

oncr

ete

Shea

r Wal

ls ar

e no

t m

ust b

e re

info

rced

like

Det

aile

d Pl

ain

Con

cret

e re

cogn

ized

Shea

r Wal

ls.

9.6.

3.2

Foot

ings

Is

olat

ed fo

otin

gs o

f pla

in c

oncr

ete

supp

ortin

g 19

22.1

0.3

Not

e EX

CEP

TIO

NS

1 an

d 2

UBC

is m

ore

pede

stal

s or

col

umns

are

per

mitt

ed p

rovid

ed th

e Se

ism

ic Z

ones

2, 3

re

stric

tive

proj

ectio

n of

the

foot

ing

beyo

nd th

e fa

ce o

f the

an

d 4

supp

orte

d m

embe

r doe

s no

t exc

eed

the

foot

ing

thick

ness

. Ex

cept

ion:

In

deta

ched

one

-and

two-

fam

ily

dwel

lings

thre

e st

orie

s or

less

in h

eigh

t, th

e pr

ojec

tion

of th

e fo

otin

g be

yond

the

face

of t

he

supp

orte

d m

embe

r sha

ll be

per

mitt

ed to

exc

eed

the

foot

ing

thick

ness

. Pl

ain

conc

rete

foot

ings

sup

porti

ng w

alls

shal

l be

prov

ided

with

not

less

than

two

cont

inuo

us

long

itudi

nal r

einf

orci

ng b

ars.

Ba

rs s

hall

not b

e sm

alle

r tha

n N

o.4

(#13

) an

d sh

all h

ave

a to

tal

area

of n

ot le

ss th

an 0

.002

tim

es th

e gr

oss

cros

s-se

ctio

nal a

rea

of th

e fo

otin

g.

Con

tinui

ty o

f re

info

rcem

ent s

hall

be p

rovi

ded

at c

orne

rs a

nd

inte

rsec

tions

. Ex

cept

ion:

In

det

ache

d on

e-an

d tw

o-fa

mily

dw

ellin

gs th

ree

stor

ies

or le

ss in

hei

ght a

nd

cons

truct

ed w

ith s

tud

bear

ing

walls

, pla

in

conc

rete

foot

ings

sup

porti

ng w

alls

shal

l be

--------------_

._

-------------

78

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

!

perm

itted

with

out l

ongi

tudi

nal r

einf

orce

men

t. 9.

6.3.

3 Pe

dest

als

Plai

n co

ncre

te p

edes

tals

sha

ll no

t be

used

to

1922

.10.

3 Se

ism

ic

The

sam

e re

stric

tion

appl

ies

Equi

vale

nt

resi

st la

tera

l sei

smic

forc

es.

Zone

s 2,

3 a

nd

4 9.

7 SE

ISM

IC

Stru

ctur

es a

ssig

ned

to S

DC D

, E, o

r F m

ust

1921

.2.1

.4

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply,

in

Not

equ

ival

ent

DES

IGN

sa

tisfy

all

the

requ

irem

ents

for S

DC

C an

d th

e ad

ditio

n to

Ch.

1-1

7, in

Sei

smic

Zon

es 3

and

4

CAT

EGO

RIE

S D,

E,

addi

tiona

l req

uire

men

ts o

f thi

s se

ctio

n.

OR

F

9.7.

1 Se

ism

ic F

orce

Se

ism

ic-fo

rce

resis

ting

syst

ems

shal

l con

form

to

1921

.2.1

.4

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply,

in

Not

equ

ival

ent

Res

istin

g Sy

stem

s Se

c. 9

.7.1

.1 a

nd S

ec. 9

.7.1

.2.

addi

tion

to C

h. 1

-17,

in S

eism

ic Z

ones

3 a

nd 4

9.

7.1.

1. M

omen

t O

nly

Spec

ial M

omen

t Fra

mes

are

allo

wed

as

part

1921

.2.1

.4

Indi

cate

s w

hich

pro

visi

ons

of C

h. 2

1 ap

ply,

in

Not

equ

ival

ent

Fram

es

of th

e se

ism

ic-fo

rce-

resi

stin

g sy

stem

. ad

ditio

n to

Ch.

1-1

7, in

Sei

smic

Zon

es 3

and

4

9.7.

1.2

Shea

r Wal

ls O

nly

Spec

ial R

einf

orce

d C

oncr

ete

Shea

r Wal

ls 19

21.2

.1.4

In

dica

tes

whi

ch p

rovi

sion

s of

Ch.

21

appl

y, in

N

ot e

quiv

alen

t ar

e al

low

ed a

s pa

rt of

the

seis

mic

-forc

e-re

sist

ing

addi

tion

to C

h. 1

-17,

in S

eism

ic Z

ones

3 a

nd 4

sy

stem

. 9.

7.2

Fram

e Al

l fra

me

com

pone

nts

assu

med

not

to c

ontri

bute

19

21.2

.1.3

In

Sei

smic

Zon

e 2,

fram

e m

embe

rs w

hich

are

not

U

BC is

mor

e M

embe

rs N

ot

to la

tera

l for

ce r

esist

ance

sha

ll co

nfor

m to

Sec

. de

sign

ed to

be

part

of th

e la

tera

l-for

ce-re

sist

ing

rest

rictiv

e Pr

opor

tione

d to

2.

1.7

of R

ef. 9

-1 a

s m

odifie

d by

Sec

. 9.

1.1.

15 o

f sy

stem

sha

ll co

nfor

m to

Sec

tion

1921

.7

Res

ist F

orce

s th

is c

hapt

er.

1921

.2.1

.4

Invo

kes

Sect

ion

1921

.7 in

Sei

smic

Zon

es 3

,4

Indu

ced

by

Earth

quak

es

9.7.

3 Pl

ain

Con

cret

e St

ruct

ural

pla

in c

oncr

ete

mem

bers

are

not

19

22.1

0.3

Seis

mic

St

ruct

ural

pla

in c

oncr

ete

mem

bers

are

not

U

BC is

mor

e pe

rmitt

ed in

bui

ldin

gs a

ssig

ned

to S

DC

D,

E or

F,

Zone

s 2,

3 a

nd 4

pe

rmitt

ed in

bui

ldin

gs lo

cate

d in

Seis

mic

Zon

es 2

, re

stric

tive

exce

pt a

s no

ted.

3

and

4, e

xcep

t as

note

d Ap

pend

ix to

Cha

pter

Th

e pr

ovis

ions

of t

his

appe

ndix

are

not

incl

uded

in

Equi

vale

ncy

cann

ot

9 R

EIN

FOR

CED

th

e U

BC.

be ju

dged

C

ON

CR

ETE

STR

UC

TUR

AL

SYST

EMS

CO

MPO

SED

FR

OM

IN

TER

CO

NN

ECTE

D

PREC

AST

ELEM

ENTS

79

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(co

ntin

ued)

1997

NEH

RP

1997

UBC

S

ectio

n P

rovi

sion

S

ectio

n P

rovi

sion

C

omm

ents

C

hapt

er 1

0 No

sim

ilar p

rovis

ions

in th

e UB

C.

Equi

vale

ncy

cann

ot

CO

MPO

SITE

STE

EL

be ju

dged

. AN

D C

ON

CR

ETE

STR

UC

TUR

E D

ESIG

N

REQ

UIR

EMEN

TS

10.1

REF

EREN

CE

DO

CU

MEN

TS

10.2

R

EQU

IREM

ENTS

80

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

!

Ch. 1

1 M

ASO

NRY

Ch. 2

1 M

ason

ry

STRU

CTUR

E DE

SIG

N RE

QUI

REM

ENTS

11

.1 G

ENER

AL

SEC

TIO

N 2

101

-G

ENER

AL

11.1

.1 S

cope

Th

e de

sign

and

cons

truct

ion

of re

info

rced

and

21

01.1

Sco

pe

The

mat

eria

ls, d

esig

n, c

onst

ruct

ion

and

qual

ity

Con

sider

ed

plai

n un

rein

forc

ed m

ason

ry c

ompo

nent

s an

d as

sura

nce

of m

ason

ry s

hall

be in

acc

orda

nce

with

eq

uiva

lent

sy

stem

s an

d th

e m

ater

ials

use

d th

erei

n sh

all

this

chap

ter.

com

ply

with

the

requ

irem

ents

of t

his

chap

ter.

11.1

.2 R

efer

ence

AC

I 530

-95

and

ACI 5

30.1

-95

are

the

prim

ary

No s

imila

r ref

eren

ces

Not

equ

ival

ent

Doc

umen

ts

refe

renc

e do

cum

ents

. 11

.1.3

Def

initio

ns

2101

.3 D

efin

itions

Es

sent

ially

sim

ilar

Con

sider

ed

equi

vale

nt

11.1

.4 N

otat

ions

21

01.4

Not

atio

ns

Esse

ntia

lly s

imila

r C

onsid

ered

eq

uiva

lent

11

.2

SEC

TIO

N 2

104

-C

ON

STR

UC

TIO

N

CO

NST

RU

CTI

ON

R

EQU

IREM

ENTS

11.2

.1 G

ener

al

Ref

ers

to A

CI 5

30.1

and

the

stan

dard

s re

fere

nced

21

04.1

Gen

eral

R

equi

res

conf

orm

ance

with

Sec

tion

2104

UB

C is

equi

vale

nt to

th

erei

n m

ore

strin

gent

. No

sim

ilar p

rovi

sion

s 21

04.2

Mat

eria

ls:

Doe

s no

t affe

ct

Han

dlin

g, S

tora

ge a

nd

equi

vale

ncy

Prep

arat

ion

No s

imila

r pro

visi

ons

2104

.3 C

old-

wea

ther

D

oes

not a

ffect

C

onst

ruct

ion

equi

vale

ncy

2104

.3.1

Gen

eral

21

04.3

.2 P

repa

ratio

n 21

04.3

.3 C

onst

ruct

ion

2104

.3.4

Pro

tect

ion

2104

.3.5

Pla

cing

grou

t an

d pr

otec

tion

of

grou

ted

mas

onry

~---

-~

----

81

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 US

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

No s

imila

r pro

visi

ons

2104

.4 P

lacin

g D

oes

not a

ffect

M

ason

ry U

nits

eq

uiva

lenc

y 21

04.4

.1 M

orta

r 21

04.4

.2 S

urfa

ces

2104

.4.3

Sol

id

mas

onry

uni

ts

2104

.4.4

Hol

low

-m

ason

ry u

nits

No

sim

ilar p

rovi

sion

s 21

04.5

Rei

nfor

cem

ent

Doe

s no

t affe

ct

Plac

ing

equi

vale

ncy

No s

imila

r pro

visi

ons

2104

.6 G

rout

ed

Doe

s no

t affe

ct

Mas

onry

eq

uiva

lenc

y 21

04.6

.1 G

ener

al

cond

itions

21

04.6

.2 C

onst

ruct

ion

requ

irem

ents

No

sim

ilar p

rovi

sion

s 21

04.7

Alu

min

um

Doe

s no

t affe

ct

Equi

pmen

t eq

uiva

lenc

y No

sim

ilar p

rovi

sion

s 21

04.8

Joi

nt

Doe

s no

t affe

ct

Rei

nfor

cem

ent

equi

vale

ncy

11.2

.2 Q

uality

R

efer

s to

Cha

pter

3 o

f the

199

7 N

EHR

P SE

CTI

ON

210

5-R

equi

res

conf

orm

ance

with

Sec

tion

2104

U

8C is

equ

ival

ent t

o As

sura

nce

Prov

isio

ns

QU

ALIT

Y m

ore

strin

gent

. AS

SUR

ANC

E 21

05.1

Gen

eral

No

sim

ilar p

rovi

sion

s 21

05.2

Sco

pe

Doe

s no

t affe

ct

equi

vale

ncy

Ref.

11-1

: AC

I530

.1-9

5 21

05.3

Com

plia

nce

Diff

eren

t pro

visi

ons

Not

equ

ival

ent

Sect

ion

1.48

w

ith f m

'

Item

2. U

nit s

treng

th m

etho

d 21

05.3

.1 G

ener

al

Item

3. P

rism

test

met

hod

2105

.3.2

Mas

onry

pr

ism te

stin

g 21

05.3

.3 M

ason

ry

prism

test

reco

rd

2105

.3.4

Uni

t stre

ngth

82

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UB

C

I Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

I

met

hod

I

2105

.3.5

Tes

ting

prism

s fro

m

cons

truct

ed m

ason

ry

Ref.

11-2

W

hen

requ

ired,

test

mor

tar i

n ac

cord

ance

with

the

2105

.4 M

orta

r Tes

ting

Whe

n re

quire

d, g

rout

sha

ll be

test

ed in

Eq

uiva

lenc

y ca

nnot

A

CI5

30.1

-95

prop

erty

spe

cific

atio

ns o

f AST

M C

270

or

acco

rdan

ce w

ith U

BC S

tand

ard

21-1

6.

be ju

dged

. Se

c. 3

.6 F

ield

qua

lity

eval

uate

in a

ccor

danc

e w

ith A

STM

C 78

0.

cont

rol I

tem

B

Ref.

11-2

...

. 21

05.5

Gro

ut T

estin

g W

hen

requ

ired,

gro

ut s

hall

be te

sted

in

Con

sider

ed

ACI 5

30.1

-95

Gro

ut c

ompr

essi

ve s

treng

th e

qual

s fm

' but

ac

cord

ance

with

UBC

Sta

ndar

d 21

-18,

whi

ch is

eq

uiva

lent

Se

c. 1

.4 S

yste

m

com

pres

sive

stre

ngth

is n

ot le

ss th

an 2

000

psi.

base

d on

AST

M C

1019

D

escr

iptio

n Ite

m B

2 D

eter

min

e co

mpr

essi

ve s

treng

th o

f gro

ut in

ac

cord

ance

with

AST

M C

101

9.

11.3

GEN

ERAL

R

EQU

IREM

ENTS

11

.3.1

Sco

pe

Mas

onry

stru

ctur

es a

nd c

ompo

nent

s sh

all c

ompl

y 21

06.1

.1 S

cope

Th

e de

sign

of m

ason

ry s

truct

ures

sha

ll co

mpl

y N

ot e

quiv

alen

t w

ith r

equi

rem

ents

of r

einf

orce

d m

ason

ry d

esig

n,

with

the

wor

king

stre

ss d

esig

n pr

ovis

ions

of

plai

n (u

nrei

nfor

ced)

mas

onry

des

ign,

em

piric

al

Sect

ion

2107

, or t

he s

treng

th d

esig

n pr

ovis

ions

of

desig

n, d

esig

n fo

r arc

hite

ctur

al c

ompo

nent

s of

Se

ctio

n 21

08, o

r the

em

piric

al d

esig

n pr

ovis

ions

m

ason

ry, d

esig

n of

gla

ss u

nit m

ason

ry a

nd

of S

ectio

n 21

09, a

nd w

ith th

e pr

ovis

ions

of t

his

mas

onry

ven

eer.

sect

ion.

Wor

king

stre

ss d

esig

n is

not i

nclu

ded

in N

EHR

P. W

hile

UBC

Cha

pter

21

has

a se

ctio

n on

gl

ass

mas

onry

, pro

visi

ons

for m

ason

ry v

enee

r are

in

Sect

ion

1403

, Vol

. 1.

11

.3.2

Em

piric

al

The

requ

irem

ents

of C

hapt

er 9

of A

CI 5

30-9

5 21

01.2

.3 E

mpi

rical

M

ason

ry d

esig

ned

by th

e em

piric

al d

esig

n Eq

uiva

lent

M

ason

ry D

esig

n sh

all a

pply

to th

e em

piric

al d

esig

n of

mas

onry

. D

esig

n m

etho

d sh

all c

ompl

y w

ith th

e pr

ovis

ions

of

Sect

ions

210

6.1

and

2109

. Es

sent

ially

iden

tical

11

.3.3

Pla

in

In th

e de

sign

of p

lain

(un

rein

forc

ed)

mas

onry

SE

CTI

ON

210

7-Th

e re

quire

men

ts o

f thi

s se

ctio

n go

vern

mas

onry

St

reng

th d

esig

n vs

. (U

nrei

nfor

ced)

m

embe

rs, t

he fl

exur

al te

nsile

stre

ngth

of m

ason

ry

WO

RKI

NG

STR

ESS

in w

hich

rei

nfor

cem

ent i

s no

t use

d to

res

ist d

esig

n w

orkin

g st

ress

M

ason

ry D

esig

n un

its, m

orta

r and

gro

ut in

res

istin

g de

sign

load

s D

ESIG

N

forc

es a

nd a

re in

add

ition

to th

e re

quire

men

ts o

f de

sign.

Equ

ival

ency

11

.3.3

.1

shal

l be

perm

itted

. 21

07.3

Des

ign

of

Sect

ion

2106

and

210

7.1.

ca

nnot

be

judg

ed.

11.3

.3.2

In

the

desig

n of

pla

in m

ason

ry m

embe

rs, s

tress

es

unre

info

rced

mas

onry

11

.3.3

.3

in re

info

rcem

ent s

hall

not b

e co

nsid

ered

effe

ctiv

e 21

07.3

.1 G

ener

al

---------

83

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

in

resis

ting

desig

n lo

ads.

Pl

ain

mas

onry

mem

bers

sha

ll be

des

igne

d to

re

mai

n un

crac

ked.

11

.3.4

Rei

nfor

ced

In th

e de

sign

of re

info

rced

mas

onry

mem

bers

, 21

07.2

Des

ign

of

Esse

ntia

lly s

imila

r St

atem

ent o

f M

ason

ry D

esig

n st

ress

es in

rei

nfor

cem

ent s

hall

be c

onsid

ered

R

einf

orce

d m

ason

ry

prin

cipl

e is

effe

ctiv

e in

resis

ting

desig

n lo

ads.

21

07.2

.1 S

cope

eq

uiva

lent

. Det

ails

com

e la

ter.

11.3

.5 S

eism

ic St

ruct

ures

sha

ll co

mpl

y w

ith S

ec. 1

1.3.

2 21

06.1

.1 S

cope

Th

ere

are

no s

pecia

l des

ign

and

cons

truct

ion

Con

sider

ed

Des

ign

Cat

egor

y A

(e

mpi

rical

mas

onry

des

ign)

, Sec

. 11.

3.3

(pla

in

2106

.1.1

2.2

Spec

ial

prov

ision

s in

this

sect

ion.

eq

uiva

lent

m

ason

ry d

esig

n), S

ec. 1

1.3.

4 (re

info

rced

mas

onry

pr

ovis

ions

for S

eism

ic de

sign)

Zo

nes

0 an

d 1

11.3

.6 S

eism

ic La

tera

l-for

ce-re

sist

ing

syst

em s

hall

com

ply

with

21

06.1

.1 S

cope

Th

ere

are

no s

pecia

l des

ign

and

cons

truct

ion

USC

is le

ss

Des

ign

Cat

egor

y S

Se

c. 1

1.3.

3 (p

lain

mas

onry

des

ign)

or S

ec. 1

1.3.

4 21

06.1

.12.

2 Sp

ecia

l pr

ovis

ions

in th

is se

ctio

n.

strin

gent

. (re

info

rced

mas

onry

des

ign)

pr

ovis

ions

for S

eism

ic

Empi

rical

des

ign

is al

low

ed fo

r lat

eral

-forc

e-Zo

nes

0 an

d 1

resis

ting

syst

ems.

11

.3.7

Sei

smic

Stru

ctur

es s

hall

conf

orm

to th

e re

quire

men

ts fo

r 21

06.1

.12.

3 Sp

ecia

l Se

e be

low

D

esig

n C

ateg

ory

C

Seism

ic D

esig

n C

ateg

ory

S an

d to

the

addi

tiona

l pr

ovis

ions

for S

eism

ic re

quire

men

ts o

f thi

s se

ctio

n.

Zone

2

11.3

.7.1

Mat

eria

l St

ruct

ural

cla

y lo

ad-b

earin

g w

all t

ile s

hall

not b

e 21

06.1

.12.

3 Sp

ecia

l Th

e fo

llow

ing

mat

eria

ls s

hall

not b

e us

ed a

s pa

rt U

SC is

mor

e R

equi

rem

ents

us

ed a

s pa

rt of

the

basic

stru

ctur

al s

yste

m.

prov

isio

ns fo

r Sei

smic

of th

e ve

rtica

l or l

ater

al lo

ad-re

sist

ing

syst

ems:

st

ringe

nt.

Zone

2

Type

0 m

orta

r, m

ason

ry c

emen

t, pl

astic

cem

ent,

Item

5

nonl

oadb

earin

g m

ason

ry u

nits

and

gla

ss b

lock

. 11

.3.7

.2 M

ason

ry

Mas

onry

she

ar w

alls

shal

l com

ply

with

the

2106

.1.1

2.3

Spec

ial

Alth

ough

not

indi

cate

d ex

plic

itly, t

he U

SC

Equi

vale

nt

Shea

r Wal

ls re

quire

men

ts fo

r de

taile

d pl

ain

mas

onry

she

ar

prov

isio

ns fo

r Sei

smic

prec

lude

s pl

ain

mas

onry

she

ar w

alls

by

wal

ls (S

ec. 1

1.11

.2),

inte

rmed

iate

rei

nfor

ced

Zone

2

pres

crib

ing

min

imum

rein

forc

emen

t req

uire

men

ts.

mas

onry

she

ar w

alls

(Sec

. 11.

11.4

), or

spe

cial

Ite

ms

2 an

d 3

rein

forc

ed m

ason

ry s

hear

wal

ls (S

ec. 1

1.11

.5).

11.3

.7.3

Min

imum

Ve

rtica

l rei

nfor

cem

ent o

f at l

east

0.2

0 in.

2 (1

29

2106

.1.1

2.3

Spec

ial

Iden

tical

Eq

uiva

lent

W

all R

einf

orce

men

t m

m2)

in c

ross

-sec

tiona

l are

a sh

all b

e pr

ovid

ed

prov

isio

ns fo

r Sei

smic

cont

inuo

usly

from

sup

port

to s

uppo

rt at

eac

h Zo

ne 2

co

rner

, at e

ach

side

of e

ach

open

ing,

at t

he e

nds

Item

s 2

and

3 of

wal

ls an

d at

a m

axim

um s

pacin

g of

4 fe

et

(121

9 m

m) a

part

horiz

onta

lly th

roug

hout

the

wal

ls.

84

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

H

oriz

onta

l rei

nfor

cem

ent n

ot le

ss th

an 0

.20

in.2

(129

mm

2) in

cro

ss s

ectio

n sh

all b

e pr

ovid

ed a

s fo

llow

s:

a. A

t the

bot

tom

and

top

of w

all o

peni

ngs

!

exte

ndin

g no

t les

s th

an 2

4 in.

(61

0 m

m)

nor l

ess

than

40

bar d

iam

eter

s pa

st th

e op

enin

g,

b. C

ontin

uous

ly a

t stru

ctur

ally

con

nect

ed r

oof a

nd

floor

leve

ls a

nd a

t the

top

of w

alls,

c.

At th

e bo

ttom

of l

oad-

bear

ing

wal

ls or

in th

e to

p of

foun

datio

ns w

hen

dow

eled

to th

e w

all,

d. A

t max

imum

spa

cing

of 1

20 in

. (30

48 m

m)

unle

ss u

nifo

rmly

dis

tribu

ted

join

t rei

nfor

cem

ent i

s pr

ovid

ed.

Rei

nfor

cem

ent a

t the

top

and

botto

m o

f ope

ning

s,

whe

n us

ed in

det

erm

inin

g th

e m

axim

um s

pacin

g sp

ecifie

d in

Item

d a

bove

, sha

ll be

con

tinuo

us in

th

e w

all.

11.3

.7.4

Sta

ck B

ond

Whe

re s

tack

bon

d is

used

, the

min

imum

21

06.1

.12.

3 Sp

ecia

l Id

entic

al

Equi

vale

nt

Con

stru

ctio

n ho

rizon

tal r

einf

orce

men

t rat

io s

hall

be 0

.000

7 pr

ovis

ions

for S

eism

ic tim

es th

e gr

oss

cros

s-se

ctio

nal a

rea

of th

e w

all.

Zone

2

This

requ

irem

ent s

hall

be s

atis

fied

with

uni

form

ly

Item

4

dist

ribut

ed jo

int r

einf

orce

men

t or w

ith h

orizo

ntal

re

info

rcem

ent s

pace

d no

t ove

r 48

in. a

nd fu

lly

embe

dded

in g

rout

or m

orta

r. No

cor

resp

ondi

ng p

rovi

sion

21

06.1

.12.

3 Sp

ecia

l C

olum

ns s

hall

be re

info

rced

as

spec

ified

in UB

C is

mor

e pr

ovis

ions

for S

eism

ic Se

ctio

ns 2

106.

3.6,

2106

.3.7

and

210

7.2.

13.

rest

rictiv

e.

Zone

2

Item

1

•

11.3

.7.5

Mul

tiple

At

leas

t one

wyt

he o

f a ca

vity

wal

l sha

ll be

No

cor

resp

ondi

ng p

rovi

sion

. Eq

uiva

lenc

y ca

nnot

W

ythe

Wal

ls N

ot

rein

forc

ed m

ason

ry d

esig

ned

in ac

cord

ance

with

be

judg

ed.

Actin

g C

ompo

site

ly

Sec.

11.

3.4.

The

oth

er w

ythe

sha

ll be

rei

nfor

ced

with

a m

inim

um o

f one

W1.

7 w

ire p

er 4

-in.

(102

m

m)

nom

inal

wyt

he th

ickn

ess

and

spac

ed a

t in

terv

als

not e

xcee

ding

16

in. (

406

mm

). Th

e

85

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 US

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

w

ythe

s sh

all b

e tie

d in

acco

rdan

ce w

ith R

ef.

11-1

, Se

c. 5

.8.3

.2.

11.3

.7.6

Wal

ls M

ason

ry w

alls,

late

rally

sup

porte

d pe

rpen

dicu

lar

No c

orre

spon

ding

pro

visi

on.

Equi

vale

ncy

cann

ot

Sepa

rate

d fro

m th

e to

thei

r own

pla

ne b

ut o

ther

wise

stru

ctur

ally

be

judg

ed.

Basic

Stru

ctur

al

isola

ted

on th

ree

sides

from

the

basic

stru

ctur

al

Syst

em

syst

em, s

hall

have

min

imum

hor

izont

al

rein

forc

emen

t of 0

.007

tim

es th

e gr

oss

cros

s-se

ctio

nal a

rea

of th

e wa

ll. Th

is re

quire

men

t sha

ll be

sat

isfie

d w

ith u

nifo

rmly

dis

tribu

ted

join

t re

info

rcem

ent o

r with

hor

izont

al r

einf

orce

men

t sp

aced

not

ove

r 48

in. (

1200

mm

) and

fully

em

bedd

ed in

gro

ut o

r mor

tar.

Arch

itect

ural

co

mpo

nent

s of

mas

onry

sha

ll be

exe

mpt

from

this

re

info

rcem

ent r

equi

rem

ent.

11.3

.7.7

Con

nect

ions

St

ruct

ural

mem

bers

fram

ing

into

or s

uppo

rted

by

2106

.3.7

Col

umn

Esse

ntia

lly s

imila

r C

onsi

dere

d to

Mas

onry

Col

umns

m

ason

ry c

olum

ns s

hall

be a

ncho

red

ther

eto.

an

chor

bol

t tie

s eq

uiva

lent

. An

chor

bol

ts lo

cate

d in

the

tops

of c

olum

ns s

hall

be s

et e

ntire

ly w

ithin

the

rein

forc

ing

cage

co

mpo

sed

of c

olum

n ba

rs a

nd la

tera

l tie

s.

A

min

imum

of t

wo

No.

4 (1

3 m

m) l

ater

al ti

es s

hall

be

prov

ided

in th

e to

p 5

inch

es (1

27 m

m) o

f the

co

lum

n.

11.3

.8 S

eism

ic St

ruct

ures

ass

igne

d to

Sei

smic

Des

ign

Cat

egor

y 21

06.1

.12.

4 Sp

ecia

l D

esig

n C

ateg

ory

D

D sh

all c

onfo

rm to

all

of th

e re

quire

men

ts fo

r pr

ovis

ions

for S

eism

ic Se

ismic

Des

ign

Cat

egor

y C

and

the

addi

tiona

l Zo

nes

3 an

d 4

requ

irem

ents

of t

his

sect

ion.

11

.3.8

.1 M

ater

ial

Proh

ibits

use

of T

ype

N m

orta

r and

mas

onry

21

06.1

.12.

3 Sp

ecia

l Th

e fo

llow

ing

mat

eria

ls s

hall

not b

e us

ed a

s pa

rt C

onsi

dere

d R

equi

rem

ents

ce

men

t in

basic

stru

ctur

al s

yste

m

prov

isio

ns fo

r Sei

smic

of th

e ve

rtica

l or l

ater

al lo

ad-re

sist

ing

syst

ems:

eq

uiva

lent

. Zo

ne 2

Ty

pe 0

mor

tar,

mas

onry

cem

ent,

plas

tic c

emen

t, Ite

m 5

no

nloa

dbea

ring

mas

onry

uni

ts a

nd g

lass

blo

ck.

2106

.1.1

2.4

Spec

ial

Type

N m

orta

r sha

ll no

t be

used

as

part

of th

e pr

ovis

ions

for S

eism

ic ve

rtica

l-or

late

ral-l

oad-

resi

stin

g sy

stem

Zo

nes

3 an

d 4

86

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UB

C

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

Item

3

11.3

.8.2

Mas

onry

M

ason

ry s

hear

wal

ls sh

all c

ompl

y w

ith th

e 21

06.1

.12.

4 Si

mila

r, w

ith th

e fo

llow

ing

exce

ptio

n:

UBC

is le

ss

Shea

r Wal

ls re

quire

men

ts o

f spe

cial

rein

forc

ed m

ason

ry s

hear

Ite

m 2

She

ar W

alls

The

spac

ing

of re

info

rcem

ent i

n ea

ch d

irect

ion

strin

gent

wa

lls.

(Sec

. 11

.11.

5)

Item

2.1

sh

all n

ot e

xcee

d on

e ha

lf th

e le

ngth

of t

he

11.1

1.5:

In a

dditio

n to

oth

er p

rovi

sion

s st

ates

that

R

einf

orce

men

t el

emen

t, no

r one

hal

f the

hei

ght o

f the

ele

men

t, th

e m

axim

um s

pacin

g of

ver

tical

(or

hor

izon

tal)

nor4

8 in

. re

info

rcem

ent s

hall

be s

mal

ler o

f (a)

1/3

rd w

all

leng

th, (

b) 1

/3rd

wal

l hei

ght a

nd (c

) 48

in.

11.3

.8.3

Min

imum

Al

l wal

ls sh

all b

e re

info

rced

with

bot

h ve

rtica

l and

21

06.1

.12.

4 Si

mila

r Eq

uiva

lent

. W

all R

einf

orce

men

t ho

rizon

tal r

einf

orce

men

t. Th

e su

m o

f the

are

a of

Ite

m 2

.3 W

all

horiz

onta

l and

ver

tical

rei

nfor

cem

ent s

hall

be a

t re

info

rcem

ent

leas

t 0.0

02 ti

mes

the

gros

s cr

oss-

sect

iona

l are

a of

the

wal

l and

the

min

imum

are

a of

rein

forc

emen

t in

each

dire

ctio

n sh

all n

ot b

e le

ss th

an 0

.000

7 tim

es th

e gr

oss

cros

s-se

ctio

nal a

rea

of th

e w

all.

The

spac

ing

of re

info

rcem

ent s

hall

not e

xcee

d 48

in.

Exc

ept f

or jo

int r

einf

orce

men

t, th

e ba

r size

sh

all n

ot b

e le

ss th

an a

NO

.3 (1

0-m

m d

iam

eter

). R

einf

orce

men

t sha

ll be

con

tinuo

us a

roun

d w

all

corn

ers

and

thro

ugh

inte

rsec

tions

, unl

ess

the

inte

rsec

ting

wal

ls ar

e se

para

ted.

Onl

y ho

rizon

tal

rein

forc

emen

t tha

t is

cont

inuo

us in

the

wal

l or

elem

ent s

hall

be in

clud

ed in

com

putin

g th

e ar

ea

of h

oriz

onta

l rei

nfor

cem

ent.

Rei

nfor

cem

ent

splic

ed in

acc

orda

nce

with

Sec

. 11.

4.5.

6 sh

all b

e co

nsid

ered

as

cont

inuo

us r

einf

orce

men

t. Ar

chite

ctur

al c

ompo

nent

s of

mas

onry

sha

ll be

ex

empt

from

this

rein

forc

emen

t reg

uire

men

t. 11

.3.8

.4 S

tack

Bon

d W

here

mas

onry

is la

id in

sta

ck b

ond,

the

2106

.1.1

2.4

Item

2.4

Si

mila

r exc

ept t

hat t

he li

mita

tion

of 2

4 in.

on

UBC

is e

quiv

alen

t to

Con

stru

ctio

n m

inim

um a

mou

nt o

f hor

izon

tal r

einf

orce

men

t sha

ll St

ack

bond

m

axim

um s

paci

ng is

not

spe

cifie

d.

less

stri

ngen

t. be

0.0

015

times

the

gros

s cr

oss-

sect

iona

l are

a of

th

e w

all.

If op

en-e

nd u

nits

are

use

d an

d gr

oute

d so

lid, t

he m

inim

um a

mou

nt o

f hor

izon

tal

rein

forc

emen

t sha

ll be

0.0

007

times

the

gros

s

87

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I cr

oss-

sect

iona

l are

a of

the

wal

l. Th

e m

axim

um

spac

ing

of h

oriz

onta

l rei

nfor

cem

ent s

hall

not

exce

ed 2

4 in

. (61

0 m

m).

Arch

itect

ural

co

mpo

nent

s of

mas

onry

sha

ll be

exe

mpt

from

th

ese

requ

irem

ents

. 11

.3.8

.5 M

inim

um

The

nom

inal

thic

knes

s of

mas

onry

bea

ring

wal

ls 21

07.1

.3.1

Bea

ring

Iden

tical

Eq

uiva

lent

W

all T

hick

ness

sh

all n

ot b

e le

ss th

an 6

in. (

152

mm

). N

omin

al 4

-w

alls

(Wor

king

stre

ss

in. (

102

mm

) thi

ck lo

ad-b

earin

g re

info

rced

hol

low

de

sign)

cla

y un

it m

ason

ry w

alls

with

a m

axim

um

unsu

ppor

ted

heig

ht o

r len

gth

to th

ickn

ess

ratio

of

27 a

re p

erm

itted

to b

e us

ed p

rovi

ded

the

net a

rea

unit

stre

ngth

exc

eeds

8,0

00 p

si (5

5 M

Pa),

units

ar

e la

id in

run

ning

bon

d, b

ar s

izes

do

not e

xcee

d 1/

2 in.

(13

mm

) w

ith n

ot m

ore

than

two

bars

or

one

splic

e in

a ce

ll an

d jo

ints

are

not

rake

d.

11.3

.8.6

Min

imum

La

tera

l tie

s in

colu

mns

sha

ll be

spa

ced

not m

ore

2106

.1.1

2.4

Item

1.

Sim

ilar.

Seco

nd li

ne o

f NEH

RP

requ

irem

ents

is

UBC

is e

quiva

lent

to

Col

umn

than

8 in

. on

cent

er fo

r the

full

heig

ht o

f the

C

olum

n re

info

rcem

ent

not i

nclu

ded.

Col

umn

ties

are

requ

ired

to

mor

e st

ringe

nt.

Rei

nfor

cem

ent

colu

mn.

Lat

eral

ties

sha

ll be

em

bedd

ed in

gro

ut

ties

term

inat

e in

hook

s th

at a

re s

pecif

ied.

an

d sh

all b

e N

o.3

or la

rger

. 11

.3.8

.7 M

inim

um

The

nom

inal

dim

ensi

ons

of a

mas

onry

col

umn

2107

.1.3

.2 C

olum

ns

Iden

tical

Eq

uiva

lent

C

olum

n D

imen

sion

shal

l not

be

less

than

12

in.

(Wor

king

stre

ss

desig

n)

11.3

.8.8

Sep

arat

ion

Whe

n co

ncre

te a

buts

stru

ctur

al m

ason

ry a

nd th

e 21

06.1

.12.

4 Ite

m 4

C

oncr

ete

abut

ting

stru

ctur

al m

ason

ry, s

uch

as a

t U

BC is

less

Jo

ints

jo

int b

etw

een

the

mat

eria

ls is

not

des

igne

d as

a

Con

cret

e ab

uttin

g st

arte

r cou

rses

or a

t wal

l int

erse

ctio

ns n

ot

strin

gent

se

para

tion

join

t, th

e co

ncre

te s

hall

be r

ough

ened

st

ruct

ural

mas

onry

de

signe

d as

true

sep

arat

ion

join

ts, s

hall

be

so th

at th

e av

erag

e he

ight

of a

ggre

gate

exp

osur

e ro

ughe

ned

to a

full

ampl

itude

of 1

/16-

in. a

nd ..

is

1/8-

in. a

nd ..

. 11

.3.9

Sei

smic

St

ruct

ures

ass

igne

d to

Sei

smic

DeSi

gn C

ateg

orie

s 21

06.1

.12.

4 Sp

ecia

l D

esig

n C

ateg

orie

s E

E

and

F sh

all c

onfo

rm to

the

requ

irem

ents

of

prov

isio

ns fo

r Sei

smic

an

d F

Se

ismic

Des

ign

Cat

egor

y D

and

to th

e ad

ditio

nal

Zone

s 3

and

4 re

quire

men

ts a

nd li

mita

tions

of t

his

sect

ion.

88

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 US

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

11

.3.9

.1 M

ater

ial

Con

stru

ctio

n pr

oced

ures

or a

dmix

ture

s sh

all b

e No

cor

resp

ondi

ng p

rovi

sion

s U

BC is

less

R

equi

rem

ents

us

ed to

min

imize

shr

inka

ge o

f gro

ut a

nd to

st

ringe

nt

max

imize

bon

d be

twee

n re

info

rcem

ent,

grou

t, an

d un

its.

11.3

.9.2

Mas

onry

M

ason

ry s

hear

wal

ls sh

all c

ompl

y w

ith th

e 21

06.1

.12.

4 Si

mila

r, w

ith th

e fo

llow

ing

exce

ptio

n:

UBC

is le

ss

Shea

r Wal

ls re

quire

men

ts o

f spe

cial

rein

forc

ed m

ason

ry s

hear

Ite

m 2

She

ar W

alls

The

spac

ing

of r

einf

orce

men

t in

each

dire

ctio

n st

ringe

nt

walls

. (S

ec.

11.1

1.5)

Ite

m 2

.1

shal

l not

exc

eed

one

half

the

leng

th o

f the

11

.11.

5: In

add

ition

to o

ther

pro

visi

ons

stat

es th

at

Rei

nfor

cem

ent

elem

ent,

nor o

ne h

alf t

he h

eigh

t of t

he e

lem

ent,

the

max

imum

spa

cing

of v

ertic

al (

or h

oriz

onta

l) no

r 48

in.

rein

forc

emen

t sha

ll be

sm

alle

r of (

a) 1

/3rd

wal

l le

ngth

, (b)

1/3

rd w

all h

eigh

t and

(c)

48

in.

11.3

.9.3

Sta

ck B

ond

Mas

onry

laid

in s

tack

bon

d sh

all c

onfo

rm to

the

2106

.1.1

2.4

Item

2.4

In

crea

ses

in re

quire

men

t fro

m S

DC D

to S

DC E

, UB

C is

less

C

onst

ruct

ion

follo

win

g re

quire

men

ts:

Stac

k bo

nd

F a

re n

ot p

art o

f the

UBC

. st

ringe

nt.

11.3

.9.3

.1

For m

ason

ry th

at is

not

par

t of t

he b

asic

stru

ctur

al

syst

em, t

he m

inim

um r

atio

of h

oriz

onta

l re

info

rcem

ent s

hall

be 0

.001

5 an

d th

e m

axim

um

spac

ing

of h

oriz

onta

l rei

nfor

cem

ent s

hall

be 2

4 in.

(6

10 m

m).

For m

ason

ry th

at is

par

t of t

he b

asic

st

ruct

ural

sys

tem

, the

min

imum

rat

io o

f hor

izon

tal

rein

forc

emen

t sha

ll be

0.0

025

and

the

max

imum

sp

acin

g of

hor

izon

tal r

einf

orce

men

t sha

ll be

16

in.

(406

mm

). Fo

r the

pur

pose

of c

alcu

latin

g th

is

ratio

, joi

nt r

einf

orce

men

t sha

ll no

t be

cons

ider

ed.

11.3

.9.3

.2

Rei

nfor

ced

hollo

w u

nit c

onst

ruct

ion

shal

l be

grou

ted

solid

and

all

head

join

ts s

hall

be m

ade

solid

by

the

use

of o

pen

end

units

. 11

.3.1

0 Pr

oper

ties

of

2106

.2.1

2 M

odul

us o

f M

ater

ials

el

astic

ity o

f mat

eria

ls

11.3

.10.

1 St

eel

Unl

ess

othe

rwis

e de

term

ined

by

test

, ste

el

2106

.2.1

2.2

Mod

ulus

Id

entic

al

Equi

vale

nt

Rei

nfor

cem

ent

rein

forc

emen

t mod

ulus

of e

last

icity

(Es)

sha

ll be

of

ela

stic

ity o

f ste

el

Mod

ulus

of E

last

icity

ta

ken

to b

e 29

,000

,000

psi

(200

,000

MPa

).

89

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

11.3

.10.

2 M

ason

ry

The

mod

ulus

of e

last

icity

of m

ason

ry (E

m)

shal

l 21

06.2

.12.

1 M

odul

us

Esse

ntia

lly id

entic

al, e

xcep

t UBC

spe

cifie

s Eq

uiva

lent

M

odul

us o

f Ela

stic

ity

be d

eter

min

ed in

acc

orda

nce

with

Eq.

11.

3.10

.2

of e

last

icity

of m

ason

ry

max

imum

val

ues.

or s

hall

be b

ased

on

the

mod

ulus

of e

last

icity

de

term

ined

by

prism

test

and

take

n be

twee

n 0.

05

and

0.33

tim

es th

e m

ason

ry p

rism

stre

ngth

: Em

= 7

50 f m

' 11

.3.1

0.3

Mod

ulus

of

The

mod

ulus

of r

igid

ity o

f mas

onry

, Ev,

shal

l be

2106

.2.1

3 Sh

ear

Iden

tical

Eq

uiva

lent

R

igid

ity o

f Mas

onry

ta

ken

equa

l to

0.4

times

the

mod

ulus

of e

last

icity

m

odul

us o

f mas

onry

of m

ason

ry, E

m-

11.3

.10.

4 M

ason

ry

2106

.2.2

Spe

cifie

d No

sim

ilar r

estri

ctio

ns in

this

sect

ion.

C

ompr

essiv

e co

mpr

essiv

e st

reng

th

Stre

ngth

Th

e sp

ecifie

d co

mpr

essi

ve s

treng

th o

f mas

onry

, of

mas

onry

11

.3.1

0.4.

1 f m

' sh

all e

qual

or e

xcee

d 1,

500

psi (

10 M

Pa).

2108

.2.3

.1 G

ener

al

The

valu

e of

f m' sh

all n

ot b

e le

ss th

an 1

500

psi.

UBC

is m

ore

The

valu

e of

f m' us

ed to

det

erm

ine

nom

inal

D

esig

n of

bea

ms,

Fo

r com

puta

tiona

l pur

pose

s, th

e va

lue

f m'

shal

l re

stric

tive

for c

lay

11.3

.10.

4.2

stre

ngth

val

ues

in th

is ch

apte

r sha

ll no

t exc

eed

pier

s an

d co

lum

ns

not e

xcee

d 4,

000

psi.

mas

onry

. Equ

ivale

nt

4,00

0 ps

i for

con

cret

e m

ason

ry a

nd s

hall

not

(Stre

ngth

des

ign)

ex

ceed

6,0

00 p

si fo

r cla

y m

ason

ry.

2108

.2.5

.1 G

ener

al

wall

desig

n fo

r in-

plan

e lo

ads

11.3

.10.

5 M

odul

us o

f R

uptu

re

11.3

.10.

5.1

Out

-of-

The

mod

ulus

of r

uptu

re,

fr, fo

r mas

onry

ele

men

ts

2107

.3.5

Allo

wab

le

The

allo

wab

le te

nsile

stre

ss fo

r wal

ls in

flexu

re

Equi

vale

nt

Plan

e Be

ndin

g su

bjec

ted

to o

ut-o

f-pla

ne b

endi

ng s

hall

be ta

ken

tens

ile s

tress

(Wor

king

with

out t

ensil

e re

info

rcem

ent u

sing

Portl

and

assu

min

g a

fact

or o

f fro

m T

able

11.

3.10

.5.1

. st

ress

des

ign

of

cem

ent a

nd h

ydra

ted

lime,

or u

sing

mor

tar

safe

ty o

f 2.

unre

info

rced

mas

onry

) ce

men

t Typ

e M

or S

mor

tar,

shal

l not

exc

eed

the

valu

es in

Tab

le 2

1-1.

Valu

es in

Tab

le 2

1-1

for t

ensio

n no

rmal

to h

ead

join

ts a

re fo

r run

ning

bon

d; n

o te

nsio

n is

allo

wed

ac

ross

hea

d jo

ints

in s

tack

bon

d m

ason

ry. T

hese

va

lues

sha

ll no

t be

used

for h

orizo

ntal

flex

ural

m

embe

rs.

Tabl

e 11

.3.1

0.5-

1 va

lues

are

twice

the

corre

spon

ding

Tab

le 2

1-1

valu

es, w

ith o

ne m

inor

ex

cept

ion.

90

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

i

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

11.3

.10.

5.2

In-P

lane

Th

e m

odul

us o

f rup

ture

, fr,

norm

al to

bed

join

ts fo

r 21

08.2

.5.2

Fo

r ful

ly gr

oute

d ho

llow

-uni

t mas

onry

, Eq

uiva

lenc

y ca

nnot

Be

ndin

g m

ason

ry e

lem

ents

sub

ject

ed to

in-p

lane

forc

es

Rei

nfor

cem

ent (

wal

l fr =

4.0(fm

')o.5

, 235

psi

max

imum

be

judg

ed

shal

l be

take

n as

250

psi.

de

sign

for i

n-pl

ane

For p

artia

lly g

rout

ed h

ollo

w-u

nit m

ason

ry,

load

s)

fr =

2.50(

fm')0

5, 1

25 p

si m

axim

um

Item

2

For t

wo-

wyt

he b

rick

mas

onry

, fr =

2.0(fm

')05,

125

psi

max

imum

11

.3.1

0.6

Mas

onry

des

ign

shal

l be

base

d on

a re

info

rce-

2108

.2.3

.7

Esse

ntia

lly id

entic

al.

UBC

has

add

itiona

l C

onsid

ered

R

einf

orce

men

t m

ent s

treng

th e

qual

to th

e sp

ecifie

d yie

ld s

treng

th

Rei

nfor

cem

ent I

tem

8

rest

rictio

n.

equi

vale

nt

stre

ngth

of

rei

nfor

cem

ent,

fy, th

at s

hall

not e

xcee

d 60

,000

(S

treng

th d

esig

n)

psi (

400

MPa

). 11

.3.1

1 Se

ctio

n M

embe

r stre

ngth

sha

ll be

com

pute

d us

ing

sect

ion

2106

.2.3

Effe

ctive

UB

C is

mor

e de

taile

d; e

ssen

tially

the

sam

e in

Con

sider

ed

Prop

ertie

s pr

oper

ties

base

d on

the

min

imum

net

bed

ded

and

thic

knes

s su

bsta

nce.

eq

uiva

lent

gr

oute

d co

res

cros

s-se

ctio

nal a

rea

of th

e m

embe

r 21

06.2

.5 E

ffect

ive

unde

r con

side

ratio

n.

area

Se

ctio

n pr

oper

ties

shal

l be

base

d on

spe

cifie

d di

men

sions

. 11

.3.1

2 H

eade

d an

d Al

l bol

ts s

hall

be g

rout

ed in

pla

ce w

ith a

t lea

st 1

-21

08.1

.5 A

ncho

r bol

ts

Iden

tical

Eq

uiva

lent

Be

nt-B

ar A

ncho

r in

ch (2

5 m

m) g

rout

bet

wee

n th

e bo

lt an

d 21

06.2

.14.

1 Pa

ra 2

Bo

lts

mas

onry

, exc

ept t

hat 1

/4-in

ch (6

.4 m

m)

bolts

may

be

pla

ced

in be

d jo

ints

that

are

at l

east

1/2

inch

(1

2.7

mm

) in

thic

knes

s .

....

11.3

.12.

1 Th

e de

sign

axia

l stre

ngth

, Ba

, for

hea

ded

anch

or

2108

.1.5

.2 N

omin

al

The

nom

inal

tens

ile c

apac

ity o

f anc

hor b

olts

sha

ll UB

C is

mor

e bo

lts e

mbe

dded

in m

ason

ry s

hall

be th

e le

sser

of

anch

or b

olt s

treng

th

be d

eter

min

ed fr

om th

e le

sser

of t

wo

equa

tions

: st

ringe

nt

two

equa

tions

: Bm

=l.

OA

p.[

l:

Ba =

4rjJ

A".

[l:

BtH =

O.4

A&j,.

Ba =

rjJA

J,.

whe

re: <

I> =

stren

gth

redu

ctio

n fa

ctor

, equ

al to

0.5

fo

r 1s

t eqn

. and

equ

als

0.9

for t

he 2

nd.

Ab =

effec

tive

tens

ile s

tress

are

a of

the

head

ed

2108

.4.5

Anc

hor

anch

or b

olt,

Anch

or b

olts

: <I> =

0.8

Ap =

proje

cted

are

a on

the

mas

onry

sur

face

of a

rig

ht c

ircul

ar c

one.

91

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

11

.3.1

2.1.

1 Th

e ar

ea A

p in

Eq.

11.

3.12

.1-1

sha

ll be

the

less

er

2108

.1.5

.2 N

omin

al

Iden

tical

E

quiv

alen

t

of E

q. 1

1.3.

12.1

.1-1

or E

q. 1

1.3.

12.1

.1-2

: an

chor

bol

t stre

ngth

Ap=

TT1 b

2

Ap

=TT

1b/

'b =

effe

ctiv

e em

bedm

ent l

engt

h of

the

head

ed

anch

or b

olt,

in.;

and

'be

= an

chor

bol

t edg

e di

stan

ce, i

n ..

Whe

re th

e pr

ojec

ted

area

s Ap

of a

djac

ent h

eade

d

anch

or b

olts

ove

rlap,

the

proj

ecte

d ar

ea A

p of

each

bol

t sha

ll be

red

uced

by

one-

half

of th

e ov

erla

ppin

g ar

ea. T

hat p

ortio

n of

the

proj

ecte

d ar

ea fa

lling

in a

n op

en c

ell o

r cor

e sh

all b

e de

duct

ed fr

om th

e va

lue

of A

p ca

lcul

ated

usi

ng

Eq. 1

1.3.

12.1

.1-1

or E

q. 1

1.3.

12.1

.1-2

, whi

chev

er

is le

ss.

11.3

.12.

1.2

The

effe

ctiv

e em

bedm

ent l

engt

h of

a h

eade

d bo

lt,

2106

.2.1

4.1

Para

2

Iden

tical

E

quiv

alen

t 'b

, sha

ll be

the

leng

th o

f em

bedm

ent m

easu

red

perp

endi

cula

r fro

m th

e su

rface

of t

he m

ason

ry to

th

e he

ad o

f the

anc

hor b

olt.

11.3

.12.

1.3

The

min

imum

effe

ctiv

e em

bedm

ent l

engt

h of

21

06.2

.14.

3 M

inim

um

Iden

tical

E

quiv

alen

t he

aded

anc

hor b

olts

res

istin

g ax

ial f

orce

s sh

all b

e em

bedm

ent l

engt

h 4

bolt

diam

eter

s or

2 in

. (51

mm

), w

hich

ever

is

grea

ter.

11.3

.12.

2 G

ives

des

ign

axia

l stre

ngth

for b

ent-b

ar a

ncho

r N

o co

rresp

ondi

ng p

rovi

sion

s E

quiv

alen

cy c

anno

t bo

lts (J

-or L

-bol

ts)

embe

dded

in m

ason

ry.

be ju

dged

11

.3.1

2.3

Whe

re th

e an

chor

bol

t edg

e di

stan

ce, I

be, e

qual

s 21

08.1

.5.2

Nom

inal

Th

e no

min

al s

hare

cap

acity

of a

ncho

r bol

ts s

hall

USC

is m

ore

or e

xcee

ds 1

2 bo

lt di

amet

ers,

the

desi

gn s

hear

an

chor

bol

t stre

ngth

be

det

erm

ined

from

the

less

er o

f tw

o eq

uatio

ns:

strin

gent

st

reng

th,

Bv, s

hall

be th

e le

sser

of t

wo

equa

tions

: B"

= 90

0V f;

,Ab

B" =

1750

1/lV

J,;,A

h B"

=

0.25A

hf,

B"

=

0,6¢

A;,

/y

whe

re: <

jl = st

reng

th r

educ

tion

fact

or,

equa

l to

0.5

92

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

fo

r 1 s

t eqn

. and

equ

als

0.9

for t

he 2

nd.

2108

.4.5

Anc

hor

Ab =

effec

tive

tens

ile s

tress

are

a of

the

head

ed

Anch

or b

olts

: <1> =

0.8

anch

or b

olt

11.3

.12.

4 21

07.1

.5.4

Com

bine

d Id

entic

al

Equi

vale

nt.

shea

r and

tens

ion

11.4

DET

AILS

OF

2108

.2.2

R

EIN

FOR

CEM

ENT

Rei

nfor

cem

ent

. req

uire

men

ts a

nd

deta

ils

11.4

.1 G

ener

al

11.4

.1.1

D

etai

ls of

rein

forc

emen

t sha

ll be

sho

wn

on th

e No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

co

ntra

ct d

ocum

ents

. be

judg

ed.

11.4

.1.2

R

einf

orcin

g ba

rs s

hall

be e

mbe

dded

in g

rout

. 21

08.2

.2.3

Cov

er

Esse

ntia

lly th

e sa

me

Equi

vale

nt

11.4

.2 S

ize o

f R

einf

orce

men

t 11

.4.2

.1

Rei

nfor

cing

bars

use

d in

mas

onry

sha

ll no

t be

2108

.2.2

.1 M

axim

um

The

max

imum

siz

e of

rei

nfor

cem

ent s

hall

be N

o.

USC

is le

ss

larg

er th

an a

NO

.9 b

ar. T

he b

ar d

iam

eter

sha

ll no

t re

info

rcem

ent

9. T

he d

iam

eter

of a

bar

sha

ll no

t exc

eed

one-

rest

rictiv

e.

exce

ed o

ne-e

ight

h of

the

nom

inal

wal

l thi

ckne

ss

(Stre

ngth

des

ign)

fo

urth

the

leas

t dim

ensi

on o

f a ce

ll. No

mor

e th

an

and

shal

l not

exc

eed

one-

quar

ter o

f the

leas

t cle

ar

two

bars

sha

ll be

pla

ced

in a

cell

of a

wal

l or a

di

men

sion

of th

e ce

ll, co

urse

or c

olla

r joi

nt. T

he

wal

l fra

me.

ar

ea o

f rei

nfor

cing

bars

sha

ll no

t exc

eed

4 pe

rcen

t Th

e 4

perc

ent r

equi

rem

ent i

s no

t inc

lude

d.

of th

e ce

ll ar

ea.

11.4

.2.2

Lo

ngitu

dina

l and

cro

ss w

ire jo

int r

einf

orce

men

t No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

sh

all b

e a

min

imum

W1.

1, (

0.01

1 m

m2 )

and

sha

ll be

judg

ed

not e

xcee

d on

e-ha

lf th

e jo

int t

hick

ness

. 11

.4.3

Pla

cem

ent

2108

.2.2

.2 P

lace

men

t Li

mits

for

Rei

nfor

cem

ent

11.4

.3.1

Th

e cl

ear d

ista

nce

betw

een

para

llel r

einf

orci

ng

No c

orre

spon

ding

pro

visi

on

Equi

vale

ncy

cann

ot

bars

sha

ll no

t be

less

than

the

nom

inal

dia

met

er

be ju

dged

of

the

bars

nor

less

than

1 in

.

93

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

USC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

11

.4.3

.2

In c

olum

ns a

nd p

ilast

ers,

the

clear

dis

tanc

e In

colu

mns

and

pie

rs, t

he c

lear

dist

ance

bet

wee

n Eq

uiva

lent

be

twee

n ve

rtica

l rei

nfor

cing

bars

sha

ll no

t be

less

ve

rtica

l rei

nfor

cing

bars

sha

ll no

t be

less

than

one

th

an o

ne a

nd o

ne-h

alf t

imes

the

nom

inal

bar

an

d on

e-ha

lf tim

es th

e no

min

al b

ar d

iam

eter

, nor

di

amet

er, n

or le

ss th

an 1

-1/2

in.

less

than

1 V2

inch

es.

,

11.4

.3.3

Th

e cle

ar d

istan

ce li

mita

tions

bet

wee

n re

info

rcin

g No

cor

resp

ondi

ng p

rovis

ion

Equi

vale

ncy

cann

ot

bars

sha

ll al

so a

pply

to th

e cle

ar d

ista

nce

be ju

dged

be

twee

n a

cont

act l

ap s

plice

and

adj

acen

t spl

ices

or b

ars

11.4

.3.4

R

einf

orcin

g ba

rs s

hall

not b

e bu

ndle

d.

No c

orre

spon

ding

pro

visi

on

USC

is le

ss

rest

rictiv

e 11

.4.4

Cov

er fo

r 21

08.2

.2.3

Cov

er

rein

forc

emen

t

11.4

.4.1

R

einf

orcin

g ba

rs s

hall

have

a m

inim

um th

ickn

ess

All r

einf

orcin

g ba

rs s

hall

be c

ompl

etel

y em

bedd

ed

Con

side

red

of m

ason

ry a

nd g

rout

cov

er n

ot le

ss th

an 2

-1/2

db

in m

orta

r or g

rout

and

sha

ll ha

ve a

cove

r of n

ot

equi

vale

nt

nor l

ess

than

the

follo

win

g:

less

than

1-1

/2 in

ches

nor

less

than

2.5

db.

a. W

here

the

mas

onry

face

is e

xpos

ed to

ear

th o

r w

eath

er, 2

in. f

or b

ars

larg

er th

an N

o.5

and

1-1/

2 in.

for N

o.5

bar o

r sm

alle

r. b.

Whe

re th

e m

ason

ry is

not

exp

osed

to e

arth

or

wea

ther

, 1-

1/2i

n.

11.4

.4.2

Th

e m

inim

um g

rout

thic

knes

s be

twee

n re

info

rcin

g No

cor

resp

ondi

ng p

rovis

ion

USC

is le

ss

bars

and

mas

onry

uni

ts s

hall

be 1

4 in.

for f

ine

rest

rictiv

e.

grou

t or V

2 in

for c

oars

e gr

out.

11.4

.4.3

Lo

ngitu

dina

l wire

s of

join

t rei

nfor

cem

ent s

hall

be

No c

orre

spon

ding

pro

visio

n U

SC is

less

fu

lly e

mbe

dded

in m

orta

r or g

rout

with

a m

inim

um

rest

rictiv

e.

cove

r of V

2 in

. whe

n ex

pose

d to

ear

th o

r wea

ther

94

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

and

3/8

in. w

hen

not e

xpos

ed to

ear

th o

r wea

ther

. 11

.4.4

.4

Wal

l tie

s, a

ncho

rs, a

nd in

serts

, exc

ept a

ncho

r N

o co

rresp

ondi

ng p

rovi

sion

UB

C is

less

bo

lts n

ot e

xpos

ed to

the

wea

ther

or m

oist

ure,

re

stric

tive.

sh

all b

e pr

otec

ted

from

cor

rosi

on.

11.4

.5 D

evel

opm

ent

2108

.2.2

of

Rei

nfor

cem

ent

Rei

nfor

cem

ent

requ

irem

ent a

nd

deta

ils

11.4

.5.1

Gen

eral

Th

e ca

lcul

ated

tens

ion

or c

ompr

essio

n in

the

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

rein

forc

emen

t whe

re m

ason

ry re

info

rcem

ent i

s be

judg

ed.

anch

ored

in c

oncr

ete

shal

l be

deve

lope

d in

the

conc

rete

by

embe

dmen

t len

gth,

hoo

k or

m

echa

nica

l dev

ice

or a

com

bina

tion

ther

eof.

Hoo

ks s

hall

only

be u

sed

to d

evel

op b

ars

in te

nsio

n.

11.4

.5.2

Em

bedm

ent

The

embe

dmen

t len

gth,

Id, o

f rei

nfor

cing

bar

s 21

08.2

.2.6

Th

e em

bedm

ent l

engt

h of

rei

nfor

cem

ent s

hall

be

Con

side

red

of R

einf

orci

ng B

ars

shal

l be

dete

rmin

ed a

s fo

llow

s bu

t sha

ll no

t be

Dev

elop

men

t de

term

ined

as

follo

ws:

eq

uiva

lent

an

d W

ires

in Te

nsio

n le

ss th

an 1

2 in

. for

bar

s an

d 6

in. fo

r w

ire:

Id =

l ~ J[ O.1

5d,;

f, J

~ 52;

lb

1 =(

~J[O.1

5d;f'

J~ 52

d"

Kg:

d

(j! g

: (j!

The

min

imum

em

bedm

ent l

engt

h of

rei

nfor

cem

ent

K .1m

sh

all b

e 12

inch

es.

Min

imum

6 in

. for

wire

is n

ot in

the

UBC

. 11

.4.5

.3 S

tand

ard

2108

.2.2

.4 S

tand

ard

Hoo

ks

hook

s 11

.4.5

.3.1

Th

e te

rm s

tand

ard

hook

as

used

in th

is c

ode

shal

l m

ean

one

of th

e fo

llow

ing:

11

.4.5

.3.1

.1

A 1

80-d

egre

e tu

rn p

lus

exte

nsio

n of

at l

east

4 b

ar

Item

1

Iden

tical

Eq

uiva

lent

di

amet

ers

but n

ot le

ss th

an 2

-1/2

in. (

64 m

m) a

t fre

e en

d of

bar

. 11

.4.5

.3.1

.2

A 1

35-d

egre

e tu

rn p

lus

exte

nsio

n of

at l

east

6 b

ar

Item

2

Iden

tical

Eq

uiva

lent

di

amet

ers

at fr

ee e

nd o

f bar

. 11

.4.5

.3.1

.3

A gO

-deg

ree

turn

plu

s ex

tens

ion

of a

t lea

st 1

2 ba

r Ite

m 3

Id

entic

al

Equi

vale

nt

diam

eter

s at

free

end

of b

ar.

95

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

11

.4.5

.3.1

.4

For s

tirru

p an

d tie

anc

hora

ge o

nly,

eith

er a

135

-No

cor

resp

ondi

ng p

rovi

sion

Eq

uiva

lenc

y ca

nnot

de

gree

or a

180

-deg

ree

turn

plu

s an

ext

ensio

n of

be

judg

ed.

at le

ast 6

bar

dia

met

ers

at th

e fre

e en

d of

the

bar.

11.4

.5.3

.2

The

equi

vale

nt e

mbe

dmen

t len

gth

of s

tand

ard

No c

orre

spon

ding

pro

visio

n Eq

uiva

lenc

y ca

nnot

ho

oks

in te

nsio

n, Id

h, sh

all b

e as

follo

ws:

be

judg

ed.

Idh =

13db

11.4

.5.3

.3

The

effe

ct o

f hoo

ks fo

r bar

s in

com

pres

sion

shal

l No

cor

resp

ondi

ng p

rovis

ion

Doe

s no

t affe

ct

be n

egle

cted

in d

esig

n co

mpu

tatio

ns.

equi

vale

ncy

11.4

.5.4

Min

imum

-M

inim

um d

iam

eter

s of

ben

d 21

08.2

.2.5

Min

imum

-M

inim

um d

iam

eter

s of

ben

d Eq

uiva

lent

Be

nd D

iam

eter

for

1) N

o.3

thro

ugh

No.

7 (G

rade

=40)

= 5

db

bend

dia

met

er fo

r 1)

No.

3 th

roug

h N

o.8

= 6

db

Rei

nfor

cing

Bars

1)

No.

3 th

roug

h N

o.8

(Gra

de=5

0 or

60)

= 6

db

rein

forc

ing

bars

1)

No.

9 th

roug

h No

. 11

= 8

db

11.4

.5.4

.1

1) N

o.9

(Gra

de=5

0 or

60)

= 8

db

Tabl

e 21

-G

11.4

.5.5

No

cor

resp

ondi

ng p

rovi

sion

Eq

uiva

lenc

y ca

nnot

D

evel

opm

ent o

f be

judg

ed.

Shea

r Rei

nfor

cem

ent

11.4

.5.5

.1

Shea

r rei

nfor

cem

ent s

hall

exte

nd th

e de

pth

of th

e m

embe

r les

s co

ver d

istan

ces.

11

.4.5

.5.2

11

.4.5

.5.3

11.4

.5.6

Spl

ices

of

2108

.2.2

.7 S

plice

s R

einf

orce

men

t 11

.4.5

.6.1

Lap

La

p sp

lices

sha

ll no

t be

used

in p

last

ic h

inge

No

cor

resp

ondi

ng p

rovi

sion

UB

C is

less

Sp

lices

zo

nes.

The

leng

th o

f the

pla

stic

hin

ge z

one

shal

l re

stric

tive.

be

take

n as

at l

east

0.1

5 tim

es th

e di

stan

ce

betw

een

the

poin

t of z

ero

mom

ent a

nd th

e po

int

of m

axim

um m

omen

t. 11

.4.5

.6.1

.1

The

min

imum

leng

th o

f lap

, lid,

for b

ars

in te

nsio

n 21

08.2

.2.7

Spl

ices

Esse

ntia

lly th

e sa

me.

The

min

imum

6 in

. for

wire

C

onsid

ered

or

com

pres

sion

shal

l be

equa

l to

the

deve

lopm

ent

Item

1

is no

t in

the

UBC.

eq

uiva

lent

le

ngth

, Id,

as d

eter

min

ed b

y Eq

. 11.

4.5.

2 bu

t sha

ll no

t be

less

than

12

in. (

305

mm

) for

bar

s an

d 6

in.

(152

mm

) for

wire

.

96

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

11.4

.5.6

.1.2

Ba

rs s

plic

ed b

y no

ncon

tact

lap

splic

es s

hall

be

2108

.2.2

.7 S

plic

es

Iden

tical

Eq

uiva

lent

sp

aced

tran

sver

sely

a d

ista

nce

not g

reat

er th

an

Item

1

one-

fifth

the

requ

ired

leng

th o

f lap

or m

ore

than

8

inch

es.

11.4

.5.6

.2 W

elde

d A

wel

ded

splic

e sh

all b

e ca

pabl

e of

dev

elop

ing

in 21

08.2

.2.7

Spl

ices

Id

entic

al

Equi

vale

nt

Splic

es

tens

ion

125

perc

ent o

f the

spe

cifie

d yie

ld

Item

2

stre

ngth

, fy,

of t

he b

ar.

11.4

.5.6

.3

Mec

hani

cal s

plic

es s

hall

have

the

bars

con

nect

ed

2108

.2.2

.7 S

plice

s Id

entic

al

Equi

vale

nt

Mec

hani

cal

to d

evel

op in

tens

ion

or c

ompr

essi

on,

as r

equi

red,

Ite

m 3

C

onne

ctio

ns

at le

ast 1

25 p

erce

nt o

f the

spe

cifie

d yie

ld s

treng

th

of th

e ba

r. 11

.4.5

.6.4

End

In

bar

s re

quire

d fo

r com

pres

sion

only,

the

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

Bear

ing

Splic

es

trans

mis

sion

of c

ompr

essi

ve s

tress

by

bear

ing

of

be ju

dged

. 11

.4.5

.6.1

sq

uare

cut

end

s he

ld in

con

cent

ric c

onta

ct b

y a

suita

ble

devi

ce is

per

mitt

ed.

11.4

.5.6

.2

Bar e

nds

shal

l ter

min

ate

in fla

t sur

face

s w

ithin

1-

1/2

degr

ees

of a

righ

t ang

le to

the

axis

of th

e ba

rs

and

shal

l be

fitte

d w

ithin

3 d

egre

es o

f ful

l bea

ring

afte

r ass

embl

y.

11.4

.5.6

.3

End

bear

ing

splic

es s

hall

be u

sed

only

in

mem

bers

con

tain

ing

close

d tie

s, c

lose

d st

irrup

s or

sp

irals.

11

.5 S

TREN

GTH

21

08 S

TREN

GTH

AN

D D

ESIG

N O

F D

EFO

RM

ATIO

N

MAS

ON

RY

REQ

UIR

EMEN

TS

2108

.1 G

ener

al

11.5

.1 G

ener

al

Mas

onry

stru

ctur

es a

nd m

ason

ry m

embe

rs s

hall

2108

.1 G

ener

al

NEH

RP

requ

irem

ent i

s no

t sta

ted

expl

icitly

. D

oes

not a

ffect

be

des

igne

d to

hav

e st

reng

th a

t all

sect

ions

at

2108

.1.1

Gen

eral

eq

uiva

lenc

y le

ast e

qual

to th

e re

quire

d st

reng

th c

alcu

late

d fo

r pr

ovis

ions

th

e fa

ctor

ed lo

ads

in su

ch c

ombi

natio

ns a

s ar

e st

ipul

ated

in th

ese

prov

isio

ns.

11.5

.2 R

equi

red

The

requ

ired

stre

ngth

sha

ll be

det

erm

ined

in

2108

.1.3

Req

uire

d Es

sent

ially

iden

tical

C

onsid

ered

st

reng

th

acco

rdan

ce w

ith C

hapt

ers

2 an

d 3.

st

reng

th

equi

vale

nt

97

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 11

.5.3

Des

ign

Des

ign

stre

ngth

pro

vided

by

a m

embe

r and

its

2108

.1.4

Des

ign

Des

ign

stre

ngth

is d

efin

ed th

e sa

me

way.

Not

Eq

uiva

lenc

y ca

nnot

St

reng

th

conn

ectio

ns to

oth

er m

embe

rs a

nd it

s cr

oss

stre

ngth

al

l <jl-

fact

ors

are

the

sam

e.

be ju

dged

se

ctio

ns in

term

s of

flex

ure,

axia

l loa

d, a

nd s

hear

sh

all b

e ta

ken

as th

e no

min

al s

treng

th m

ultip

lied

by a

stre

ngth

red

uctio

n fa

ctor

, <jl,

as s

pecif

ied

in Ta

ble

11.5

.3.

11.5

.4 D

efor

mat

ion

2108

.2.4

.6 D

efle

ctio

n D

iffer

ent p

rovis

ions

and

equ

atio

ns.

Equi

vale

ncy

cann

ot

Req

uire

men

ts

desig

n be

judg

ed

11.6

FLE

XUR

E AN

D AX

IAL

LOAD

S 11

.6.1

Sco

pe

This

sect

ion

shal

l app

ly to

the

desig

n of

mas

onry

No

cor

resp

ondi

ng p

rovi

sion

D

oes

not a

ffect

m

embe

rs s

ubje

ct to

flex

ure

or a

xial l

oads

or t

o eq

uiva

lenc

y co

mbi

ned

flexu

re a

nd a

xial l

oads

. 11

.6.2

Des

ign

2108

.2 R

einf

orce

d R

equi

rem

ents

for

Mas

onry

R

einf

orce

d M

ason

ry

2108

.2.1

.1 S

cope

M

embe

rs

11.6

.2.1

St

reng

th d

esig

n of

mem

bers

for f

lexu

re a

nd a

xial

2108

.2.1

.2 D

esig

n Es

sent

ially

the

sam

e ex

cept

for t

he fo

llow

ing

The

mod

ificat

ion

of

load

s sh

all b

e in

acco

rdan

ce w

ith p

rinci

ples

of

assu

mpt

ions

di

ffere

nces

: th

e st

ress

blo

ck

engi

neer

ing

mec

hani

cs, a

nd in

acc

orda

nce

with

1.

The

para

met

ers

of re

ctan

gula

r stre

ss b

lock

m

akes

the

USC

the

follo

win

g de

sign

assu

mpt

ions

: (in

Item

e o

f NEH

RP)

hav

e be

en m

odifie

d:

slig

htly

less

a.

Stra

in in

rei

nfor

cem

ent a

nd m

ason

ry s

hall

be

(1)

mas

onry

stre

ss c

hang

ed fr

om 0

.8 f m

' to

rest

rictiv

e as

sum

ed d

irect

ly p

ropo

rtion

al to

the

dist

ance

from

0.

85 fm

'. th

e ne

utra

l axis

, exc

ept f

or d

eep

flexu

ral m

embe

rs

(2)

the

para

met

er "a

" has

bee

n ch

ange

d w

ith o

vera

ll de

pth

to c

lear

spa

n ra

tio g

reat

er th

an

from

0.8

0 c

to 0

.85

c. 2/

5 fo

r con

tinuo

us s

pan

mem

bers

and

4/5

for

2.

"exc

ept f

or d

eep

flexu

ral m

embe

rs ...

" in

simpl

e sp

an m

embe

rs w

here

a n

onlin

ear

NEH

RP

item

a is

not

inclu

ded.

di

strib

utio

n of

stra

in s

hall

be c

onsid

ered

. 3.

In

clude

s an

add

itiona

l exp

licitly

sta

ted

b. M

axim

um u

sabl

e st

rain

, emu

, at t

he e

xtre

me

assu

mpt

ion.

Rei

nfor

cem

ent i

s co

mpl

etel

y m

ason

ry c

ompr

essio

n fib

er s

hall

be a

ssum

ed

surro

unde

d by

and

bon

ded

to m

ason

ry

equa

l to

0.00

25 fo

r con

cret

e m

ason

ry a

nd 0

.003

5 m

ater

ial s

o th

at th

ey w

ork

toge

ther

as

a fo

r cla

y-un

it m

ason

ry.

hom

ogen

eous

mat

eria

l. c.

Stre

ss in

rei

nfor

cem

ent b

elow

the

spec

ified

yield

stre

ngth

, fy'

shal

l be

take

n as

the

mod

ulus

of

98

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

el

astic

ity,

E s' tim

es th

e st

eel s

train

. Fo

r stra

ins

grea

ter t

han

thos

e co

rresp

ondi

ng to

the

spec

ified

yield

stre

ngth

, fy'

the

stre

ss in

the

rein

forc

emen

t

shal

l be

cons

ider

ed in

depe

nden

t of s

train

and

eq

ual t

o th

e sp

ecifie

d yie

ld s

treng

th,

fy'

d. T

ensi

le s

treng

th o

f mas

onry

sha

ll be

neg

lect

ed

in ca

lcul

atin

g th

e fle

xura

l stre

ngth

of a

rein

forc

ed

mas

onry

cro

ss s

ectio

n.

e. F

lexu

ral c

ompr

essio

n in

mas

onry

sha

ll be

as

sum

ed to

be

an e

quiv

alen

t rec

tang

ular

stre

ss

bloc

k. M

ason

ry s

tress

of 0

.80

times

the

spec

ified

com

pres

sive

stre

ngth

, fm

' sh

all b

e as

sum

ed to

be

unifo

rmly

dis

tribu

ted

over

an

equi

vale

nt

com

pres

sion

zone

bou

nded

by

edge

s of

the

cros

s se

ctio

n an

d a

stra

ight

line

loca

ted

para

llel t

o th

e ne

utra

l axis

at a

dis

tanc

e a

= 0

.80

c fro

m th

e fib

er

of m

axim

um c

ompr

essi

ve s

train

. 11

.6.2

.2

Spec

ifies

max

imum

rei

nfor

cem

ent r

atio

s fo

r wal

ls No

cor

resp

ondi

ng p

rovi

sion

Eq

uiva

lenc

y ca

nnot

su

bjec

ted

to in

-pla

ne a

s w

ell a

s ou

t-of-p

lane

be

judg

ed

forc

es.

11.6

.2.3

M

embe

rs s

ubje

ct to

com

pres

sive

axia

l loa

d sh

all

No c

orre

spon

ding

pro

visi

on

Equi

vale

ncy

cann

ot

be d

esig

ned

for t

he m

axim

um m

omen

t tha

t can

be

judg

ed

acco

mpa

ny th

e ax

ial l

oad.

The

req

uire

d m

omen

t, M

u, sh

all i

nclu

de th

e m

omen

t ind

uced

by

rela

tive

late

ral d

ispl

acem

ents

. 11

.6.3

Des

ign

of

2107

.3 D

esig

n of

Eq

. (7-

39)

of th

e U

SC is

a s

cale

d-do

wn

vers

ion

of

Equi

vale

ncy

cann

ot

Plai

n (U

nrei

nfor

ced)

un

rein

forc

ed m

ason

ry

Eq. (

11.6

.3.5

-1)

of N

EHR

P, b

ecau

se N

EHR

P be

judg

ed

Mas

onry

Mem

bers

(w

orkin

g st

ress

us

es s

treng

th d

esig

n, w

hile

the

USC

uses

wor

king

11.6

.3.1

St

reng

th d

esig

n of

mem

bers

for f

lexu

re a

nd a

xial

met

hod)

st

ress

des

ign.

lo

ad s

hall

be in

acc

orda

nce

with

prin

cipl

es o

f en

gine

erin

g m

echa

nics

. 11

.6.3

.2

Stra

in in

mas

onry

sha

ll be

ass

umed

dire

ctly

I

prop

ortio

nal t

o th

e di

stan

ce fr

om th

e ne

utra

l axis

.

99

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

1

11.6

.3.3

Fl

exur

al te

nsio

n in

mas

onry

sha

ll be

ass

umed

di

rect

ly p

ropo

rtion

al to

stra

in.

11.6

.3.4

Fl

exur

al c

ompr

essi

ve s

tress

in c

ombi

natio

n w

ith

axia

l com

pres

sive

stre

ss in

mas

onry

sha

ll be

as

sum

ed d

irect

ly p

ropo

rtion

al to

stra

in.

Max

imum

co

mpr

essi

ve s

tress

sha

ll no

t exc

eed

0.85

fm'.

11.6

.3.5

D

esig

n ax

ial l

oad

stre

ngth

sha

ll be

in a

ccor

danc

e w

ith E

q. 1

1.6.

3.5-

1 or

Eq.

11.

6.3.

5-2

11.7

SH

EAR

11

.7.1

Sco

pe

Prov

ision

s of

this

sec

tion

shal

l app

ly fo

r des

ign

of

No c

orre

spon

ding

pro

visio

n D

oes

not a

ffect

m

embe

rs s

ubje

ct to

she

ar.

equi

vale

ncy

11.7

.2 S

hear

stre

ngth

D

esig

n of

cro

ss s

ectio

ns s

ubje

cted

to s

hear

sha

ll No

exp

licit

corre

spon

ding

pro

visi

on

Doe

s no

t affe

ct

11.7

.2.1

be

bas

ed o

n:

equi

vale

ncy

Vu <

<l> V

n 11

.7.2

.2

The

desig

n sh

ear s

treng

th, <

l> V

n, sh

all e

xcee

d th

e No

cor

resp

ondi

ng p

rovi

sion

U

BC is

less

shea

r cor

resp

ondi

ng to

the

deve

lopm

ent o

f 1.2

5 st

ringe

nt.

times

the

nom

inal

flex

ural

stre

ngth

of t

he m

embe

r, ex

cept

that

the

nom

inal

she

ar s

treng

th n

eed

not

exce

ed 2

.5 ti

mes

V u'

11.7

.3 D

esig

n of

N

omin

al s

hear

stre

ngth

, Vn,

shal

l be

com

pute

d as

21

08.2

.3.6

.2 N

omin

al

Som

ewha

t diff

eren

t pro

visio

ns, a

s sh

own

belo

w:

Equi

vale

ncy

cann

ot

Rei

nfor

ced

mas

onry

fo

llow

s:

shea

r stre

ngth

N

omin

al s

hear

stre

ngth

, Vn,

shal

l be

com

pute

d as

be

judg

ed.

Mem

bers

\1"

= \1

,/1 +

V~

(Bea

ms,

pie

rs a

nd

follo

ws:

v", =

[4.0 -

J.75( ~ J

JAn

.Jl +

0.25P

co

lum

ns)

VII

= V

III +

Vs

v", =

Cd

A,g

. =>

63C

dA

"max

iIll1

l1/l

v, =

0.5( ~ )f

A'

v, =

A,P

nf y

1. T

he n

omin

al s

hear

stre

ngth

sha

ll no

t exc

eed

For M

I Vd v

< 0.

25:

the

valu

e gi

ven

in T

able

21-

J

V,,

(1/I

0X

) =

6.J

l All

2. T

he v

alue

of

Vm s

hall

be a

ssum

ed to

be

zero

For M

I Vd v

< 1

.00:

w

ithin

any

regi

on s

ubje

cted

to n

et te

nsio

n fa

ctor

ed

vl/

(mclr

) =

4g

All lo

ads.

3.

The

val

ue o

f Vm

shal

l be

assu

med

to b

e 25

psi

whe

re M

u is

grea

ter t

han

0.7M

n. T

he re

quire

d m

omen

t, M

u, fo

r sei

smic

des

ign

for c

ompa

rison

s

100

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

w

ith th

e 0.

7 Mn

val

ue o

f thi

s se

ctio

n sh

all b

e ba

sed

on a

n R

of 2

.

2108

.2.5

.5 S

hear

Sh

ear s

treng

th s

hall

be a

s fo

llow

s:

stre

ngth

(W

all d

esig

n 1.

The

nom

inal

she

ar s

treng

th s

hall

be

for

in-p

lane

load

s)

dete

rmin

ed u

sing

eith

er It

em 2

or 3

bel

ow.

Max

imum

nom

inal

she

ar s

treng

th v

alue

s ar

e de

term

ined

from

Tab

le 2

1-J.

2.

The

nom

inal

she

ar s

treng

th o

f the

she

ar w

all

shal

l be

dete

rmin

ed fr

om F

orm

ula

give

n be

low

, ex

cept

as

prov

ided

in It

em 3

: V;,

==

v'n +

v.;

\011 ;

:::: C;

-/A,/II

K,

~ =

!Im

P "f

"

3. F

or a

she

ar w

all w

hose

nom

inal

she

ar s

treng

th

exce

eds

the

shea

r cor

resp

ondi

ng to

dev

elop

men

t of

its

nom

inal

flex

ural

stre

ngth

, tw

o sh

ear r

egio

ns

exist

. ..

....

....

....

11

.7.4

Des

ign

of

Plai

n (U

nrei

nfor

ced)

M

ason

ry M

embe

rs

11.7

.4.1

N

omin

al s

hear

stre

ngth

, Vn,

is gi

ven.

N

o co

rresp

ondi

ng p

rovi

sion

Eq

uiva

lenc

y ca

nnot

be

judg

ed.

11.8

SPE

CIA

L R

EQU

IREM

ENTS

FO

R BE

AMS

11.8

.1

The

spac

ing

betw

een

late

ral s

uppo

rts s

hall

be

2108

.2.3

.9

Onl

y th

e m

inim

um v

alue

is g

iven.

Eq

uiva

lenc

y ca

nnot

de

term

ined

by

the

requ

irem

ents

for o

ut o

f-pla

ne

Dim

ensi

onal

lim

its

be ju

dged

. lo

adin

g, b

ut it

sha

ll no

t exc

eed

32 ti

mes

the

leas

t Ite

m 1

.2

wid

th o

f bea

m.

11.8

.2

The

effe

cts

of la

tera

l ecc

entri

city

of l

oad

shal

l be

No c

orre

spon

ding

pro

visi

on

Equi

vale

ncy

cann

ot

take

n in

to a

ccou

nt in

det

erm

inin

g sp

acin

g of

be

judg

ed.

late

ral s

u~ports.

101

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 11

.8.3

Th

e m

inim

um p

ositiv

e re

info

rcem

ent r

atio

p in

a

2108

.2.3

.10.

2 Th

e no

min

al fl

exur

al s

treng

th o

f a b

eam

sha

ll no

t Eq

uiva

lenc

y ca

nnot

be

am s

hall

not b

e le

ss th

an 1

20/f y

exc

ept t

hat t

his

Long

itudi

nal

be le

ss th

an 1

.3 ti

mes

the

nom

inal

cra

ckin

g be

judg

ed.

min

imum

pos

itive

stee

l rei

nfor

cem

ent r

atio

nee

d re

info

rcem

ent

mom

ent s

treng

th o

f the

bea

m. T

he m

odul

us o

f no

t be

satis

fied

if th

e ar

ea o

f rei

nfor

cem

ent

Item

2

rupt

ure,

fr, f

or th

is c

alcu

latio

n sh

all b

e as

sum

ed to

pr

ovid

ed o

ne th

ird g

reat

er th

an th

at re

quire

d by

be

235

psi.

an

alys

is fo

r gra

vity

load

s an

d th

e S

eism

ic D

esig

n C

ateg

ory

is A,

B, o

r C.

11.8

.4 D

eep

Flex

ural

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

M

embe

rs

be ju

dged

. 11

.9 S

PEC

IAL

2108

.2.3

.12

Col

umns

R

EQU

IREM

ENTS

FO

R C

OLU

MN

S 11

.9.1

Ar

ea o

f lon

gitu

dina

l rei

nfor

cem

ent f

or c

olum

ns

2108

.2.3

.12.

2 Es

sent

ially

the

sam

e ex

cept

that

the

max

imum

U

SC is

mor

e sh

all b

e no

t les

s th

an 0

.005

nor

mor

e th

an 0

.04

Long

itudi

nal

rein

forc

emen

t are

a is

0.03

Ae. i

n th

e UB

C.

strin

gent

. tim

es c

ross

-sec

tiona

l are

a of

the

colu

mn.

re

info

rcem

ent

11.9

.2

Ther

e sh

all b

e a

min

imum

of f

our l

ongi

tudi

nal b

ars

in co

lum

ns.

11.9

.3

Late

ral t

ies

shal

l be

prov

ided

to r

esist

she

ar a

nd

2108

.2.3

.12.

3 La

tera

l 1.

Late

ral t

ies

shal

l be

prov

ided

in a

ccor

danc

e C

onsi

dere

d sh

all c

ompl

y w

ith th

e fo

llow

ing

ties

with

Sec

tion

2106

.3.6

. eq

uiva

lent

. a.

Lat

eral

ties

sha

ll be

at l

east

1/4

in. i

n di

amet

er.

2. M

inim

um la

tera

l rei

nfor

cem

ent a

rea

shal

l be

b. V

ertic

al s

pacin

g of

late

ral t

ies

shal

l not

exc

eed

0.00

18A

e.

16 lo

ngitu

dina

l bar

dia

met

ers,

48

late

ral t

ie

The

seco

nd r

equi

rem

ent i

s no

t in

NEH

RP.

di

amet

ers,

nor

the

leas

t cro

ss s

ectio

nal d

imen

sion

of th

e co

lum

n.

2106

.3.6

Lat

eral

ties

Si

mila

r to

NEH

RP

requ

irem

ents

. c.

Late

ral t

ies

shal

l be

arra

nged

suc

h th

at e

very

M

inim

um s

ize s

pecif

ied

for l

ater

al re

info

rcem

ent.

corn

er a

nd a

ltern

ate

long

itudi

nal b

ar s

hall

have

D

istan

ce fr

om to

p of

foot

ing

or fr

om b

otto

m o

f la

tera

l sup

port

prov

ided

by

the

corn

er o

f a la

tera

l sh

allo

wes

t fra

min

g be

am n

ot s

pecif

ied.

tie

with

an

inclu

ded

angl

e of

not

mor

e th

an 1

35

degr

ees

and

no b

ar s

hall

be fa

rther

than

6 in

....

d. L

ater

al ti

es s

hall

be lo

cate

d ve

rtica

lly n

ot m

ore

than

one

-hal

f lat

eral

tie

spac

ing

abov

e th

e to

p of

fo

otin

g or

sla

b in

any

stor

y ...

e. W

here

bea

ms

or b

rack

ets

fram

e in

to a

colu

mn

from

four

dire

ctio

ns, l

ater

al ti

es m

ay b

e te

rmin

ated

102

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

not m

ore

than

3 in

. bel

ow lo

wes

t rei

nfor

cem

ent i

n th

e sh

allo

wes

t of s

uch

beam

s or

bra

cket

s.

11.1

0 SP

ECIA

L Th

e no

min

al fl

exur

al s

treng

th o

f the

wal

l for

out

-21

08.2

.4 W

all d

esig

n D

iffer

ent p

rovi

sion

s. N

o m

inim

um r

einf

orce

men

t N

ot e

quiv

alen

t R

EQU

IREM

ENTS

of

-pla

ne fl

exur

e sh

all b

e at

leas

t equ

al to

1.3

fo

r out

-of-p

lane

load

s sp

ecifie

d.

FOR

WAL

LS

times

the

crac

king

mom

ent s

treng

th o

f the

wall

.

11.1

1 SP

ECIA

L SE

CTI

ON

210

6-R

EQU

IREM

ENTS

G

ENER

AL D

ESIG

N

FOR

SH

EAR

WAL

LS

REQ

UIR

EMEN

TS

11.1

1.1

Ord

inar

y Th

e de

sign

of o

rdin

ary

plai

n m

ason

ry s

hear

wal

ls No

cor

resp

ondi

ng p

rovi

sion

Eq

uiva

lenc

y ca

nnot

Pl

ain

mas

onry

She

ar

shal

l be

in ac

cord

ance

with

Sec

. 11.

3.2

(Em

piric

al

be ju

dged

. W

alls

desi

gn)

or S

ec. 1

1.3.

3 (U

nrei

nfor

ced

mas

onry

de

sign

). No

rein

forc

emen

t is

requ

ired

to re

sist

seis

mic

forc

es.

11.1

1.2

Det

aile

d Th

e de

sign

of d

etai

led

plai

n m

ason

ry s

hear

wal

ls No

cor

resp

ondi

ng p

rovi

sion

Eq

uiva

lenc

y ca

nnot

Pl

ain

Mas

onry

She

ar

shal

l be

in ac

cord

ance

with

Sec

. 11.

3.3

be ju

dged

. W

alls

(Unr

einf

orce

d m

ason

ry d

esig

n).

Det

aile

d pl

ain

mas

onry

she

ar w

alls

shal

l hav

e m

inim

um

amou

nts

of re

info

rcem

ent a

s pr

escr

ibed

in

Sect

ions

11.

3.7.

3 an

d 11

.3.7

.4.

11.1

1.3

Ord

inar

y Th

e de

sign

of o

rdin

ary

rein

forc

ed m

ason

ry s

hear

No

cor

resp

ondi

ng p

rovi

sion

Eq

uiva

lenc

y ca

nnot

R

einf

orce

d M

ason

ry

wal

ls sh

all b

e in

acco

rdan

ce w

ith S

ec. 1

1.3.

4 be

judg

ed.

Shea

r Wal

ls (R

einf

orce

d m

ason

ry d

esig

n).

No p

resc

riptiv

e se

ism

ic r

einf

orce

men

t is

requ

ired

for

ordi

nary

re

info

rced

mas

onry

she

ar w

alls

11.1

1.4

Inte

rmed

iate

Th

e de

sign

of in

term

edia

te r

einf

orce

d m

ason

ry

No c

orre

spon

ding

pro

visi

on

Equi

vale

ncy

cann

ot

Rei

nfor

ced

Mas

onry

sh

ear w

alls

shal

l be

in ac

cord

ance

with

Sec

. be

judg

ed.

Shea

r Wal

ls 11

.3.4

(Rei

nfor

ced

mas

onry

des

ign)

. In

term

edia

te

rein

forc

ed m

ason

ry s

hear

wal

ls sh

all h

ave

min

imum

am

ount

s of

rein

forc

emen

t as

pres

crib

ed

in Se

c. 1

1.3.

7.3

and

11.3

.7.4

.

103

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

11

.11.

5 Sp

ecia

l Sp

ecia

l rei

nfor

ced

mas

onry

she

ar w

alls

shal

l mee

t No

cor

resp

ondi

ng p

rovis

ion

Equi

vale

ncy

cann

ot

Rei

nfor

ced

Mas

onry

th

e re

quire

men

ts fo

r in

term

edia

te re

info

rced

be

judg

ed.

Shea

r Wal

ls m

ason

ry s

hear

wal

ls (S

ec.

11.1

1.4)

in a

dditio

n to

th

e re

quire

men

ts o

f thi

s se

ctio

n.

The

desig

n of

spe

cial

rein

forc

ed m

ason

ry s

hear

w

alls

shal

l be

in a

ccor

danc

e w

ith S

ec. 1

1.3.

4 (R

einf

orce

d m

ason

ry d

esig

n).

Spec

ial r

einf

orce

d m

ason

ry s

hear

wal

ls sh

all c

ompl

y w

ith m

ater

ial

requ

irem

ents

of S

ec. 1

1.3.

8, m

inim

um

rein

forc

emen

t req

uire

men

ts o

f Sec

. 11.

3.8.

3 an

d 11

.3.8

.4, a

nd m

inim

um th

ickn

ess

requ

irem

ents

of

Sec.

11.

3.8.

5. I

n ad

ditio

n, s

peci

al re

info

rced

m

ason

ry s

hear

wal

ls sh

all b

e re

info

rced

and

co

nstru

cted

as

requ

ired

in th

is se

ctio

n.

11.1

1.5.

1 Ve

rtica

l Th

e m

axim

um s

pacin

g of

ver

tical

rei

nfor

cem

ent i

n 21

06.1

.12.

4. S

pecia

l Th

e sp

acin

g of

rei

nfor

cem

ent i

n ea

ch d

irect

ion

USC

is le

ss

Rei

nfor

cem

ent

a sp

ecia

l rei

nfor

ced

mas

onry

she

ar w

all s

hall

be

prov

isio

ns fo

r Sei

smic

shal

l not

exc

eed

one

half

the

leng

th o

f the

st

ringe

nt.

the

smal

ler o

f: Zo

nes

3 an

d 4

elem

ent,

nor o

ne h

alf t

he h

eigh

t of t

he e

lem

ent,

a. O

ne-th

ird th

e le

ngth

of t

he w

all

2. S

hear

wal

ls no

r 48

inch

es.

b. O

ne-th

ird th

e he

ight

of t

he w

all

c. 48

in.

11.1

1.5.

2 H

orizo

ntal

Th

e m

axim

um s

pacin

g of

hor

izon

tal r

einf

orce

men

t 21

06.1

.12.

4. S

pecia

l Th

e sp

acin

g of

rei

nfor

cem

ent i

n ea

ch d

irect

ion

USC

is le

ss

Rei

nfor

cem

ent

in a

spec

ial r

einf

orce

d m

ason

ry s

hear

wal

l sha

ll pr

ovis

ions

for S

eism

ic sh

all n

ot e

xcee

d on

e ha

lf th

e le

ngth

of t

he

rest

rictiv

e.

be th

e sm

alle

r of:

Zone

s 3

and

4 el

emen

t, no

r one

hal

f the

hei

ght o

f the

ele

men

t, a.

One

-third

the

leng

th o

f the

wal

l 2.

She

ar w

alls

nor 4

8 in

ches

. b.

One

-third

the

heig

ht o

f the

wal

l c.

48 in

. d.

24

in. fo

r sta

ck b

ond

mas

onry

11

.11.

5.3

Shea

r Key

s Sp

ecific

pro

visi

ons

are

give

n fo

r cas

es w

hen

a No

cor

resp

ondi

ng p

rovis

ion

Equi

vale

ncy

cann

ot

spec

ial r

einf

orce

d m

ason

ry s

hear

wal

l is

be ju

dged

. co

nstru

cted

upo

n a

conc

rete

sur

face

.

104

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UB

C

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

11.1

1.6

Flan

ged

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

Shea

r Wal

ls be

judg

ed.

11.1

1.6.

1 W

all in

ters

ectio

ns s

hall

be c

onsid

ered

effe

ctiv

e in

trans

ferri

ng s

hear

whe

n ei

ther

con

ditio

ns (a

) or (

b)

and

cond

ition

(c) a

s no

ted

belo

w a

re m

et:

a.

The

face

she

lls o

f hol

low

mas

onry

uni

ts a

re

rem

oved

and

the

inte

rsec

tion

is fu

lly g

rout

ed.

b.

Solid

uni

ts a

re la

id in

runn

ing

bond

and

50

perc

ent o

f the

mas

onry

uni

ts a

t the

in

ters

ectio

n ar

e in

terlo

cked

. c.

Rei

nfor

cem

ent f

rom

one

inte

rsec

ting

wal

l co

ntin

ues

past

the

inte

rsec

tion

a di

stan

ce n

ot

less

than

40

bar d

iam

eter

s or

24

inch

es.

11.1

1.6.

2 Th

e w

idth

of f

lang

e co

nsid

ered

effe

ctiv

e in

com

pres

sion

on e

ach

side

of th

e w

eb s

hall

be

take

n eq

ual t

o 6

times

the

thic

knes

s of

the

web

or

shal

l be

equa

l to

the

actu

al fl

ange

on

eith

er s

ide

of th

e we

b wa

ll, w

hich

ever

is le

ss.

11.1

1.6.

3 Th

e w

idth

of f

lang

e co

nsid

ered

effe

ctiv

e in

tens

ion

on e

ach

side

of th

e w

eb s

hall

be ta

ken

equa

l to

3/4

of th

e w

all h

eigh

t or s

hall

be e

qual

to th

e ac

tual

flan

ge o

n ei

ther

sid

e of

the

web

wall

, w

hich

ever

is le

ss.

11.1

1.7

Cou

pled

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

Sh

ear W

alls

be ju

dged

. 11

.11.

7.1

Des

ign

of

Cou

pled

She

ar W

alls

11.1

1.7.

2 Sh

ear

Stre

ngth

of C

oupl

ing

Beam

s 11

.12S

PE

CIA

L 21

08.2

.6 D

esig

n of

M

OM

ENT

FRAM

ES

mom

ent-r

esis

ting

wal

l O

F M

ASO

NR

Y fra

mes

I

-

105

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

11.1

2.1

Cal

cula

tion

of

The

calc

ulat

ion

of re

quire

d st

reng

th o

f the

21

08.2

.6.1

.3 A

naly

sis

Sim

ilar

Con

side

red

Req

uire

d St

reng

th

mem

bers

sha

ll be

in a

ccor

danc

e w

ith p

rinci

ples

of

equi

vale

nt

engi

neer

ing

mec

hani

cs a

nd s

hall

cons

ider

the

effe

cts

of th

e re

lativ

e st

iffne

ss d

egra

datio

n of

the

beam

s an

d co

lum

ns.

11.1

2.2

Flex

ural

Fl

exur

al y

ield

ing

shal

l be

limite

d to

the

beam

s at

No

sim

ilar r

equi

rem

ent i

s ex

plic

itly s

tate

d.

Doe

s no

t affe

ct

Yiel

ding

th

e fa

ce o

f the

col

umns

and

to th

e bo

ttom

of t

he

equi

vale

ncy

colu

mns

at t

he b

ase

of th

e st

ruct

ure.

11

.12.

3 21

08.2

.6.2

.4

Rei

nfor

cem

ent

Rei

nfor

cem

ent

11.1

2.3.

1 Th

e no

min

al m

omen

t stre

ngth

at a

ny s

ectio

n 21

08.2

.6.2

.4

The

nom

inal

mom

ent s

treng

th a

t any

sec

tion

USC

is le

ss

alon

g a

mem

ber s

hall

not b

e le

ss th

an 1L

f.. of t

he

Rei

nfor

cem

ent

alon

g a

mem

ber s

hall

not b

e le

ss th

an o

ne fo

urth

st

ringe

nt.

high

er m

omen

t stre

ngth

pro

vide

d at

the

two

ends

Pa

ra 1

of

the

high

er m

omen

t stre

ngth

pro

vide

d at

the

two

of th

e m

embe

r. en

ds o

f the

mem

ber.

11.1

2.3.

2 La

p sp

ices

are

per

mitt

ed o

nly

with

in th

e ce

nter

21

08.2

.6.2

.4

Iden

tical

Eq

uiva

lent

ha

lf of

the

mem

ber l

engt

h.

Rei

nfor

cem

ent

Para

2

11.1

2.3.

3 Th

e di

stan

ce b

etw

een

splic

es o

n al

tern

ate

bars

is

2108

.2.6

.2.4

Id

entic

al

Equi

vale

nt

at le

ast 2

4 in

. alo

ng th

e lo

ngitu

dina

l axis

R

einf

orce

men

t Pa

ra 3

11

.12.

3.4

Rei

nfor

cem

ent s

hall

have

a sp

ecifie

d yie

ld

2108

.2.6

.2.4

R

einf

orce

men

t sha

ll ha

ve a

spec

ified

yield

U

SC is

mor

e st

reng

th o

f 60,

000

psi.

The

actu

al y

ield

stre

ngth

R

einf

orce

men

t st

reng

th o

f 60,

000

psi.

The

actu

al y

ield

stre

ngth

st

ringe

nt.

shal

l not

exc

eed

1.5

times

the

spec

ified

yield

Pa

ra 4

ba

sed

on m

ill te

sts

shal

l not

exc

eed

the

spec

ified

stre

ngth

. vie

ld s

trena

th ti

mes

1.3

. 11

.12.

4 W

all F

ram

e 21

08.2

.6.2

.5 F

lexu

ral

Beam

s m

embe

rs (b

eam

s)

11.1

2.4.

1 Fa

ctor

ed a

xial c

ompr

essio

n fo

rce

on th

e be

am

2108

.2.6

.2.5

Fle

xura

l Id

entic

al

" Eq

uiva

lent

sh

all n

ot e

xcee

d 0.

10 ti

mes

the

net c

ross

-m

embe

rs (b

eam

s)

sect

iona

l are

of t

he b

eam

, An,

times

the

spec

ified

Para

2

com

pres

sive

stre

ngth

, f'm

.

106

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

11

.12.

4.2

Beam

s sh

all b

e lim

ited

to a

rein

forc

emen

t rat

io o

f 21

08.2

.6.2

.5 F

lexu

ral

Iden

tical

Eq

uiva

lent

. 0.

15f'm

/ fy

or th

at d

eter

min

ed in

acc

orda

nce

with

m

embe

rs (b

eam

s)

Sec.

11.

6.2.

2 1.

Lon

gitu

dina

l re

info

rcem

ent

Para

4

11.1

2.4.

3 C

lear

spa

n fo

r the

bea

m s

hall

not b

e le

ss th

an 4

21

08.2

.6.1

.2

Cle

ar s

pan

for t

he b

eam

sha

ll no

t be

less

than

2

UBC

is le

ss

times

its

dept

h.

Beam

s: P

ara

1 tim

es it

s de

pth.

st

ringe

nt.

11.1

2.4.

4 N

omin

al d

epth

of t

he b

eam

sha

ll no

t be

less

than

21

08.2

.6.1

.2

Nom

inal

dep

th o

f the

bea

m s

hall

not b

e le

ss th

an

UBC

is le

ss

4 un

its o

r 32

in. (

813

mm

), w

hich

ever

is g

reat

er.

Beam

s: P

ara

2 2

units

or

16 in

. (40

6 m

m),

whi

chev

er is

gre

ater

. st

ringe

nt.

The

nom

inal

dep

th to

nom

inal

wid

th r

atio

sha

ll no

t Th

e no

min

al d

epth

to n

omin

al w

idth

rat

io s

hall

not

exce

ed 4

. ex

ceed

6.

11.1

2.4.

5 N

omin

al w

idth

of t

he b

eam

s sh

all e

qual

or e

xcee

d 21

08.2

.6.1

.2

Esse

ntia

lly th

e sa

me

Equi

vale

nt

all o

f the

follo

win

g cr

iteria

: Be

ams

Para

3

a. 8

in. (

203

mm

), b.

wid

th r

equi

red

by S

ec.

11.8

.1, a

nd

c. 1/

26 o

f the

cle

ar s

pan

betw

een

colu

mn

face

s.

11.1

2.4.

6 21

08.2

.6.2

.5 It

em 1

D

iffer

ent p

rovi

sion

s N

ot e

quiv

alen

t Lo

ngitu

dina

l Lo

ngitu

dina

l re

info

rcem

ent

Long

itudi

nal r

einf

orce

men

t sha

ll no

t be

spac

ed

rein

forc

emen

t 11

.12.

4.6.

1 m

ore

than

8 in

. (20

3 m

m) o

n ce

nter

. Lo

ngitu

dina

l rei

nfor

cem

ent s

hall

be u

nifo

rmly

11

.12.

4.6.

2 di

strib

uted

alo

ng th

e de

pth

of th

e be

am.

In li

eu o

f the

lim

itatio

ns o

f Sec

. 11

.8.2

, the

11

.12.

4.6.

3 m

inim

um r

einf

orce

men

t rat

io s

hall

be 1

30lf y

(the

met

ric e

quiv

alen

t is

0.90

1fy

whe

re fy

is in

MPa

).

11.1

2.4.

6.4

At a

ny s

ectio

n of

a be

am, e

ach

mas

onry

uni

t th

roug

h th

e be

am d

epth

sha

ll co

ntai

n lo

ngitu

dina

l re

info

rcem

ent.

11.1

2.4.

7 Tr

ansv

erse

21

08.2

.6.2

.5 It

em 2

Id

entic

al

Equi

vale

nt

Rei

nfor

cem

ent

Tran

sver

se

11.1

2.4.

7.1

Tran

sver

se re

info

rcem

ent s

hall

be h

ooke

d ar

ound

re

info

rcem

ent

top

and

botto

m lo

ngitu

dina

l bar

s an

d sh

all b

e te

rmin

ated

with

a st

anda

rd 1

80-d

egre

e ho

ok.

11.1

2.4.

7.2

With

in a

n en

d re

gion

ext

endi

ng o

ne b

eam

dep

th

107

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I fro

m w

all f

ram

e co

lum

n fa

ces

and

at a

ny re

gion

at

whi

ch b

eam

pla

stic

hing

es m

ay fo

rm d

urin

g se

ismic

or w

ind

load

ing,

max

imum

spa

cing

of

trans

vers

e re

info

rcem

ent s

hall

not e

xcee

d on

e-fo

urth

the

nom

inal

dep

th o

f the

bea

m.

11.1

2.4.

7.3

The

max

imum

spa

cing

of tr

ansv

erse

re

info

rcem

ent s

hall

not e

xcee

d 1/

2 th

e no

min

al

dept

h of

the

beam

or t

hat r

equi

red

for s

hear

st

reng

th.

11.1

2.4.

7.4

Min

imum

tran

sver

se re

info

rcem

ent r

atio

sha

ll be

0.

0015

. 11

.12.

4.7.

5 Th

e fir

st tr

ansv

erse

bar

sha

ll no

t be

mor

e th

an 4

in

ches

(102

mm

) fro

m th

e fa

ce o

f the

pie

r. 11

.12.

5 W

all F

ram

e 21

08.2

.6.2

.6 M

embe

rs

Col

umns

su

bjec

ted

to a

xial

forc

e an

d fle

xure

11

.12.

5.1

Fact

ored

axia

l com

pres

sion

forc

e on

the

wall

2108

.2.6

.2.7

Par

a 2

Esse

ntia

lly th

e sa

me

Equi

vale

nt

fram

e co

lum

n sh

all n

ot e

xcee

d 0.

15 A

n "m.

The

co

mpr

essiv

e st

ress

sha

ll al

so b

e lim

ited

by th

e m

axim

um re

info

rcem

ent r

atio

. 11

.12.

5.2

Nom

inal

dim

ensio

n of

the

colu

mn

para

llel t

o th

e 21

08.2

.6.1

.2 P

iers

Es

sent

ially

the

sam

e. T

he U

SC a

lso s

peci

fies

a Eq

uiva

lent

pl

ane

of th

e wa

ll fra

me

shal

l not

be

less

than

two

Para

1

max

imum

dim

ensio

n of

96

in.

full

units

or 3

2 in

., w

hich

ever

is g

reat

er.

11.1

2.5.

3 N

omin

al d

imen

sion

of th

e co

lum

n pe

rpen

dicu

lar t

o 21

08.2

.6.1

.2 P

iers

Id

entic

al

Equi

vale

nt

the

plan

e of

the

wall

fram

e sh

all n

ot b

e le

ss th

an 8

Pa

ra 2

in

. nor

1/1

4 of

the

clea

r hei

ght b

etw

een

beam

fa

ces.

11

.12.

5.4

The

clear

hei

ght-t

o-de

pth

ratio

of c

olum

n 21

08.2

.6.1

.2 P

iers

Id

entic

al

Equi

vale

nt

mem

bers

sha

ll no

t exc

eed

5. Pa

ra 3

11

.12.

5.5

2108

.2.6

.2.6

Item

1

Long

itudi

nal

Long

itudi

nal

Rei

nfor

cem

ent

rein

forc

emen

t

108

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

11

.12.

5.5.

1 A

min

imum

of 4

long

itudi

nal b

ars

shal

l be

210B

.2.6

.2.6

Item

1

Iden

tical

. The

USC

also

req

uire

s th

at v

aria

tion

in U

SC is

mor

e pr

ovid

ed a

t all

sect

ions

of e

very

wal

l fra

me

Para

1

rein

forc

emen

t are

a be

twee

n re

info

rced

cel

ls sh

all

strin

gent

. co

lum

n m

embe

r. no

t exc

eed

50%

. 11

.12.

5.5.

2 Th

e fle

xura

l rei

nfor

cem

ent s

hall

be u

nifo

rmly

21

0B.2

.6.2

.6Ite

m 1

Id

entic

al

Equi

vale

nt

dist

ribut

ed a

cros

s th

e m

embe

r de~

h.

Para

2

11.1

2.5.

5.3

The

nom

inal

mom

ent s

treng

th a

t any

sec

tion

210B

.2.6

.2.6

Item

1

Min

imum

rei

nfor

cem

ent r

atio

cal

cula

ted

over

the

Not

equ

ival

ent

alon

g a

mem

ber s

hall

be n

ot le

ss th

an 1

.6 ti

mes

Pa

ra 3

gr

oss

cros

s se

ctio

n sh

all b

e 0.

002.

th

e cr

ackin

g m

omen

t stre

ngth

and

the

min

imum

re

info

rcem

ent r

atio

sha

ll be

130

1&.

11.1

2.5.

5.4

Verti

cal r

einf

orce

men

t in

wal

l-fra

me

colu

mns

sha

ll 21

0B.2

.6.2

.6Ite

m 1

Th

e Se

c. 1

1.6.

2.2

requ

irem

ent d

oes

not e

xist

in

USC

is le

ss

be li

mite

d to

a m

axim

um r

einf

orce

men

t rat

io e

qual

Pa

ra 4

th

e U

SC. O

ther

wis

e th

e sa

me.

st

ringe

nt.

to th

e le

sser

of 0

.15f

mlf y

or S

ec.

11.6

.2.2

. 11

.12.

5.6

Tran

sver

se

210B

.2.6

.2.6

Item

2

Rei

nfor

cem

ent

Tran

sver

se

rein

forc

emen

t 11

.12.

5.6.

1 Tr

ansv

erse

rei

nfor

cem

ent s

hall

be h

ooke

d ar

ound

21

0B.2

.6.2

.6Ite

m 2

Id

entic

al

Equi

vale

nt

the

extre

me

long

itudi

nal b

ars

and

shal

l be

Para

1

term

inat

ed w

ith a

sta

ndar

d 1 B

O-d

egre

e ho

ok.

11.1

2.5.

6.2

The

spac

ing

of tr

ansv

erse

rei

nfor

cem

ent s

hall

not

210B

.2.6

.2.6

Item

2

Iden

tical

Eq

uiva

lent

ex

ceed

1/4

the

nom

inal

dim

ensio

n of

the

colu

mn

Para

2

para

llel t

o th

e pl

ane

of th

e w

all f

ram

e.

11.1

2.5.

6.3

Min

imum

tran

sver

se r

einf

orce

men

t rat

io s

hall

be

210B

.2.6

.2.6

Item

2

Iden

tical

Eq

uiva

lent

0.

0015

. Pa

ra 4

11

.12.

6 W

all F

ram

e 21

0B.2

.6.2

.9 J

oint

s Be

am-C

olum

n In

ters

ectio

n 11

.12.

6.1

Beam

dep

th in

the

plan

e of

the

fram

e sh

all s

atis

fy

210B

.2.6

.2.9

Ite

m 1

Id

entic

al

Equi

vale

nt

the

follo

win

g:

Gen

eral

req

uire

men

ts

1800

dhp

hb>

T

fg

and

colu

mn

dept

h sh

all b

e

109

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

4800

dbp

h >

--

Pi:

db

p =

diam

eter

of t

he la

rges

t bea

m lo

ngitu

dina

l re

info

rcin

g ba

r pas

sing

thro

ugh,

or a

ncho

red

in,

the

wal

l fra

me

beam

-col

umn

inte

rsec

tion

11.1

2.6.

2 Be

am lo

ngitu

dina

l rei

nfor

cem

ent t

erm

inat

ing

in a

2108

.2.6

.2.9

Ite

m 1

Id

entic

al

Equi

vale

nt

wal

l fra

me

colu

mn

shal

l be

exte

nded

to th

e fa

r an

d Ite

m 2

Tra

nsve

rse

face

of t

he c

olum

n an

d sh

all b

e an

chor

ed b

y a

rein

forc

emen

t st

anda

rd h

ook

bent

bac

k in

to th

e w

all f

ram

e co

lum

n.

Spec

ial h

oriz

onta

l she

ar re

info

rcem

ent c

ross

ing

a po

tent

ial d

iago

nal b

eam

col

umn

shea

r cra

ck s

hall

be p

rovi

ded

such

that

: A

, ~

O.5

V"

fy

11.1

3 G

LASS

-UN

IT

2110

GLA

SS

MAS

ON

RY

AND

MAS

ON

RY

MAS

ON

RY

VEN

EER

14

03 V

ENEE

R

11.1

3.1

Des

ign

Gla

ss-u

nit m

ason

ry a

nd m

ason

ry v

enee

r sha

ll be

No

sim

ilar r

equi

rem

ent i

s ex

plic

itly s

tate

d.

Doe

s no

t affe

ct

Late

ral F

orce

s an

d de

sign

ed a

nd d

etai

led

to r

esist

the

desig

n la

tera

l eq

uiva

lenc

y D

ispl

acem

ents

fo

rces

as

desc

ribed

in S

ec. 6

.1 a

nd 6

.2.

11.1

3.2

Gla

ss-U

nit

Ref

ers

to C

hapt

er 1

1 of

ACI

530

-95.

21

10 G

LASS

Es

sent

ially

sim

ilar p

rovi

sion

s C

onsi

dere

d M

ason

ry D

esig

n M

ASO

NR

Y eq

uiva

lent

11

.13.

3 M

ason

ry

Ref

ers

to C

hapt

er 1

2 of

ACI

530

-95.

14

03 V

ENEE

R

NEH

RP

prov

isio

ns a

re m

ore

com

preh

ensi

ve a

nd

Equi

vale

ncy

cann

ot

Vene

er D

esig

n de

taile

d.

be ju

dged

Ap

pend

ix to

Cha

pter

No

cor

resp

ondi

ng p

rovi

sion

Eq

uiva

leric

y ca

nnot

11

ALT

ERN

ATIV

E be

judg

ed

PRO

VISI

ON

S FO

R TH

E D

ESIG

N O

F M

ASO

NR

Y ST

RU

CTU

RES

110

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

!

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

i

Cha

pter

12

WO

OD

CHAP

TER

23-

STR

UC

TUR

E W

OO

D DE

SIG

N R

EQU

IREM

ENTS

12

.1 G

ener

al

The

desi

gn a

nd c

onst

ruct

ion

of w

ood

stru

ctur

es to

SE

CTI

ON

230

1 -

Esse

ntia

lly s

imila

r C

onsi

dere

d 12

.1.1

Sco

pe

resi

st s

eism

ic fo

rces

and

the

mat

eria

l use

d th

erei

n G

ENER

AL

equi

vale

nt

shal

l com

ply

with

the

requ

irem

ents

of t

his

chap

ter.

2301

.1 S

cope

12

.1.2

Ref

eren

ce

Thes

e se

ctio

ns li

st re

fere

nced

doc

umen

ts. T

he

2303

Sta

ndar

ds o

f U

BC s

tand

ards

and

rec

ogni

zed

stan

dard

s ar

e Eq

uiva

lenc

y ca

nnot

D

ocum

ents

do

cum

ents

list

ed in

thes

e se

ctio

ns a

re n

ot s

ubje

ct

qual

ity

liste

d in

Sect

ion

2303

. be

judg

ed.

12.1

.2.1

Eng

inee

red

to th

e sa

me

rule

s as

app

lied

by th

e U

BC s

uch

as

Divi

sion

III -

Des

ign

Woo

d C

onst

ruct

ion

man

dato

ry c

ode

lang

uage

and

a co

nsen

sus

spec

ificat

ions

for

ASD

12.1

.2.2

Con

vent

iona

l ap

prov

al p

roce

ss.

of w

ood

build

ings

Li

ght-F

ram

e C

onst

ruct

ion

12.1

.2.3

Mat

eria

ls

Stan

dard

s 12

.1.3

Not

atio

ns

Not

atio

ns a

re e

xpla

ined

as

they

occ

ur in

the

text

. D

oes

not a

ffect

W

ith th

e ex

cept

ion

of th

e sh

ear w

all d

imen

sion

eq

uiva

lenc

y no

tatio

ns, t

he n

otat

ions

in N

EHR

P de

al w

ith th

ose

uniq

ue to

LR

FD fo

r w

ood.

The

bas

is fo

r en

gine

ered

woo

d de

sign

in th

e U

BC is

ASD

, and

th

eref

ore

thes

e no

tatio

ns a

re n

ot fo

und

in th

e U

BC.

12.2

DES

IGN

23

01.2

Des

ign

MET

HO

DS

Met

hods

12

.2.1

Eng

inee

red

Engi

neer

ed d

esig

n of

woo

d st

ruct

ures

sha

ll us

e 23

01.2

.1 A

llow

able

D

esig

n us

ing

allo

wab

le s

tress

des

ign

met

hods

...

Equi

vale

ncy

cann

ot

Woo

d D

esig

n lo

ad a

nd r

esis

tanc

e fa

ctor

des

ign

and

shal

l be

in st

ress

des

ign

Inst

ead

of L

RFD

met

hod

of N

EHR

P.

be ju

dged

. ac

cord

ance

with

the

refe

renc

es in

Sec

. 12.

1.2.

1.

12.2

.2 C

onve

ntio

nal

Whe

re p

erm

itted

by

Sec.

12.

7 an

d 12

.8, w

ood

2301

.2.2

Con

vent

iona

l Es

sent

ially

sim

ilar

Con

side

red

Ligh

t-Fra

me

stru

ctur

es a

re p

erm

itted

to b

e co

nstru

cted

in

light

-fram

e eq

uiva

lent

C

onst

ruct

ion

acco

rdan

ce w

ith th

e pr

ovis

ions

of S

ec.

12.5

. co

nstru

ctio

n

111

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

USC

(con

tinue

d)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 12

.2.2

.1

Prov

ides

for c

ases

whe

re a

stru

ctur

e of

oth

erw

ise

2320

.2 D

esig

n of

C

onsi

dere

d co

nven

tiona

l con

stru

ctio

n co

ntai

ns s

truct

ural

Po

rtion

s eq

uiva

lent

el

emen

ts n

ot c

onfo

rmin

g to

con

vent

iona

l co

nstru

ctio

n.

12.3

ENG

INEE

RED

WO

OD

C

ON

STR

UC

TIO

N

12.3

.1 G

ener

al

No c

orre

spon

ding

pro

visi

ons

Doe

s no

t affe

ct

equi

vale

ncy

12.3

.2 F

ram

ing

All w

ood

colu

mns

and

pos

ts s

hall

be fr

amed

to

2314

Pos

t-bea

m

Esse

ntia

lly s

imila

r pro

visi

ons

Con

side

red

Req

uire

men

ts

prov

ide

full

end

bear

ing.

Alte

rnat

ivel

y, c

olum

n an

d C

onne

ctio

ns

equi

vale

nt

post

end

con

nect

ions

sha

ll be

des

igne

d to

res

ist

the

full

com

pres

sive

load

s, n

egle

ctin

g al

l end

be

arin

g ca

paci

ty".

12.3

.3 D

efor

mat

ion

Def

orm

atio

n co

mpa

tibilit

y of

con

nect

ions

with

in

2315

.1 G

ener

al

Esse

ntia

lly s

imila

r pro

visi

ons

Con

side

red

Com

patib

ility

and

betw

een

stru

ctur

al e

lem

ents

sha

ll be

Pa

ra 1

and

2 eq

uiva

lent

R

equi

rem

ents

co

nsid

ered

in d

esig

n su

ch th

at th

e de

form

atio

n of

ea

ch e

lem

ent a

nd c

onne

ctio

n co

mpr

isin

g th

e se

ism

ic-fo

rce-

resi

stin

g sy

stem

is c

ompa

tible

with

th

e de

form

atio

ns o

f the

oth

er s

eism

ic-fo

rce-

resis

ting

elem

ents

and

con

nect

ions

and

with

the

over

all s

yste

m. S

ee S

ec. 5

.2.8

for s

tory

drif

t lim

itatio

ns.

12.3

.4 D

esig

n Li

mita

tions

12

.3.4

.1 W

ood

a.

2315

.2 W

ood

Iden

tical

exc

ept f

or th

e fo

llow

ing

chan

ge in

drif

t U

SC is

equ

ivale

nt to

M

embe

rs R

esist

ing

b.

Mem

bers

Res

istin

g lim

it:

mor

e re

stric

tive

Hor

izon

tal S

eism

ic

c. C

ombi

ned

defle

ctio

ns o

f dia

phra

gms

and

shea

r H

oriz

onta

l For

ces

Def

lect

ions

of h

oriz

onta

l and

ver

tical

dia

phra

gms

Forc

es C

ontri

bute

d w

alls

shal

l not

per

mit

per s

tory

drif

t of s

uppo

rted

Con

tribu

ted

by

shal

l not

per

mit

per-s

tory

def

lect

ions

of s

uppo

rted

by M

ason

ry a

nd

mas

onry

or c

oncr

ete

wal

ls to

exc

eed

the

limits

of

Mas

onry

and

Con

cret

e m

ason

ry o

r con

cret

e w

alls

to e

xcee

d 0.

005

times

C

oncr

ete

Tabl

e 5.

2.8.

ea

ch s

tory

hei

ght.

d.

e.

112

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I

12.3

.4.2

Hor

izon

tal

This

sect

ion

1) d

efin

es a

flexi

ble

diap

hrag

m a

nd a

16

30.6

Hor

izont

al

Both

the

NEH

RP

Prov

isio

ns a

nd U

BC d

efin

e UB

C is

equi

vale

nt to

D

istri

butio

n of

She

ar

rigid

dia

phra

gm, a

nd 2

) allo

ws

open

fron

t di

strib

utio

n of

she

ar

flexi

ble

vs. r

igid

dia

phra

gm th

e sa

me.

The

maj

or

less

res

trict

ive

stru

ctur

es w

ith r

igid

woo

d di

aphr

agm

s (in

cludi

ng

3rd p

ara

diffe

renc

e be

twee

n N

EHR

P an

d U

BC is

that

in

thos

e ca

ntile

verin

g pa

st th

e ou

term

ost s

uppo

rting

23

15.1

Gen

eral

or

der t

o di

strib

ute

late

ral f

orce

s by

tors

ion,

sh

ear w

all)

relyi

ng o

n to

rsio

nal f

orce

dis

tribu

tion,

9th

para

N

EHR

P re

quire

s th

at th

e di

aphr

agm

mus

t be

prov

ided

cer

tain

lim

itatio

ns a

re m

et.

rigid

. The

UBC

doe

s no

t spe

cific

ally

add

ress

rigi

d

I w

ood

diap

hrag

ms

whi

ch c

antile

ver p

ast t

he

oute

rmos

t sup

porti

ng s

hear

wal

l. i

NEH

RP

is m

ore

rest

rictiv

e re

lativ

e to

the

leng

th, I

, no

rmal

to th

e op

en e

nd.

12.3

.4.3

Fra

min

g an

d Th

is pr

ovisi

on s

peci

fies

deta

iling

requ

irem

ents

for

2315

.5.2

Fra

min

g Pa

rtial

ly th

e sa

me

(Lat

ter h

alf o

f the

NEH

RP

UBC

is eq

uiva

lent

to

Anch

orag

e bo

unda

ry e

lem

ents

. Pr

ovis

ions

.) le

ss r

estri

ctiv

e I

Lim

itatio

ns

!

12.3

.4.4

She

ar W

all

This

prov

ision

give

s 1)

spe

cific

atio

ns fo

r hol

d-18

06.6

.1 A

dditio

nal

This

sect

ion

requ

ires

smal

ler p

late

was

hers

than

N

ot e

quiv

alen

t An

chor

age

dow

ns, 2

) re

quire

men

ts fo

r she

ar w

all p

late

re

quire

men

ts in

th

e N

EHR

P Pr

ovis

ions

, and

they

are

onl

y re

quire

d w

ashe

r size

dep

endi

ng o

n bo

lt siz

e an

d 3)

Se

ismic

Zone

s 3

and

in Se

ism

ic Z

ones

3 a

nd 4

. pl

acem

ent r

equi

rem

ents

for s

hear

wal

l bol

ts.

4.

I

12.4

DIA

PHR

AGM

S 23

15 W

ood

Shea

r I

AND

SHEA

R W

ALLS

W

alls

and

Dia

phra

gms

12.4

.1 D

iaph

ragm

Th

is pr

ovisi

on g

ives

the

perm

issi

ble

aspe

ct ra

tios

Sect

ion

2315

.1

Sam

e ex

cept

the

deta

iling

and

desig

n of

bou

ndar

y C

onsid

ered

an

d Sh

ear W

all

depe

ndin

g up

on th

e ty

pe o

f she

athi

ng m

ater

ial.

It G

ener

al P

aras

4-8

m

embe

rs a

roun

d th

e op

enin

gs th

at h

ave

been

eq

uiva

lent

As

pect

Rat

ios

also

add

ress

es s

hear

wal

ls w

here

the

open

ings

Ta

ble

23-II

-G

desig

ned

for f

orce

tran

sfer

. Th

e N

EHR

P ha

ve b

een

desig

ned

for f

orce

tran

sfer

aro

und

the

Max

imum

dia

phra

gm

Prov

ision

s re

fere

nce

the

LRFD

doc

umen

t (AS

CE

open

ings

. di

men

sion

ratio

16

-95)

. Fi

gure

23-1

1-1

12.4

.2 S

hear

Sh

ear r

esist

ance

of d

iaph

ragm

s an

d sh

ear w

alls

2315

.3.3

Woo

d Si

mila

r pro

visi

ons

are

incl

uded

in th

e U

BC.

Con

sider

ed

Res

ista

nce

Base

d on

sh

all b

e pe

rmitt

ed to

be

calcu

late

d by

prin

cipl

es o

f st

ruct

ural

pan

el

equi

vale

nt.

Prin

cipl

es o

f m

echa

nics

usin

g va

lues

of f

aste

ner s

treng

th a

nd

diap

hrag

ms

Mec

hani

cs

shea

thin

g sh

ear r

esist

ance

, pro

vided

fast

ener

re

sist

ance

in th

e sh

eath

ing

mat

eria

l is

base

d on

ap

prov

ed v

alue

s de

velo

ped

from

cyc

lic lo

adin

g te

sts.

---

---

----

----

-----

----

113

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

12

.4.3

She

athi

ng

The

prov

isio

ns s

et fo

rth r

equi

rem

ents

for t

he

2315

.5.3

Woo

d Si

mila

r req

uire

men

ts; h

owev

er, t

he p

anel

U

SC e

quiv

alen

t to

Req

uire

men

ts

cons

truct

ion

of s

hear

wal

ls an

d di

aphr

agm

s.

stru

ctur

al p

anel

s sh

eath

ing

size

requ

irem

ents

app

ly on

ly in

Sei

smic

le

ss re

stric

tive.

Sh

ear w

all b

lock

ing

at a

ll ed

ges

is re

quire

d fo

r all

2315

.3.3

Woo

d Zo

nes

3 an

d 4,

thus

mak

ing

the

USC

less

SD

Cs.

The

pan

el s

heat

hing

size

req

uire

men

ts

stru

ctur

al p

anel

re

stric

tive

in th

is re

gard

. ap

ply

to a

ll SD

Cs

as w

ell.

diap

hrag

ms

2315

.1 G

ener

al -

last

pa

ra

12.4

.3.1

Stru

ctur

al-

This

prov

isio

n co

ntai

ns a

ppro

pria

te ta

bles

for

2315

.5.3

Woo

d Th

ere

are

maj

or d

iffer

ence

s be

twee

n th

e N

EHR

P Eq

uiva

lenc

y ca

nnot

U

se P

anel

She

athi

ng

LRFD

she

ar v

alue

s an

d gi

ves

perm

issi

ble

aspe

ct

stru

ctur

al p

anel

s an

d th

e US

C in

thes

e pr

ovisi

ons.

The

she

ar

be ju

dged

. ra

tios

as w

ell a

s gl

ue s

peci

ficat

ions

for t

he p

anel

s.

2315

.3.3

Woo

d va

lues

give

n in

the

NEH

RP

Prov

ision

s ar

e ba

sed

stru

ctur

al p

anel

on

LRF

D an

d th

e va

lues

give

n in

the

USC

are

di

aphr

agm

s ba

sed

on A

SD. T

here

is a

foot

note

in th

e U

SC

Tabl

e 23

-II-G

sh

ear w

all t

able

reg

ardi

ng 3

x fo

unda

tion

plat

es fo

r ce

rtain

Sei

smic

Zone

3 a

nd 4

stru

ctur

es, w

hich

is

not i

n th

e N

EHR

P Pr

ovis

ions

, thu

s m

akin

g th

e US

C m

ore

rest

rictiv

e in

this

rega

rd.

The

USC

allo

ws

a 4:

1 as

pect

ratio

for b

oth

bloc

ked

and

unbl

ocke

d w

ood

stru

ctur

al p

anel

di

aphr

agm

s, w

here

as th

e N

EHR

P lim

its th

e as

pect

ratio

to 3

:1 f

or s

uch

unbl

ocke

d di

aphr

agm

s, th

us m

akin

g N

EHR

P Pr

ovis

ions

m

ore

rest

rictiv

e in

this

reg

ard.

U

nder

cer

tain

con

ditio

ns d

epen

ding

upo

n se

ism

ic

zone

, the

USC

allo

ws

a hi

gher

asp

ect r

atio

for

shea

r wal

ls th

an th

e N

EHR

P Pr

ovisi

ons.

12

.4.3

.2 O

ther

Pan

el

Pane

l mat

eria

ls o

ther

than

stru

ctur

al-u

se p

anel

23

15.4

Par

ticle

boar

d Th

e US

C al

low

s th

e us

e of

par

ticle

boar

d an

d U

SC is

less

Sh

eath

ing

Mat

eria

ls

shea

thin

g ha

ve n

o re

cogn

ized

capa

city

for

Dia

phra

gms

fiber

boar

d fo

r she

ar w

alls,

thus

mak

ing

the

USC

re

stric

tive.

Not

se

ism

ic-fo

rce

resi

stan

ce a

nd a

re n

ot p

erm

itted

as

2315

.5.5

Par

ticle

boar

d le

ss re

stric

tive

in th

is r

egar

d.

equi

vale

nt

part

of th

e se

ism

ic-fo

rce-

resi

stin

g sy

stem

exc

ept

2315

.6 F

iber

boar

d in

conv

entio

nal l

ight

-fram

e co

nstru

ctio

n, S

ec.

Shea

thin

g D

iaph

ragm

s 12

.5.

114

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

SC (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 12

.4.3

.3 S

ingl

e Th

is pr

ovisi

on p

resc

ribes

nai

ling

and

allo

wab

le

2315

.3.1

Con

vent

iona

l Es

sent

ially

sim

ilar,

exce

pt th

e m

axim

um a

spec

t C

onsid

ered

D

iago

nally

She

athe

d as

pect

ratio

s fo

r sub

ject

she

ar w

alls

and

lum

ber d

iaph

ragm

ra

tio fo

r the

sub

ject

she

ar w

alls

is lim

ited

to 1

: 1 in

eq

uiva

lent

. Lu

mbe

r Dia

phra

gms

diap

hrag

ms.

co

nstru

ctio

n Se

ism

ic Z

one

4 (N

EHR

P al

low

s 2;

1 fo

r thi

s an

d Sh

ear W

alls

2315

.5.4

Hea

vy w

ood

situ

atio

n).

pane

ls Ta

ble

23-II

-G

12.4

.3.4

Dou

ble

This

prov

ision

pre

scrib

es n

ailin

g an

d al

low

able

23

15.3

.2 S

pecia

l Es

sent

ially

sim

ilar,

exce

pt th

e al

low

able

US

C is

equi

vale

nt to

D

iago

nally

She

athe

d as

pect

ratio

s fo

r sub

ject

she

ar w

alls

and

lum

ber d

iaph

ragm

di

aphr

agm

asp

ect r

atio

is le

ss r

estri

ctiv

e in

the

less

rest

rictiv

e.

Lum

ber D

iaph

ragm

s di

aphr

agm

s.

cons

truct

ion

USC

. an

d Sh

ear W

alls

Tabl

e 23

-II-G

12

.5

SEC

TIO

N 2

320

-C

ON

VEN

TIO

NAL

C

ON

VEN

TIO

NAL

LI

GH

T-FR

AME

LIG

HT-

FRAM

E C

ON

STR

UC

TIO

N

CO

NST

RU

CTI

ON

D

ESIG

N

PRO

VISI

ON

S 12

.5.1

Sco

pe

Con

vent

iona

l lig

ht-fr

ame

cons

truct

ion

is a

syst

em

2320

.1 G

ener

al

Onl

y th

e fo

llow

ing

occu

panc

ies

may

be

USC

is le

ss

cons

truct

ed e

ntire

ly o

f rep

etitiv

e ho

rizon

tal a

nd

2302

-D

efin

itions

co

nstru

cted

in a

ccor

danc

e w

ith th

ese

USC

re

stric

tive.

ve

rtica

l woo

d lig

ht-fr

amin

g m

embe

rs s

elec

ted

(Con

vent

iona

l Lig

ht-

sect

ions

: fro

m ta

bles

in R

ef.

12-6

and

con

form

ing

to th

e Fr

ame

Con

stru

ctio

n)

1. O

ne-,

two-

or th

ree-

stor

y bu

ildin

gs h

ousin

g fra

min

g an

d br

acin

g re

quire

men

ts o

f Ref

. 12-

5,

2320

.4 A

dditio

nal

Gro

up R

Occ

upan

cies

. ex

cept

as

mod

ified

by th

e pr

ovis

ions

in th

is R

equi

rem

ents

for

2. O

ne-s

tory

Occ

upan

cy C

ateg

ory

4 bu

ildin

gs, a

s se

ctio

n. S

truct

ures

with

con

cret

e or

mas

onry

wal

ls C

onve

ntio

nal

defin

ed in

Tab

le 1

6-K,

whe

n co

nstru

cted

on

a ab

ove

the

base

men

t sto

ry s

hall

not b

e co

nsid

ered

C

onst

ruct

ion

in sl

ab-o

n-gr

ade

floor

. to

be

conv

entio

nal l

ight

-fram

e co

nstru

ctio

n ...

Se

ismic

Zone

s 0,

1, 2

3.

Gro

up U

Occ

upan

cies

. an

d 3

4. T

op-s

tory

wal

ls a

nd r

oofs

of O

ccup

ancy

23

20.5

Add

itiona

l C

ateg

ory

4 bu

ildin

gs n

ot e

xcee

ding

two

stor

ies

of

Req

uire

men

ts fo

r w

ood

fram

ing.

C

onve

ntio

nal

5.ln

terio

r non

load

-bea

ring

parti

tions

, cei

lings

and

C

onst

ruct

ion

in cu

rtain

wal

ls in

all

occu

panc

ies.

Se

ism

ic Z

one

4 Th

e N

EHR

P Pr

ovis

ions

are

mor

e re

stric

tive

than

th

e US

C be

caus

e: (

1) th

ey p

rohi

bit t

he u

se o

f co

nven

tiona

l con

stru

ctio

n fo

r thr

ee s

tory

dw

ellin

gs

----

115

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

as

signe

d to

SD

C's

C an

d D,

(2)

they

lim

it th

e us

e of

mas

onry

ven

eer.

12.5

.1.1

Irre

gula

r Irr

egul

ar s

truct

ures

in S

eism

ic D

esig

n C

ateg

orie

s 23

20.4

.4 L

ater

al fo

rce-

Esse

ntia

lly id

entic

al.

Con

side

red

Stru

ctur

es

C an

d D

of c

onve

ntio

nal l

ight

-fram

e co

nstru

ctio

n re

sistin

g sy

stem

Th

e un

usua

lly s

hape

d bu

ildin

g de

finitio

n ap

plie

s eq

uiva

lent

12

.5.1

.1.1

sh

all h

ave

an e

ngin

eere

d la

tera

l-for

ee-re

sist

ing

2320

.5.4

Unu

sual

ly in

Seism

ic Zo

nes

3 an

d 4.

12

.5.1

.1.2

sy

stem

des

igne

d to

resi

st th

e fo

rces

spe

cifie

d in

shap

ed b

uild

ings

!

12.5

.1.1

.3

Cha

pter

2 in

acc

orda

nce

with

Sec

. 12

.2.1

. A

2320

.5.4

.1

12.5

.1.1

.4

stru

ctur

e sh

all b

e co

nsid

ered

to h

ave

an

2320

.5.4

.2

12.5

.1.1

.5

irreg

ular

ity w

hen

one

or m

ore

of th

e co

nditio

ns

2320

.5.4

.3

12.5

.1.1

.6 D

iaph

ragm

de

scrib

ed in

Sec

. 12

.5.1

.1.1

to 1

2.5.

1.1.

7 ar

e 23

20.5

.4.4

O

peni

ngs

pres

ent.

12.5

.1.1

.7 S

tepp

ed

A st

ruct

ure

shal

l be

cons

ider

ed to

hav

e an

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

Fo

unda

tion

irreg

ular

ity w

hen

the

shea

r wal

ls of

a si

ngle

sto

ry

be ju

dged

. (Ir

regu

larit

y)

vary

in h

eigh

t mor

e th

an 6

feet

. 12

.5.2

Bra

ced

Wal

ls 12

.5.2

.1 S

pacin

g In

terio

r and

ext

erio

r bra

ced

wal

l lin

es s

hall

be

2320

.4.1

Bra

ced

wal

l Es

sent

ially

sim

ilar,

exce

pt th

at th

e m

axim

um

Con

side

red

Betw

een

Brac

ed W

all

loca

ted

at th

e sp

acin

g in

dica

ted

in Ta

ble

12.5

.1-1

. lin

es

spac

ing

in Zo

nes

0, 1

, 2, a

nd 3

of U

BC is

34

ft.

equi

vale

nt

Line

s 23

20.5

.1 B

race

d w

all

com

pare

d to

a sp

acin

g of

35

ft. in

SDC

A, B

, and

lin

es

C of

NEH

RP

and

ther

e is

an e

xcep

tion

in th

e UB

C, w

hich

is n

ot in

NEH

RP.

12

.5.2

.2 B

race

d W

all

2320

.11.

3 Br

acin

g D

iffer

ent p

rovis

ions

. The

UBC

allo

ws

1x4

Equi

vale

ncy

cann

ot

Line

She

athi

ng

2320

.11.

5 C

rippl

e co

ntin

uous

let-i

n br

aces

and

har

dboa

rd p

anel

be

judg

ed.

Req

uire

men

ts

wal

ls sid

ing

unde

r cer

tain

con

ditio

ns.

Tabl

e 23

-N-C

-1

Tabl

e 23

-N-C

-2

12.5

.2.3

Atta

chm

ent

Mos

t of t

he a

ttach

men

t req

uire

men

ts a

re s

peci

fied

2320

.11.

3 Br

acin

g In

man

y ca

ses

the

atta

chm

ent r

equi

rem

ents

for

UBC

is e

quiv

alen

t to

12.5

.2.3

.1

in r

efer

ence

d Ta

ble

12.5

.2-1

th

e di

ffere

nt ty

pes

of b

race

d pa

nels

are

the

sam

e.

less

res

trict

ive

12.5

.2.3

.2

How

ever

, in

the

case

of p

artic

lebo

ard,

no

12.5

.2.3

.3

atta

chm

ent i

s sp

ecifie

d in

the

UBC

whe

reas

No.

11

gau

ge x

1-1

/2 in

. x 7

/16

in. h

ead

(gal

vani

zed)

na

ils a

t 3" o

lc a

re s

peci

fied

in th

e N

EHR

P Pr

ovisi

ons.

Ano

ther

diff

eren

ce is

that

the

UBC

re

quire

s 7"

olc

fast

ener

spa

cing

for g

ypsu

m b

oard

sh

eath

ing

whe

reas

the

NEH

RP

Prov

ision

s re

quire

116

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UB

C

!

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

the

sam

e siz

e fa

sten

ers

to b

e sp

aced

at 4

" o/c

. 12

.5.3

Det

ailin

g R

equi

rem

ents

12

.5.3

.1 W

all

Anch

orag

e of

bra

ced

wa/

lline

sills

to c

oncr

ete

or

2320

.6 F

ound

atio

n Th

e di

ffere

nces

bet

wee

n th

e N

EHR

P Pr

ovisi

ons

Equi

vale

ncy

cann

ot

Anch

orag

e m

ason

ry fo

unda

tions

sha

ll be

pro

vide

d.

Such

Pl

ates

and

Sills

an

d th

e U

BC a

re:

be ju

dged

. an

chor

age

shal

l con

form

to th

e re

quire

men

ts in

18

06.6

Fou

ndat

ion

1. Th

e U

BC r

equi

res

5/8"

dia

met

er o

r Fi

gure

403

.1 a

of S

ec. 4

03 o

f Ref

12-

5, e

xcep

t tha

t Pl

ates

or S

ills

larg

er b

olts

at 6

' olc

or s

mal

ler s

pacin

g su

ch a

ncho

rs s

hall

be s

pace

d at

not

mor

e th

an 4

18

06.6

.1 A

dditio

nal

in Se

ism

ic Z

one

4 an

d W

' dia

met

er o

r ft.

(12

20 m

m) o

n ce

nter

for s

truct

ures

ove

r tw

o re

quire

men

ts in

la

rger

bol

ts a

t 6' o

lc o

r sm

alle

r spa

cing

stor

ies

in he

ight

. Fo

r Sei

smic

Des

ign

Cat

egor

ies

Seism

ic Zo

nes

3 an

d 4

in al

l oth

er s

eism

ic z

ones

. The

NEH

RP

C, D

, and

E, p

late

was

hers

, a m

inim

um o

f Y<I

inch

Pr

ovis

ions

req

uire

W' d

iam

eter

or l

arge

r by

3 in

ches

by

3 in

ches

in s

ize, s

hall

be p

rovi

ded

bolts

at 4

' olc

or s

mal

ler f

or s

truct

ures

be

twee

n th

e fo

unda

tion

sill p

late

and

the

nut.

over

two

stor

ies

in h

eigh

t and

6' o

lc o

r O

ther

anc

hora

ge d

evice

s ha

ving

equi

vale

nt

smal

ler s

paci

ng fo

r oth

er s

truct

ures

. ca

paci

ty s

hall

be p

erm

itted

. 2.

Th

e U

BC re

quire

s bo

lt di

amet

er s

ize

and

spac

ing

to b

e de

signe

d fo

r thr

ee-

stor

y ra

ised

woo

d flo

or b

uild

ings

in

Seis

mic

Zon

es 3

and

4. T

he N

EHR

P Pr

ovis

ions

do

not h

ave

such

a

requ

irem

ent.

3.

The

UBC

requ

ires

2"x2

"x3/

16"

plat

e w

ashe

rs in

Sei

smic

Zon

es 3

and

4. T

he

NEH

RP

Prov

isio

ns r

equi

re 3

"x3"

x1/4

" pl

ate

was

hers

in S

DC C

, D an

d E.

12

.5.3

.2 T

op P

late

s St

ud w

alls

shal

l be

capp

ed w

ith d

oubl

e-to

p pl

ates

23

20.1

1.2

Fram

ing

Esse

ntia

lly th

e sa

me

Equi

vale

nt

inst

alle

d to

pro

vide

over

lapp

ing

at c

orne

rs a

nd

deta

ils P

ara

2 in

ters

ectio

ns.

End

join

ts in

dou

ble-

top

plat

es s

hall

be o

ffset

at l

east

4 fe

et (1

220

mm

). Si

ngle

top

plat

es s

hall

be p

erm

itted

to b

e us

ed w

hen

they

ar

e sp

liced

by

fram

ing

devic

es p

rovi

ding

cap

acity

eq

uiva

lent

to th

e la

pped

spl

ice p

resc

ribed

for

doub

le to

p pl

ates

. ----

117

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

12

.5.3

.3 B

otto

m

Stud

s sh

all h

ave

full

bear

ing

on a

2-b

y (a

ctua

l 1 Y2

23

20.1

1.2

Fram

ing

Iden

tical

Eq

uiva

lent

Pl

ates

in

., 38

mm

) or l

arge

r pla

te o

r sill

havin

g a

wid

th a

t de

tails

Las

t Par

a le

ast e

qual

to th

e w

idth

of t

he s

tuds

. 12

.5.3

.4 B

race

d W

all

Acco

mm

odat

ions

sha

ll be

mad

e to

tran

sfer

forc

es

2320

.11.

3 Br

acin

g -

The

brac

ed w

all p

anel

con

nect

ions

in th

e N

EHR

P U

BC is

equ

ivale

nt to

Pa

nel C

onne

ctio

ns

from

roo

fs a

nd fl

oors

to b

race

d w

all p

anel

s an

d La

st p

ara

Prov

ision

s an

d UB

C ar

e th

e sa

me,

with

a fe

w

less

rest

rictiv

e fro

m th

e br

aced

wal

l pan

els

in up

per s

torie

s to

the

Tabl

e 23

-II-B

-1 -

exce

ptio

ns. T

he N

EHR

P Pr

ovisi

ons

requ

ires

a br

aced

wal

l pan

els

in th

e st

orie

s be

low

. W

here

N

ailin

g sc

hedu

le

com

plet

e la

tera

l pat

h an

d re

quire

s th

e br

aced

wal

l pl

atfo

rm fr

amin

g is

used

, suc

h tra

nsfe

r at b

race

d pa

nels

to e

xten

d to

the

roof

and

be

fast

ened

to

wal

l pan

els

shal

l be

acco

mpl

ished

in a

ccor

danc

e th

e ro

of fr

amin

g at

50

feet

min

. int

erva

ls. T

hese

w

ith th

e fo

llow

ing:

re

quire

men

ts a

re n

ot in

the

UBC.

1.

Al

l bra

ced

wal

l pan

el to

p an

d bo

ttom

pla

tes

shal

l be

fast

ened

to

joist

s, r

afte

rs o

r ful

l dep

th b

lock

ing.

Br

aced

wal

l pan

els

shal

l be

exte

nded

and

fast

ened

to r

oof

fram

ing

at in

terv

als

not t

o ex

ceed

50

feet

(15.

2 m

). 2.

3. 4 . ...

12.5

.3.5

Fou

ndat

ion

For s

truct

ures

with

max

imum

pla

n di

men

sions

not

23

20.5

.6 In

terio

r In

one

-sto

ry b

uild

ings

, int

erio

r bra

ced

wal

l lin

es

Not

equ

ival

ent

Supp

ortin

g Br

aced

ov

er 5

0 ft,

foun

datio

ns s

uppo

rting

bra

ced

wal

l br

aced

wal

l sup

port

shal

l be

supp

orte

d on

con

tinuo

us fo

unda

tions

at

Wal

l Pan

els

pane

ls ar

e re

quire

d at

ext

erio

r wal

ls on

ly.

inte

rval

s no

t exc

eedi

ng 5

0 fe

et.

In b

uild

ings

mor

e St

ruct

ures

with

pla

n di

men

sions

gre

ater

than

50

ft th

an o

ne s

tory

in h

eigh

t, al

l int

erio

r bra

ced

wal

l sh

all,

in ad

ditio

n, h

ave

foun

datio

ns s

uppo

rting

all

pane

ls sh

all b

e su

ppor

ted

on c

ontin

uous

re

quire

d in

terio

r bra

ced

wall

pane

ls ...

fo

unda

tions

. Sec

tion

1806

.3 re

quire

s be

arin

g w

alls

to b

e pr

ovid

ed w

ith c

ontin

uous

foun

datio

ns.

12.5

.3.6

Ste

pped

W

here

the

heig

ht o

f a re

quire

d br

aced

wal

l pan

el

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

Foot

ings

ex

tend

ing

from

foun

datio

n to

floo

r abo

ve v

arie

s be

judg

ed.

mor

e th

an 4

ft. (

1.2

m) (

see

Figu

re 1

2.5.

3.6)

, the

fo

llow

ing

cons

truct

ion

shal

l be

used

: ...

118

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 12

.5.3

.7 D

etai

ling

for

For o

peni

ngs

with

a d

imen

sion

grea

ter t

han

4 ft.

, 23

20.8

.4 F

ram

ing

Trim

mer

and

hea

der j

oist

s sh

all b

e do

uble

d, o

r of

Equi

vale

ncy

cann

ot

Ope

ning

s in

or o

peni

ngs

in st

ruct

ures

in S

eism

ic D

esig

n ar

ound

ope

ning

s lu

mbe

r of e

quiv

alen

t cro

ss s

ectio

n, w

hen

the

span

be

judg

ed.

Dia

phra

gms

Cat

egor

ies

D an

d E,

the

follo

win

g m

inim

um d

etai

l of

the

head

er e

xcee

ds 4

feet

. The

end

s of

hea

der

shal

l be

prov

ided

. Bl

ockin

g sh

all b

e pr

ovid

ed

jois

t mor

e th

an 6

feet

long

sha

ll be

sup

porte

d by

be

yond

hea

ders

and

met

al ti

es n

ot le

ss th

an

fram

ing

anch

ors

or jo

ists

han

gers

unl

ess

bear

ing

0.05

8 in

ch b

y 1.

5 in

ches

wid

e by

4.8

inch

es w

ith

on a

bea

m ..

. ei

ght 1

6d ...

12

.6 S

EISM

IC

Stru

ctur

es a

ssig

ned

to S

eism

ic D

esig

n C

ateg

ory

No c

orre

spon

ding

pro

visi

on

Equi

vale

ncy

cann

ot

DES

IGN

CAT

EGO

RY

A ar

e pe

rmitt

ed to

be

desig

ned

and

cons

truct

ed

be ju

dged

. A

us

ing

any

appl

icab

le m

ater

ials

and

proc

edur

es

perm

itted

in th

e re

fere

nce

docu

men

ts a

nd, i

n ad

ditio

n, s

hall

conf

orm

to th

e re

quire

men

ts o

f Se

c. 5

.2.6

.1.2

. St

ruct

ures

con

stru

cted

in c

om-

plia

nce

with

Sec

. 12

.5 a

re d

eem

ed to

com

ply

with

Se

c. 5

.2.6

.1.2

. Ex

cept

ions

: ...

12

.7 S

EISM

IC

Stru

ctur

es a

ssig

ned

to S

eism

ic D

esig

n C

ateg

orie

s No

cor

resp

ondi

ng p

rovi

sion

Eq

uiva

lenc

y ca

nnot

D

ESIG

N C

ATEG

OR

Y B,

C, a

nd D

shal

l con

form

to th

e re

quire

men

ts o

f be

judg

ed.

B, C

, AND

D

this

sect

ion,

and

Sec

. 5.2

.6.1

.2.

Exce

ptio

ns:

...

12.7

.1 C

onve

ntio

nal

Ligh

t-fra

me

Con

stru

ctio

n 12

.7.2

Eng

inee

red

Con

stru

ctio

n 12

.8 S

EISM

IC

Stru

ctur

es a

ssig

ned

to S

eism

ic D

esig

n C

ateg

orie

s 23

15.5

Woo

d sh

ear

Sim

ilar r

estri

ctio

ns o

n w

ood

diap

hrag

ms

are

not

Not

equ

ival

ent

DES

IGN

CAT

EGO

RY

E an

d F

shal

l con

form

to a

ll of

the

requ

irem

ents

w

alls

and

diap

hrag

ms

foun

d in

the

UBC

. E

AN

D F

fo

r eng

inee

red

cons

truct

ion

in ac

cord

ance

with

in

Seism

ic Zo

nes

3 Se

c. 1

2.3

and

12.4

and

to th

e ad

ditio

nal r

equi

re-

and

4 m

ents

of t

his

sect

ion.

Ex

cept

ion:

..

12.8

.1 L

imita

tions

~-

119

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

S

ectio

n P

rovi

sion

S

ectio

n P

rovi

sion

C

omm

ents

C

HAP

TER

13

APPE

ND

IX:

SEIS

MIC

ALLY

C

HAP

TER

16

ISO

LATE

D

Div

isio

n IV

-ST

RU

CTU

RES

EA

RTH

QU

AKE

DES

IGN

R

EGU

LATI

ON

S FO

R

REQ

UIR

EMEN

TS

SEIS

MIC

-ISO

LATE

D

STR

UC

TUR

ES

13.1

Gen

eral

SE

CTI

ON

165

4-Id

entic

al. A

lso h

as a

pro

visi

on c

once

rnin

g w

ind

Equi

vale

nt

GEN

ERAL

fo

rces

that

is n

ot in

NEH

RP.

13

.2 C

RIT

ERIA

SE

CTI

ON

16

57

-Id

entic

al

Equi

vale

nt

SELE

CTI

ON

C

RIT

ERIA

SE

LEC

TIO

N

13.2

.1 B

asis

for

1657

.1 B

asis

for

Esse

ntia

lly th

e sa

me

Equi

vale

nt

Des

ign

Des

ign

13.2

.2 S

tabi

lity o

f the

16

57.2

Sta

bility

of t

he

Iden

tical

Eq

uiva

lent

Is

olat

ion

Syst

em

Isol

atio

n Sy

stem

13

.2.3

Sei

smic

Use

Al

l por

tions

of s

truct

ure,

incl

udin

g th

e st

ruct

ure

1657

.3 O

ccup

ancy

Th

e im

porta

nce

fact

or,

I, fo

r a se

ism

ic-is

olat

ed

UBC

is le

ss

Gro

up

abov

e th

e is

olat

ion

syst

em, s

hall

be a

ssig

ned

a ca

tego

ries

build

ing

shal

l be

take

n as

1.0

rega

rdle

ss o

f st

ringe

nt.

Not

Se

ismic

Use

Gro

up in

acc

orda

nce

with

the

occu

panc

y ca

tego

ry.

equi

vale

nt.

requ

irem

ents

of S

ec.

1.3.

13

.2.4

Con

figur

atio

n 16

57.4

Con

figur

atio

n Id

entic

al

Equi

vale

nt

Req

uire

men

ts

Req

uire

men

ts

13.2

.5 S

elec

tion

of

1657

.5 S

elec

tion

of

Late

ral R

espo

nse

Late

ral R

espo

nse

Proc

edur

e Pr

oced

ure

13.2

.5.1

Gen

eral

16

57.5

.1 G

ener

al

Iden

tical

Eq

uiva

lent

13

.2.5

.2 E

quiv

alen

t 16

57.5

.2 S

tatic

Id

entic

al

Equi

vale

nt

Late

ral F

orce

an

alys

is

Proc

edur

e

120

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

.

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

13.2

.5.3

Dyn

amic

1657

.5.3

Dyn

amic

Iden

tical

Eq

uiva

lent

An

alys

is an

alys

is 13

.2.5

.3.1

Res

pons

e-16

57.5

.3.1

Res

pons

e-Sp

ectru

m A

nalys

is Sp

ectru

m A

nalys

is 13

.2.5

.3.2

Tim

e-16

57.5

.3.2

Tim

e-H

isto

ry A

nalys

is H

istor

y An

alys

is 13

.2.5

.3.3

Site

-Si

te-s

peci

fic g

roun

d-m

otio

n sp

ectra

of t

he d

esig

n 16

57.5

.3.3

Site

-Id

entic

al e

xcep

t for

the

follo

win

g ch

ange

in It

em 2

: C

onsi

dere

d Sp

ecific

Des

ign

earth

quak

e an

d th

e m

axim

um c

onsi

dere

d Sp

ecific

Des

ign

''The

stru

ctur

e is

loca

ted

at a

site

with

in 1

0 km

of

equi

vale

nt

Spec

tra

earth

quak

e de

velo

ped

in ac

cord

ance

with

Sec

. Sp

ectra

an

act

ive fa

ult."

13

.4.4

.1 s

hall

be u

sed

for d

esig

n an

d an

alys

is of

al

l sei

smic

ally

isol

ated

stru

ctur

es if

any

one

of th

e fo

llow

ing

cond

itions

app

ly:

1. T

he s

truct

ure

is lo

cate

d on

a C

lass

E or

F si

te

or

2. T

he s

truct

ure

is lo

cate

d at

a si

te w

ith 8

1

grea

ter t

han

0.60

g.

13.3

EQ

UIV

ALE

NT

SECT

ION

1658

-LA

TER

AL

FORC

E ST

ATI

C L

ATE

RA

L PR

OC

EDU

RE

RES

PON

SE

PRO

CED

UR

E 13

.3.1

Gen

eral

16

58.1

Gen

eral

Id

entic

al

Equi

vale

nt

13.3

.2 D

efor

mat

ion

1658

.2 D

efor

mat

ion

Iden

tical

Eq

uiva

lent

C

hara

cter

istic

s of

the

Cha

ract

eris

tics

of th

e Is

olat

ion

Syst

em

Isol

atio

n Sy

stem

13

.3.3

Min

imum

16

58.3

Min

imum

La

tera

l La

tera

l Disp

lace

men

ts

Dis

plac

emen

ts

13.3

.3.1

Des

ign

1658

.3.1

Des

ign

Iden

tical

Eq

uiva

lent

D

ispl

acem

ent

Disp

lace

men

t 13

.3.3

.2 E

ffect

ive

1658

.3.2

Effe

ctive

Id

entic

al

Equi

vale

nt

Perio

d Pe

riod

13.3

.3.3

Max

imum

16

58.3

.3 M

axim

um

Iden

tical

Eq

uiva

lent

D

isf,)l

acem

ent

Dis

plac

emen

t

121

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

13

.3.3

.4 E

ffect

ive

1658

.3.4

Effe

ctiv

e Id

entic

al

Equi

vale

nt

perio

d at

Max

imum

pe

riod

at M

axim

um

Dis

plac

emen

t D

ispl

acem

ent

13.3

.3.5

Tot

al

1658

.3.5

Tot

al

Iden

tical

Eq

uiva

lent

D

ispl

acem

ent

Dis

plac

emen

t 13

.3.4

Min

imum

16

58.4

Min

imum

La

tera

l For

ces

Late

ral F

orce

s 13

.3.4

.1 I

sola

tion

1658

.4.1

Iso

latio

n Id

entic

al

Equi

vale

nt

Syst

em a

nd

Syst

em a

nd S

truct

ural

St

ruct

ural

Ele

men

ts

Elem

ents

At o

r Bel

ow

At o

r Bel

ow th

e th

e Is

olat

ion

Syst

em

Isol

atio

n Sy

stem

13

.3.4

.2 S

truct

ural

16

58.4

.2 S

truct

ural

Id

entic

al

Equi

vale

nt

Syst

ems

Abov

e th

e Sy

stem

s Ab

ove

the

Isol

atio

n Sy

stem

Is

olat

ion

Syst

em

13.3

.4.3

Lim

its o

n Vs

16

58.4

.3 L

imits

on

Vs

Iden

tical

Eq

uiva

lent

13

.3.5

Ver

tical

16

58.5

Ver

tical

Id

entic

al

Equi

vale

nt

Dis

tribu

tion

of F

orce

D

istri

butio

n of

For

ce

13.3

.6 D

rift L

imits

Th

e m

axim

um in

ters

tory

drif

t of t

he s

truct

ure

1658

.6 D

rift L

imits

Th

e m

axim

um in

ters

tory

drif

t rat

io o

f the

stru

ctur

e U

BC is

mor

e ab

ove

the

isol

atio

n sy

stem

sha

ll no

t exc

eed

0.Q

15

abov

e th

e is

olat

ion

syst

em s

hall

not e

xcee

d st

ringe

nt.

h sx.

The

drift

sha

ll be

cal

cula

ted

by E

q. 5

.3.7

.1

0.01

0/R

I. w

ith th

e Cd

fact

or o

f the

isol

ated

stru

ctur

e eq

ual t

o th

e RI

fact

or d

efin

ed in

Sec

. 13.

3.4.

2.

13.4

DYN

AM

IC

SEC

TIO

N 1

659

-LA

TERA

L D

YNA

MIC

LA

TER

AL-

RES

PON

SE

RES

PON

SE

PRO

CED

UR

E PR

OC

EDU

RE

13.4

.1 G

ener

al

1659

.1 G

ener

al

Iden

tical

Eq

uiva

lent

13

.4.2

Isol

atio

n 16

59.2

Isol

atio

n Id

entic

al

Equi

vale

nt

Syst

em a

nd

Syst

em a

nd S

truct

ural

St

ruct

ural

Ele

men

ts

Elem

ents

Bel

ow th

e Be

low

the

Isol

atio

n Is

olat

ion

Syst

em

Syst

em

122

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 U

BC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

13

.4.3

Stru

ctur

al

1659

.3 S

truct

ural

Id

entic

al

Equi

vale

nt

Elem

ents

Abo

ve th

e El

emen

ts A

bove

the

Isol

atio

n Sy

stem

Is

olat

ion

Syst

em

13.4

.4 G

roun

d M

otio

n 16

59.4

Gro

und

Mot

ion

13.4

.4.1

Des

ign

1659

.4.1

Des

ign

Sim

ilar,

but g

roun

d m

otio

n pa

ram

eter

s ar

e UB

C is

mor

e Sp

ectra

Sp

ectra

di

ffere

nt. A

lso, s

ite-s

peci

fic s

pect

ra a

re r

equi

red

strin

gent

. fo

r des

ign

of a

ll st

ruct

ures

with

an

isola

ted

perio

d,

T M,

grea

ter t

han

3.0

seco

nds

or lo

cate

d in

Seism

ic Zo

ne 1

, 2A

or 2

B. T

he r

equi

rem

ent f

or lo

wer

se

ismic

zone

s is

som

ewha

t sur

pris

ing.

13

.4.4

.2 T

ime

1659

.4.2

Tim

e Id

entic

al

Equi

vale

nt

His

torie

s H

isto

ries

13.4

.5 M

athe

mat

ical

16

59.5

Mat

hem

atica

l M

odel

M

odel

13

.4.5

.1 G

ener

al

1659

.5.1

Gen

eral

Id

entic

al

Equi

vale

nt

13.4

.5.2

Isol

atio

n 16

59.5

.2 Is

olat

ion

Iden

tical

Eq

uiva

lent

Sy

stem

Sy

stem

13

.4.5

.3 Is

olat

ed

1659

.5.3

Isol

ated

Id

entic

al

Equi

vale

nt

Build

ing

Build

ing

13.4

.5.3

.1

1659

.5.3

.1

Dis

plac

emen

t D

ispl

acem

ent

13.4

.5.3

.2 F

orce

s an

d 16

59.5

.3.2

For

ces

and

Disp

lace

men

ts in

D

ispla

cem

ents

in K

ey

Elem

ents

of t

he

Elem

ents

La

tera

l-For

ce-

Res

istin

g Sy

stem

13

.4.6

Des

crip

tion

of

1659

.6 D

escr

iptio

n of

An

alys

is Pr

oced

ures

An

alys

is Pr

oced

ures

13

.4.6

.1 G

ener

al

1659

.6.1

Gen

eral

Id

entic

al

Equi

vale

nt

13.4

.6.2

Inpu

t 16

59.6

.2 In

put

Iden

tical

Eq

uiva

lent

Ea

rthqu

ake

Earth

quak

e 13

.4.6

.3 R

espo

nse-

....

1659

.6.3

Res

pons

e-Id

entic

al e

xcep

t tha

t the

last

par

agra

ph o

f NEH

RP

Equi

vale

nt

Spec

trum

Ana

lysi

s ...

. Sp

ectru

m A

naly

sis

Prov

ision

s is

not i

nclu

ded

in th

e U

BC.

The

desig

n sh

ear a

t any

sto

ry sh

all n

ot b

e le

ss

123

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

th

an th

e st

ory

shea

r obt

aine

d us

ing

Eq. 1

3.3.

5 an

d a

valu

e of

Vs t

aken

as

that

equ

al to

the

base

shea

r obt

aine

d fro

m th

e re

spon

se-s

pect

rum

an

alys

is in

the

dire

ctio

n of

inte

rest

. 13

.4.6

.4 T

ime-

His

tory

16

59.6

.4 T

ime-

His

tory

Id

entic

al

Equi

vale

nt

Anal

ysis

Anal

ysis

13.4

.7 D

esig

n La

tera

l 16

59.7

Des

ign

Late

ral

,

Forc

e Fo

rce

13.4

.7.1

Iso

latio

n 16

59.7

.1 I

sola

tion

Iden

tical

Eq

uiva

lent

Sy

stem

and

Sy

stem

and

Stru

ctur

al

Stru

ctur

al E

lem

ents

El

emen

ts A

t or B

elow

At

or B

elow

the

the

Isol

atio

n Sy

stem

Is

olat

ion

Syst

em

.

13.4

.7.2

Stru

ctur

al

1659

.7.2

Stru

ctur

al

Iden

tical

Eq

uiva

lent

El

emen

ts A

bove

the

Elem

ents

Abo

ve th

e Is

olat

ion

Syst

em

Isol

atio

n Sy

stem

13

.4.7

.3 S

calin

g of

16

59.7

.3 S

calin

g of

Id

entic

al

Equi

vale

nt

Res

ults

R

esul

ts

13.4

.7.4

Drif

t Lim

its

1659

.7.4

Drif

t Lim

its

Iden

tical

Eq

uiva

lent

,

13.5

LAT

ERAL

SE

CTIO

N 16

60 -

LOAD

ON

LATE

RAL

LOAD

ON

ELEM

ENTS

OF

ELEM

ENTS

OF

STR

UC

TUR

ES A

ND

STRU

CTUR

ES A

ND

NO

NST

RU

CTU

RA

L N

ON

STR

UC

TUR

AL

CO

MPO

NEN

TS

COM

PONE

NTS

I SU

PPO

RTED

BY

SUPP

ORT

ED B

Y BU

ILDI

NGS

STR

UC

TUR

ES

13.5

.1 G

ener

al

1660

.1 G

ener

al

Iden

tical

Eq

uiva

lent

13

.5.2

For

ces

and

1660

.2 F

orce

s an

d i

Dis

plac

emen

ts

Disp

lace

men

ts

13.5

.2.1

Com

pone

nts

1660

.2.1

Com

pone

nts

Iden

tical

Eq

uiva

lent

At

or A

bove

the

At o

r Abo

ve th

e Is

olat

ion

Inte

rface

Is

olat

ion

Inte

rface

124

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

S

ectio

n P

rovi

sion

S

ectio

n P

rovi

sion

C

omm

ents

13

.5.2

.2 C

ompo

nent

s 16

60.2

.2 C

ompo

nent

s Id

entic

al

Equi

vale

nt

Cro

ssin

g th

e Is

olat

ion

that

Cro

ss th

e In

terfa

ce

Isol

atio

n In

terfa

ce

13.5

.2.3

Com

pone

nts

1660

.2.3

Com

pone

nts

Iden

tical

Eq

uiva

lent

Be

low

the

Isol

atio

n Be

low

the

Isol

atio

n In

terfa

ce

Inte

rface

13

.6 D

ETAI

LED

SE

CTI

ON

166

1 -

SYST

EM

DET

AILE

D S

YSTE

M

REQ

UIR

EMEN

TS

REQ

UIR

EMEN

TS

13.6

.1 G

ener

al

1661

.1 G

ener

al

Iden

tical

Eq

uiva

lent

13

.6.2

Isol

atio

n 16

61.2

Isol

atio

n Sy

stem

Sy

stem

13

.6.2

.1

1661

.2.1

Id

entic

al

Equi

vale

nt

Envir

onm

enta

l En

viron

men

tal

Con

ditio

ns

Con

ditio

ns

13.6

.2.2

Win

d Fo

rces

16

61.2

.2 W

ind

Forc

es

Iden

tical

Eq

uiva

lent

13

.6.2

.3 F

ire

1661

.2.3

Fire

Es

sent

ially

iden

tical

with

som

e ad

ditio

nal

UBC

is m

ore

Res

istan

ce

Res

istan

ce

requ

irem

ents

to th

e N

EHR

P pr

ovis

ions

. st

ringe

nt.

13.6

.2.4

Lat

eral

-16

61.2

.4 L

ater

al-

Esse

ntia

lly id

entic

al

Equi

vale

nt

Res

torin

g Fo

rce

Res

torin

g Fo

rce

13.6

.2.5

16

61.2

.5

Esse

ntia

lly id

entic

al

Equi

vale

nt

Dis

plac

emen

t D

ispl

acem

ent

Res

train

t R

estra

int

13.6

.2.6

Ver

tical

-16

61.2

.6 V

ertic

al-L

oad

Esse

ntia

lly id

entic

al

Equi

vale

nt

Load

Sta

bility

St

abilit

y 13

.6.2

.7 O

vertu

rnin

g 16

61.2

.7 O

vertu

rnin

g Id

entic

al

Equi

vale

nt

13.6

.2.8

Insp

ectio

n 13

.6.2

.8 In

spec

tion

Esse

ntia

lly id

entic

al w

ith o

ne a

dditio

nal

Con

sider

ed

and

Rep

lace

men

t an

d R

epla

cem

ent

requ

irem

ent t

o th

e N

EHR

P pr

ovisi

ons.

eq

uiva

lent

13

.6.2

.9 Q

uality

16

61.2

.9 Q

uality

Id

entic

al

Equi

vale

nt

Con

trol

Con

trol

13.6

.3 S

truct

ural

16

61.3

Stru

ctur

al

Syst

em

Syst

em

1662

NO

N BU

ILD

ING

ST

RU

CTU

RES

"------

--

----------

125

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 13

.6.3

.1 H

oriz

onta

l 16

61.3

.1 H

oriz

onta

l Id

entic

al

Equi

vale

nt

Dis

tribu

tion

of F

orce

D

istri

butio

n of

For

ce

13.6

.3.2

Bui

ldin

g 16

61.3

.2 B

uild

ing

Iden

tical

Eq

uiva

lent

Se

para

tions

Se

para

tions

13

.6.3

.3 N

onbu

ildin

g 16

62 N

ON

BU

ILD

ING

Es

sent

ially

the

sam

e Eq

uiva

lent

St

ruct

ures

ST

RU

CTU

RES

13

.7 F

OU

ND

ATI

ON

S SE

CTI

ON

166

3 •

Iden

tical

Eq

uiva

lent

FO

UN

DA

TIO

NS

13.8

DES

IGN

AND

SEC

TIO

N 1

664·

C

ON

STR

UC

TIO

N

DES

IGN

AN

D

REVI

EW

CO

NST

RU

CTI

ON

R

EVIE

W

13.8

.1 G

ener

al

1664

.1 G

ener

al

Esse

ntia

lly th

e sa

me

Equi

vale

nt

13.8

.2 Is

olat

ion

1664

.2 Is

olat

ion

Esse

ntia

lly th

e sa

me.

UBC

has

one

add

ed

Equi

vale

nt

Syst

em

Syst

em

requ

irem

ent.

13.9

REQ

UIRE

D SE

CTI

ON

166

5·

TEST

S O

FTH

E R

EQU

IRED

TES

TS

ISO

LATI

ON

O

F TH

E IS

OLA

TIO

N

SYST

EM

SYST

EM

13.9

.1 G

ener

al

1665

.1 G

ener

al

Iden

tical

Eq

uiva

lent

13

.9.2

Pro

toty

pe

1665

.2 P

roto

type

Te

sts

Test

s 13

.9.2

.1 G

ener

al

1665

.2.1

Gen

eral

Id

entic

al

Equi

vale

nt

13.9

.2.2

Rec

ord

1665

.2.2

Rec

ord

Iden

tical

Eq

uiva

lent

13

.9.2

.3 S

eque

nce

1665

.2.3

Seq

uenc

e Es

sent

ially

the

sam

e, b

ut u

ses

diffe

rent

gro

und

Equi

vale

nt

and

Cyc

les

and

Cyc

les

mot

ion

para

met

ers.

13

.9.2

.4 U

nits

16

65.2

.4 U

nits

Id

entic

al

Equi

vale

nt

Dep

ende

nt o

n D

epen

dent

on

Load

ing

Load

ing

Rat

es

Rat

es

13.9

.2.5

Uni

ts

... ,.

, 16

65.2

.5 U

nits

Es

sent

ially

the

sam

e, b

ut r

epla

ces

the

diffe

renc

e C

onsi

dere

d D

epen

dent

on

The

forc

e-de

flect

ion

prop

ertie

s of

an

isol

ator

uni

t D

epen

dent

on

Bila

tera

l fro

m ±

15%

in N

EHR

P to

± 10

%.

equi

vale

nt

Bila

tera

l Loa

d sh

all b

e co

nsid

ered

to b

e de

pend

ent o

n bi

late

ral

Load

lo

ad if

the

bila

tera

l and

uni

late

ral f

orce

-def

lect

ion

126

Tabl

e 1.

Deta

iled

Com

paris

on o

f Stru

ctur

al P

rovi

sion

s of

199

7 NE

HRP

to 1

997

USC

(con

tinue

d)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

pr

oper

ties

have

gre

ater

than

a p

lus

or m

inus

15

perc

ent d

iffer

ence

in e

ffect

ive

stiff

ness

at t

he

desig

n di

spla

cem

ent.

13.9

.2.6

Max

imum

16

65.2

.6 M

axim

um

Esse

ntia

lly th

e sa

me

Equi

vale

nt

and

Min

imum

Ver

tical

an

d M

inim

um V

ertic

al

Load

Lo

ad

13.9

.2.7

Sac

rific

ial-

1665

.2.7

Sac

rific

ial-

Iden

tical

Eq

uiva

lent

W

ind-

Res

train

t W

ind-

Res

train

t Sy

stem

s Sy

stem

s ,

13.9

.2.8

Tes

ting

1665

.2.8

Tes

ting

Iden

tical

Eq

uiva

lent

Si

mila

r Uni

ts

Sim

ilar U

nits

13

.9.3

Det

erm

inat

ion

1665

.3 D

eter

min

atio

n Id

entic

al

Equi

vale

nt

I

of F

orce

-Def

lect

ion

of F

orce

-Def

lect

ion

Cha

ract

eris

tics

Cha

ract

eris

tics

13.9

.4 T

est S

pecim

en

1665

.4 S

yste

m

Esse

ntia

lly th

e sa

me,

but

use

s di

ffere

nt g

roun

d C

onsi

dere

d Ad

equa

cy

Adeq

uacy

m

otio

n pa

ram

eter

s. I

n ad

ditio

n, c

hang

es th

e eq

uiva

lent

di

ffere

nce

in th

e av

erag

e ef

fect

ive

stiff

ness

(b

etw

een

the

aver

age

and

each

test

resu

lts) f

rom

15

% in

NEH

RP

to 1

0% in

UBC

. 13

.9.5

Des

ign

1665

.5 D

esig

n Id

entic

al

Equi

vale

nt

Prop

ertie

s of

the

Prop

ertie

s of

the

Isol

atio

n Sy

stem

Is

olat

ion

Syst

em

13.9

.5.1

Max

imum

16

65.5

.1 M

axim

um

and

Min

imum

an

d M

inim

um E

ffect

ive

Effe

ctiv

e St

iffne

ss

Stiff

ness

13

.9.5

.2 E

ffect

ive

1665

.5.2

Effe

ctiv

e Id

entic

al

Equi

vale

nt

Dam

ping

D

ampi

ng

App

endi

x to

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

C

hapt

er 1

3 be

judg

ed.

PASS

IVE

ENER

GY

DIS

SIPA

TIO

N

SYST

EMS

127

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

urat

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UBC

(con

tinue

d)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

CH

APTE

R 14

SE

CTIO

N 16

34 -

NO

NB

UIL

DIN

G

NON

BUIL

DIN

G

STRU

CTUR

E ST

RU

CTU

RES

DE

SIG

N R

EQU

IREM

ENTS

14

.1 G

ENER

AL

1634

.1 G

ener

al

14.1

.1 S

cope

N

onbu

ildin

g st

ruct

ures

con

side

red

by th

ese

1634

.1.1

Sco

pe

Esse

ntia

lly th

e sa

me

Con

side

red

Prov

isio

ns in

clud

e al

l sel

f-sup

porti

ng s

truct

ures

16

34.1

.2 C

riter

ia

equi

vale

nt

whi

ch c

arry

gra

vity

load

s, w

ith th

e ex

cept

ion

of:

build

ings

, veh

icul

ar a

nd r

ailro

ad b

ridge

s, n

ucle

ar

pow

er g

ener

atio

n pl

ants

, offs

hore

pla

tform

s, a

nd

dam

s.

Non

build

ing

stru

ctur

es a

re s

uppo

rted

by

the

earth

or s

uppo

rted

by o

ther

stru

ctur

es,

and

shal

l be

desi

gned

and

det

aile

d to

res

ist t

he

min

imum

late

ral f

orce

s sp

ecifie

d in

this

cha

pter

...

. 14

.1.2

Non

build

ing

If a

nonb

uild

ing

stru

ctur

e is

supp

orte

d ab

ove

the

No c

orre

spon

ding

pro

visi

ons.

Eq

uiva

lenc

y ca

nnot

St

ruct

ures

Sup

porte

d ba

se b

y an

othe

r stru

ctur

e an

d th

e w

eigh

t of t

he

be ju

dged

. by

Oth

er S

truct

ures

no

nbui

ldin

g st

ruct

ure

is le

ss th

an 2

5 pe

rcen

t of

the

com

bine

d w

eigh

t of t

he n

onbu

ildin

g st

ruct

ure

and

the

supp

ortin

g st

ruct

ure,

the

desig

n se

ism

ic

forc

es o

f the

sup

porte

d no

nbui

ldin

g st

ruct

ure

shal

l be

det

erm

ined

in a

ccor

danc

e w

ith th

e re

quire

-m

ents

of S

ec. 6

.1.3

....

14

.1.3

Arc

hite

ctur

al,

Arch

itect

ural

, mec

hani

cal,

and

elec

trica

l SE

CTI

ON

163

2 C

ompa

rison

don

e el

sew

here

D

oes

not a

ffect

M

echa

nica

l, an

d co

mpo

nent

s su

ppor

ted

by n

onbu

ildin

g st

ruct

ures

LA

TER

AL F

OR

CE

ON

equi

vale

ncy

Elec

trica

l sh

all b

e de

sign

ed in

acc

orda

nce

with

Cha

pter

6 o

f EL

EMEN

TS O

F C

ompo

nent

s th

ese

Prov

ision

s.

STR

UC

TUR

ES,

NO

NST

RU

CTU

RAL

C

OM

PON

ENET

S AN

D EQ

UIP

MEN

T SU

PPO

RTE

D B

Y ST

RU

CTU

RES

128

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

I

Sect

ion

Prov

isio

n Se

ctio

n Pr

ovis

ion

Com

men

ts

I 14

.1.4

Loa

ds

In a

dditio

n to

oth

er p

rovi

sion

s, s

tate

s th

at W

16

34.1

.3 W

eigh

t W

In a

dditio

n to

oth

er p

rovi

sion

s, s

tate

s th

at W

C

onsid

ered

I

shou

ld in

clud

e sn

ow a

nd ic

e lo

ads

whe

n th

ese

1630

.1.1

sh

ould

incl

ude

snow

load

whe

re it

exc

eeds

30

psf.

equi

vale

nt

I

load

s co

nstit

ute

25%

or m

ore

of W

. 14

.1.5

Fun

dam

enta

l Th

e fu

ndam

enta

l per

iod

of th

e no

nbui

ldin

g 16

34.1

.4 P

erio

d Id

entic

al

Equi

vale

nt

Perio

d st

ruct

ure

shal

l be

dete

rmin

ed b

y m

etho

ds a

s pr

escr

ibed

in S

ec. 5

.3.3

or b

y ot

her r

atio

nal

met

hods

. 14

.1.6

Drif

t Th

e dr

ift li

mita

tions

of S

ec. 5

.2.8

nee

d no

t app

ly to

16

34.1

.5 D

rift

Esse

ntia

lly th

e sa

me

Equi

vale

nt

Lim

itatio

ns

nonb

uild

ing

stru

ctur

es if

a ra

tiona

l ana

lysis

indi

cate

s th

ey c

an b

e ex

ceed

ed w

ithou

t ad

vers

ely

affe

ctin

g st

ruct

ural

sta

bility

. P-

delta

ef

fect

s sh

all b

e co

nsid

ered

whe

n cr

itical

to th

e fu

nctio

n or

sta

bility

of t

he s

truct

ure.

14

.1.7

Mat

eria

ls

The

requ

irem

ents

rega

rdin

g sp

ecific

mat

eria

ls in

No c

orre

spon

ding

pro

visi

ons

Doe

s no

t affe

ct

Req

uire

men

ts

Cha

pter

s 8,

9, 1

0, 1

1, a

nd 1

2 sh

all b

e ap

plic

able

eq

uiva

lenc

y un

less

spe

cific

ally

exe

mpt

ed in

this

cha

pter

. 14

.2 S

TRU

CTU

RA

L N

onbu

ildin

g st

ruct

ures

hav

ing

spec

ific s

eism

ic 16

34.5

Oth

er

Som

e si

mila

ritie

s. U

SC h

as s

light

ly d

iffer

ent R

Eq

uiva

lenc

y ca

nnot

DE

SIG

N de

sign

crite

ria e

stab

lishe

d in

appr

oved

sta

ndar

ds

Non

build

ing

and

no fa

ctor

s fro

m th

ose

in N

EHR

P. N

EHR

P be

judg

ed.

REQ

UIR

EMEN

TS

shal

l be

desig

ned

usin

g th

e st

anda

rds

as

Stru

ctur

es

has

a m

ore

com

preh

ensi

ve a

ppro

ach.

14

.2.1

Des

ign

Sasis

am

ende

d he

rein

. In

add

ition,

non

build

ing

The

USC

incl

udes

min

imum

bas

e sh

ear f

orm

ulas

, st

ruct

ures

sha

ll be

des

igne

d in

com

plia

nce

with

w

here

as N

EHR

P do

es n

ot.

Sec.

14.

3 an

d 14

.4 to

resi

st m

inim

um s

eism

ic la

tera

l for

ces

whi

ch a

re n

ot le

ss th

an th

e re

quire

men

ts o

f Sec

. 5.3

.2, w

ith th

e fo

llow

ing

addi

tions

and

exc

eptio

ns:

14.2

.1.1

Se

ismic

Spec

ifies

the

seis

mic

fact

ors

such

as

R, n

o an

d Ta

ble

16-P

N

EHR

P is

mor

e co

mpr

ehen

sive

and

has

slig

htly

Eq

uiva

lenc

y ca

nnot

Fa

ctor

s Cd

and

the

appl

icab

ility

of d

iffer

ent s

truct

ural

di

ffere

nt R

and

no fa

ctor

s fro

m th

ose

in th

e U

SC.

be ju

dged

. sy

stem

s an

d he

ight

lim

its u

nder

diff

eren

t SDC

s.

No h

eigh

t lim

its a

re g

iven

in th

e U

SC.

14.2

.1.2

Im

porta

nce

The

impo

rtanc

e fa

ctor

(~

and

seis

mic

use

gro

up

No c

orre

spon

ding

pro

visi

ons.

Eq

uiva

lenc

y ca

nnot

Fa

ctor

s an

d Se

ismic

for

nonb

uild

ing

stru

ctur

es a

re b

ased

on

the

be ju

dged

. Us

e G

roup

re

lativ

e ha

zard

of t

he c

onte

nts,

and

the

func

tion.

C

lass

ificat

ions

Th

e va

lue

of I

shal

l be

the

larg

est v

alue

de

term

ined

by

the

appr

oved

sta

ndar

ds, o

r the

la~Rest

valu

e as

sel

ecte

d fro

m T

able

14.

2.1.

2.

129

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

USC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n Co

mm

ents

14

.2.2

Rig

id

Non

build

ing

stru

ctur

es th

at h

ave

a fu

ndam

enta

l 16

34.3

Rig

id

Sim

ilar p

rovis

ions

, exc

ept t

hat t

he te

rm 0

.3So

s of

Eq

uiva

lent

, N

onbu

ildin

g pe

riod,

T, l

ess

than

0.0

6 se

c, in

cludi

ng th

eir

Stru

ctur

es

NEH

RP

has

been

rep

lace

d by

0.7

Ca

in US

C.

assu

min

g So

s =

St

ruct

ures

an

chor

ages

, sha

ll be

des

igne

d fo

r the

late

ral f

orce

2.

5Ca.

obta

ined

from

the

follo

win

g:

V =

0.3

0 So

s W

I 14

.2.3

Def

lect

ion

Def

lect

ion

limits

and

stru

ctur

e se

para

tion

shal

l be

No c

orre

spon

ding

pro

visio

ns.

Doe

s no

t affe

ct

Lim

its a

nd S

truct

ure

dete

rmin

ed in

acc

orda

nce

with

thes

e Pr

ovis

ions

eq

uiva

lenc

y Se

r>ar

ation

un

less

spe

cific

ally

am

ende

d in

this

chap

ter.

14.3

NO

NB

UIL

DIN

G

Non

build

ing

stru

ctur

es th

at h

ave

stru

ctur

al

1634

.2 L

ater

al F

orce

Es

sent

ially

sim

ilar.

NEH

RP

is m

ore

Con

side

red

STR

UC

TUR

ES

syst

ems

that

are

des

igne

d an

d co

nstru

cted

in a

co

mpr

ehen

sive.

eq

uiva

lent

SI

MIL

AR T

O

man

ner s

imila

r to

build

ings

and

hav

e a

dyna

mic

BU

ILD

ING

S re

spon

se s

imila

r to

build

ing

stru

ctur

es s

hall

be

14.3

.1 G

ener

al

desig

ned

sim

ilar t

o bu

ildin

g st

ruct

ures

and

in

com

plia

nce

with

thes

e Pr

ovis

ions

with

exc

eptio

ns

as c

onta

ined

in th

is se

ctio

n .

... 14

.3.2

Pip

e R

acks

Pi

pe ra

cks

supp

orte

d at

the

base

sha

ll be

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

14

.3.2

.1 D

esig

n Sa

sis

desig

ned

to m

eet t

he fo

rce

requ

irem

ents

of S

ec.

be ju

dged

. 5.

3 or

5.4

. ...

14.3

.3 S

teel

Sto

rage

N

EHR

P Pr

ovisi

ons

are

base

d on

199

0 RM

I (R

ack

Ch. 2

2 Dv

n. X

. US

C is

base

d on

the

1990

RM

I Spe

cific

atio

n.

USC

is g

ener

ally

Rac

ks

Man

ufac

turin

g In

stitu

te) S

peci

ficat

ion.

D

ESIG

N S

TAN

DAR

D

How

ever

, the

USC

is le

ss s

tring

ent f

or th

e le

ss s

tring

ent.

FOR

STEE

L fo

llow

ing

reas

ons:

ST

OR

AGE

RAC

KS

1.

Hig

her R

valu

es.

Tabl

e 16

·0 F

ootn

ote

4 2.

Ip

= 1

.0 v

ersu

s Ip

= 1

.5 fo

r sto

rage

22

05.8

Ste

el S

tora

ge

occu

panc

ies

open

to th

e ge

nera

l pub

lic

Rac

ks

as s

pecif

ied

in N

EHR

P Se

ctio

n 6.

1.5.

In

the

case

s w

here

the

occu

panc

y is

not o

pen

to

the

gene

ral p

ublic

and

the

rack

is re

quire

d by

the

USC

to b

e de

signe

d fo

r a W

equa

l to

the

tota

l de

ad lo

ad p

lus

100%

of t

he c

onte

nts,

the

USC

base

she

ar fo

rce

will

be g

reat

er.

l30

Tabl

e 1.

Det

aile

d C

ompa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEH

RP

to 1

997

UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

14

.3.4

Ele

ctric

al

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

Pow

er G

ener

atin

g be

judg

ed.

Faci

lities

El

ectri

cal p

ower

gen

erat

ing

faci

lities

are

pow

er

14.3

.4.1

G

ener

al

plan

ts th

at g

ener

ate

elec

trici

ty b

y st

eam

turb

ines

, co

mbu

stio

n tu

rbin

es, d

iese

l gen

erat

ors

or s

imila

r tu

rbo

mac

hine

ry.

Elec

trica

l pow

er g

ener

atin

g fa

ciliti

es s

hall

be d

e-14

.3.4

.2 D

esig

n Ba

sis

signe

d us

ing

thes

e Pr

ovis

ions

and

the

appr

opria

te

fact

ors

cont

aine

d in

Sec.

14.

2.

14.3

.5 S

truct

ural

St

ruct

ural

tow

ers

whi

ch s

uppo

rt ta

nks

and

vess

els

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

Tow

ers

for T

anks

and

sh

all b

e de

signe

d to

mee

t the

pro

visi

ons

of S

ec

be ju

dged

. Ve

ssel

s 14

.1.2

. In

addi

tion,

the

follo

win

g sp

ecia

l 14

.3.5

.1 G

ener

al

cons

ider

atio

ns s

hall

be in

clude

d:

14.3

.6 P

iers

and

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

W

harv

es

be ju

dged

. 14

.3.6

.1 G

ener

al

Pier

s an

d w

harv

es a

re s

truct

ures

loca

ted

in w

ater

-fro

nt a

reas

that

pro

ject

into

a b

ody

of w

ater

or

para

llel t

he s

hore

line

. 14

.3.6

.2 D

esig

n Ba

sis

Pier

s an

d w

harv

es s

hall

be d

esig

ned

to c

ompl

y w

ith th

ese

Prov

isio

ns a

nd a

ppro

ved

stan

dard

s ...

. 14

.4 N

ON

BU

ILD

ING

N

onbu

ildin

g st

ruct

ures

that

hav

e st

ruct

ural

16

34.4

Tan

ks w

ith

The

NEH

RP

prov

isio

ns a

re m

ore

com

preh

ensiv

e.

Equi

vale

ncy

cann

ot

STR

UC

TUR

ES N

OT

syst

ems

that

are

des

igne

d an

d co

nstru

cted

in a

Su

ppor

ted

Bot

tom

s Th

e US

C in

clud

es m

inim

um b

ase

shea

r for

mul

as,

be ju

dged

. SI

MIL

AR T

O

man

ner s

uch

that

the

dyna

mic

resp

onse

is n

ot

1634

.5 O

ther

w

here

as N

EHR

P do

es n

ot.

BU

ILD

ING

S si

mila

r to

build

ings

sha

ll be

des

igne

d in

com

pli-

Non

build

ing

14.4

.1 G

ener

al

ance

with

thes

e Pr

ovis

ions

with

exc

eptio

ns a

s St

ruct

ures

co

ntai

ned

in th

is se

ctio

n.

...

14.4

.2 E

arth

Th

is se

ctio

n ap

plie

s to

all

earth

ret

aini

ng w

atts.

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

R

etai

ning

Stru

ctur

es

The

appl

ied

seis

mic

forc

es s

hall

be d

eter

min

ed in

be

judg

ed.

14.4

.2.1

Gen

eral

ac

cord

ance

with

Sec

. 7.5

.1 w

ith a

geo

tech

nica

l an

alys

is p

repa

red

by a

regi

ster

ed d

esig

n pr

ofes

sion

al.

14.4

.3 T

anks

and

16

34.4

Tan

ks w

ith

Diff

eren

t pro

visi

ons

Equi

vale

ncy

cann

ot

Vess

els

Supp

orte

d Bo

ttom

s be

judg

ed.

14.4

.3.1

G

ener

al

This

sect

ion

appl

ies

to a

ll ta

nks

and

vess

els

1634

.5 O

ther

_ .

.. _

-----

131

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

I

stor

ing

liqui

ds, g

ases

, and

gra

nula

r sol

ids

Non

build

ing

Stru

ctur

es

supp

orte

d at

the

base

....

14

.4.3

.2

Des

ign

... Ba

sis

... 14

.4.3

.3

Addi

tiona

l R

eaui

rem

ents

14

.4.4

Ele

ctric

al

This

sect

ion

appl

ies

to e

lect

rical

tran

smis

sion

, 16

34.5

Oth

er

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

Tran

smiss

ion,

su

bsta

tion,

and

dis

tribu

tion

struc

ture

s. N

onbu

ildin

g St

ruct

ures

be

judg

ed.

Subs

tatio

n, a

nd

Elec

trica

l tra

nsm

issio

n, s

ubst

atio

n w

ire s

uppo

rt D

istrib

utio

n an

d di

strib

utio

n str

uctu

res s

hall

be d

esig

ned

to

Stru

ctur

es

resis

t sei

smic

late

ral f

orce

s de

term

ined

from

a

14.4

.4.1

G

ener

al

subs

tant

iate

d an

alys

is us

ing

appr

oved

sta

ndar

ds.

14.4

.4.2

D

esig

n Ba

sis

14.4

.5

1634

.5 O

ther

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

Te

leco

mm

unic

atio

n N

onbu

ildin

g St

ruct

ures

be

judg

ed.

Tow

ers

14.4

.5.1

Gen

eral

Th

is se

ctio

n ap

plie

s to

tele

com

mun

icat

ion

tow

ers.

Se

lf-su

ppor

ting

and

guye

d te

leco

mm

unic

atio

n 14

.4.5

.2 D

esig

n Ba

sis

tow

ers

shal

l be

desig

ned

to re

sist s

eism

ic la

tera

l fo

rces

det

erm

ined

from

a su

bsta

ntia

ted

anal

ysis

usin

g ap

prov

ed s

tand

ards

. 14

.4.6

Sta

cks

and

1634

.5 O

ther

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

C

him

neys

N

onbu

ildin

g St

ruct

ures

be

judg

ed.

14.4

.6.1

G

ener

al

Stac

ks a

nd c

him

neys

are

per

mitt

ed to

be

eith

er

lined

or u

nlin

ed, a

nd s

hall

cons

truct

ed fr

om

conc

rete

, ste

el, o

r mas

onry

. 14

.4.6

.2

Des

ign

Stee

l sta

cks,

con

cret

e st

acks

, ste

el c

him

neys

, Ba

sis

conc

rete

chi

mne

ys, a

nd li

ners

sha

ll be

des

igne

d to

res

ist s

eism

ic la

tera

l for

ces

dete

rmin

ed fr

om a

su

bsta

ntia

ted

anal

ysis

usin

g ap

prov

ed s

tand

ards

. ...

132

Tabl

e 1.

Det

aile

d Co

mpa

rison

of S

truct

ural

Pro

visi

ons

of 1

997

NEHR

P to

199

7 UB

C (c

ontin

ued)

1997

NEH

RP

1997

UBC

Se

ctio

n Pr

ovis

ion

Sect

ion

Prov

isio

n C

omm

ents

14

.4.7

Am

usem

ent

1634

.5 O

ther

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

St

ruct

ures

N

onbu

ildin

g St

ruct

ures

be

judg

ed.

14.4

.7.1

Gen

eral

Am

usem

ent s

truct

ures

are

per

man

ently

fixe

d st

ruct

ures

con

stru

cted

prim

arily

for t

he

conv

eyan

ce a

nd e

nter

tain

men

t of p

eopl

e.

14.4

.7.2

Des

ign

Basis

Am

usem

ent s

truct

ures

sha

ll be

des

igne

d to

res

ist

seism

ic la

tera

l for

ces

dete

rmin

ed fr

om a

su

bsta

ntia

ted

anal

ysis

usin

g ap

prov

ed s

tand

ards

. 14

.4.8

Spe

cial

1634

.5 O

ther

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

H

ydra

ulic

Stru

ctur

es

Non

build

ing

Stru

ctur

es

be ju

dged

. 14

.4.8

.1 G

ener

al

Spec

ial h

ydra

ulic

stru

ctur

es a

re s

truct

ures

that

ar

e co

ntai

ned

insid

e liq

uid

cont

aini

ng s

truct

ures

. ...

14.4

.8.2

Des

ign

Basis

Sp

ecia

l hyd

raul

ic s

truct

ures

sha

ll be

des

igne

d fo

r ou

t-of-p

hase

mov

emen

t of t

he fl

uid .

...

14.4

.9 B

urie

d 16

34.5

Oth

er

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

Stru

ctur

es

Non

build

ing

Stru

ctur

es

be ju

dged

. 14

.4.9

.1 G

ener

al

Burie

d st

ruct

ures

are

sub

grad

e st

ruct

ures

suc

h as

ta

nks,

tunn

els,

and

pip

es.

. ..

14.4

.9.2

Des

ign

Basis

Bu

ried

stru

ctur

es s

hall

be d

esig

ned

to re

sist

min

imum

sei

smic

late

ral f

orce

s de

term

ined

from

a

subs

tant

iate

d an

alys

is us

ing

appr

oved

sta

ndar

ds .

... 14

.4.1

0 In

verte

d Th

ese

stru

ctur

es a

re a

spec

ial c

ateg

ory

of

1634

.5 O

ther

No

cor

resp

ondi

ng p

rovi

sion

s Eq

uiva

lenc

y ca

nnot

Pe

ndul

ums

stru

ctur

es w

hich

sup

port

an e

leva

ted

lum

ped

Non

build

ing

Stru

ctur

es

be ju

dged

. m

ass,

and

exc

lude

wat

er ta

nks.

Ap

pend

ix to

Cha

pter

Th

e se

ctio

ns a

re in

clude

d he

re s

o th

at th

e de

sign

No c

orre

spon

ding

pro

visi

ons

Equi

vale

ncy

cann

ot

14

com

mun

ity s

peci

aliz

ing

in th

ese

non b

uild

ing

be ju

dged

. st

ruct

ures

can

hav

e th

e op

portu

nity

to g

ain

fam

iliarit

y w

ith th

e co

ncep

ts,

upda

te th

eir

stan

dard

s, a

nd s

end

com

men

ts o

n th

is a

ppen

dix

to th

e BS

SC.

---

----

133