provisions - nist
TRANSCRIPT
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