2001 California Building Code Vs 2007 ubc

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理查德迈耶作品与思想

理查德迈耶作品与思想(图)象和钦佩的一些革新与创造，已经成为我的一部分建筑语汇，并得到今天人们的承认。

”史密斯住宅可算是迈耶成功的开山之作，而其他的住宅项目委任书也随即而来。

早年的迈耶颇受现代主义大师勒·柯布西耶的影响。

在他早期的大部分作品中，都体现出柯布西耶的风格。

随着不断地学习和工作，迈耶逐步形成了自己独有的设计风格。

正如迈耶自己所说：“勒·柯布西耶有着非常大的影响力。

但是也存在着许多别的影响，而且这些影响会不断地变化。

我们都会被柯布西耶、赖特、阿尔瓦·阿尔托，还有密斯等大师所影响。

当然，布拉曼特、贝尔尼尼也会给我们很大的影响。

建筑是一种传统，一种连续，不论我们是打破传统还是将其发扬光大，都会和过去有所联系并不断发展的。

”迈耶曾说：“我的作品不拘泥于新古典的传统之中，我抵制具象派，信奉抽象，我专注于空间，我研究表面，并一直试图巧妙地处理光线的形式，也试图通过建筑和空间来处理规模的变化，视野的变化和运动的变化。

”在这样一种思想的影响下，迈耶的建筑在立面的分割组成，形体的光影明暗等方面的处理非常和谐。

迈耶注重立体主义构图和光影的变化，强调面的穿插，讲究纯净的建筑空间和体量。

在对比例和尺度的理解上，他扩大了尺度和等级的空间特征。

迈耶着手的是纯洁、宁静的简单结构，这种结构将室内外空间和体积完全融合在一起。

通过对空间、格局以及光线等方面的控制，迈耶创造出全新的现代化模式的建筑。

他曾经说：“建筑学是一门具有相当思想性的科学，它由运动的空间和静止的空间组成，这其中的空间概念宛如宇宙中的氧气。

虽然我所关心的一直是空间结构，但是我所指的不是抽象的空间概念，而是直接与光、空间尺度以及建筑学文化等方面有关系的空间结构。

”迈耶曾经问他的一双儿女各喜欢什么颜色。

而当他们回问父亲所喜爱的颜色时，迈耶给出了他不变的答案——白色。

迈耶一直认为，白色包含了所有的颜色。

白色有力地表现出大自然中的所有色彩，是一种可扩展的颜色，而不是一种有限的颜色。

美国结构规范体系

（一）美国的规范的分级层次大体可以分为三类：1。

Resource Document2。

C onsensus Standard3。

Model C ode三者可以说是依次递进的关系，也就是说广泛Resource Document应用的基础上，如果能够达到一定的C onsensus则形成Standard，之后Standard在经过应用修正等等逐渐形成标准的Model C ode。

（二）美国Model Building Code的应用发展1。

过去在美国的东北部使用的是：NBC(The BOCA National Building C ode) (我通常是用N来记住是北部的的:D)2。

过去在美国的东南部使用的是：SBC(Standard Building C ode) (我通常是用S来记住是南部的的:D)3。

过去在美国的西部使用的是很Popular的：U BC(U niform Building C ode)目前，美国有意向要合为一个规范，称之IBC(International Building C ode)。

这之中还有小插曲，在第一版IBC尚未出台时，美国的National F ire Protection A ssociation(NFPA)决定出版NFPA5000作为统一的标准。

因此目前美国的Model C ode可以说有上述5个比较主要的。

（二）美国规范层次归属及其主要内容1。

Resource Document：******* | FEMA273/FEMA356 | SEAOC Blue Book!ATC3/NEHRP Prov isions2。

C onsensus Standard: ACI318 | ASCE7 | ***************!*********************3。

Model C ode: (二) | (二) | U BC!NBC,SBC,IBC(上格式中，***代表美规中没有或我目前未知的内容,!表示并存关系,/表示发展关系,(二)指上面提到的5个Model C ode.详细说明如下)纵向来看：第1列主要用于C oncrete Design and C onstruction，主要由Standard类的AC I318发展为(二)中提到的5种Model C ode。

美国的抗震规范体系

美国抗震规范体系（转）∙∙美国规范体系最乱了，一会儿ACI出一本儿，一会儿ASCE出一本儿，还有FEMA啊，ATC啊，NEHRP啊，SEAOC啊都有厚厚的出版物，UBC、IBC更是空前搅局，想了解一下美国的抗震设计方法，都不知道该看哪一本。

于是痛下决心，花了两天时间，查查资料，又通读了《IBC 2006》和《ASCE 7-05》里与抗震有关的内容，总算对美国建筑抗震规范体系的历史与现状有了基本清晰的认识，与大家分享一下，希望熟悉美国规范的朋友多多指正。

下图是我总结的美国抗震规范的发展历程。

总的来讲它的发展表现出一种在各学会技术支持下的地方规范走向统一的全国性抗震规范的历程，我觉得大致可以分为以下三个阶段：1. 初创1925年加州发生的Santa Barbara地震促成了美国第一个带有建筑抗震内容的规范——《统一建筑规范》（Uniform Building Code, UBC）于1927年出版。

出版机构是建筑官员国际会议（International Conference of Building Officials，ICBO），主要用于美国西部各州。

2. 发展这一阶段的地方性抗震规范除了上述的UBC之外，又出现了NBC和SBC，介绍如下：国家建筑规范（National Building Code，NBC），主要用于美国东北部各州。

由建筑官员与规范管理人员联合会（Building Officials and Code Administrators, BOCA）出版。

标准建筑规范（Standard Building Code，SBC），主要用于美国中南部各州。

由南方建筑规范国际委员会（Southern Build ing Code Congress International，SBCCI）出版。

这两本规范在技术上并不先进，主要采用了ASCE 7国家规范中的建议性条文。

而与此同时，UBC在美国加州结构工程师协会（Structural Engineers Asso ciation of California, SEAOC）的技术支持下蓬勃发展。

International Building Code

The International Building Code (IBC)Benjamin TromblyCMGT 564 – Term PaperAugust 2, 2006Table of ContentsDefinition 3 History 4 Structure 6 Development 810RegulationUseGovernmentinConclusion 12 References 13Definition:A building code is a set of rules that specify the minimum acceptable level of safety for constructed objects such as buildings. The International Building Code (IBC) is a model building code developed by the International Code Council (ICC). A model building code has no legal status until it is adopted or adapted by government regulation. The IBC provides minimum standards to insure the public safety, health and welfare insofar as they are affected by building construction and to secure safety to life and property from all hazards incident to the occupancy of buildings, structures or premises.Before the creation of the International Building Code there were several different building codes used, depending on where one decided to construct a building. The IBC was developed to consolidate existing building codes into one uniform code that could be used nationally and internationally to construct buildings. The purpose of the IBC is to protect public health, safety and general welfare as they relate to the construction of buildings. Therefore, it is used to regulate building construction through use of standards and is a reference for architects and engineers to use when designing buildings or building systems.History:The first building codes can be traced back to early 1800 BC. The Babylonian emperor Hammurabi enforced what was known as the Code of Hammurabi. This code was very strict and stated that, “If a builder build a house for someone, and does not construct it properly, and the house which he built fall in and kill its owner, then that builder shall be put to death.” Building codes have evolved over time to protect the safety of building occupants without the threat of death.Building codes were first seen in the United States in the early 1700’s AD. George Washington and Thomas Jefferson encouraged the development of building regulations to provide minimum standards to ensure health and safety of our citizens. In the early 1900’s insurance companies lobbied for further development of building codes to reduce properly loss payouts caused by inadequate construction standards and improperly built structures. During this time period, local code enforcement officials developed most of the building codes with the assistance of the building industry.In 1915, the Building Officials and Code Administration (BOCA) was established. This organization developed what is now known as the BOCA National Building Code (BOCA/NBC), which is/was mainly used in the Northeastern United States.In 1927, the International Conference of Building Officials (ICBO) was established. This organization developed what is now known as the Uniform Building Code (UBC), which is/was mainly used in the Midwest and Western United States.In 1940, the Southern Building Code Congress International (SBCCI) was founded. This organization developed what is now known as the Standard Building Code (SBC), which is/was mainly used in the Southern United States.Over the years each of these codes (BOCA/NBC, UBC, & SBC) were revised and updated. Many of the codes were duplications of one another or very similar in nature. In order to avoid duplication and to consolidate the development process BOCA, ICBO, and SBCCI formed the International Code Council (ICC). The purpose of the ICC was to develop codes without regional limitations. In 1994 they began to develop what would become the International Building Code (IBC).In 1997, the first edition of the IBC was published. There were still many flaws and it was not widely accepted. In 2000, the first comprehensive and coordinated set of the IBC was published. All three organizations (BOCA, ICBO, & SBCCI) agreed to adopt the IBC and cease development of their respective individual codes. The IBC supercedes the BOCA/NBC, UBC, & SBC codes and states & local governments began to adopt the new consolidated code.Structure:The International Building Code is arranged in a systematic manner for easy reference. It incorporates all aspects of building construction. It is made up ofthirty-five (35) chapters and several appendices. The chapters in the IBC are as follows:1)Concrete Administration 19)Aluminum20)2)Definitions3) Use and Occupancy Classification 21) Masonry4) Special Detailed Requirements Based on Use and Occupancy 22) Steel5) General Building Heights and Areas 23) WoodandGlazingGlass24)TypesofConstruction6)7) Fire-Resistant-Rated Construction 25) Gypsum Board and PlasterPlastic8)Finishes 26)InteriorElectrical9) Fire Protection Systems27)MechanicalSystems Egress 28)of10)Means29)SystemsPlumbing11)AccessibilityConveyingSystemsandElevators12)EnvironmentInterior30)SpecialConstruction31)13)EfficiencyEnergy14) Exterior Walls 32) Encroachments into the Public Right-of-15) Roof Assemblies and Rooftop Structures WaySafeguardsDuringConstruction Design16)Structural33)17) Structural Tests and Special Inspections 34) Existing Structures35)FoundationsCodesReferencedand18)SoilsEach chapter is broken down into sections and each section into sub-sections. Each section describes performance criteria to be met or references other sections of the IBC or other standards such as ANSI, ASTM, etc. The following is an excerpt from Chapter 7 of IBC 2000.705.1 General. Each portion of a building separated by one or more fire walls that comply with the provisions of this section shall be considered a separate building. The extent and location of such fire walls shall provide a complete separation. Where a fire wall also separates groups that are required to be separated by a fire barrier wall, the most restrictive requirements of each separation shall apply. Fire walls located on property lines shall also comply with Section 503.2. Such fire walls (party walls) shall be constructed without openings.As excerpt indicates, the code structure states regulation in terms of measured performance rather than in rigid specification of materials. This allows for the acceptance of new materials and construction methods without revising the code.Development:There are five subcommittees of the International Code Council (ICC) that developed and update the International Building Code (IBC). The Steering and Performance committees of the ICC oversee each of these subcommittees. The committees consisted of code officials (BOCA, ICBO, SBCCI), design professionals, trade professionals, builders and contractors, manufacturers and suppliers, and government agencies.The General Subcommittee is responsible for development and updating of chapters 1,2,5,6,12,13 and 26-34. The Structural Subcommittee is responsible for development and updating of chapters 16-25. The Fire Safety Subcommittee is responsible for development and updating of chapters 7-9,14, and 15. The Means of Egress Subcommittee is responsible for development and updating of chapters 10 and 11. The Occupancy Subcommittee is responsible for development and updating of chapters 3 and 4.The development of the IBC typically runs in eighteen-month (18) cycles. The first step is accepting applications for code committees and code change proposals. The next step is to publish the proposed changes. The third step is to hold public hearings on the proposed changes. Next the minutes from the hearing are published. The following step is to collect public comments. The fifth step is to publish the public comments. Next the final public hearing is held. After the finalpublic hearing the annual ICC meeting is held. Finally the revised or new code is published. Below is an example code development schedule from the ICC.New editions of the IBC are published every three (3) years. Amendments to the 2000 edition were issued in 2003 and 2006. In between edition revisions, intervening supplements are published. The last supplement was issued in 2004. The amendments are issued to incorporate approved changes, lessons learned and new technology. All the changes in the new editions are indicated by markings in the margins.Use in Government Regulation:The Constitution of the United States of America grants states jurisdiction over regulation of building construction. The International Building Code (IBC) is designed to be adopted by reference by ordinance. Forty-seven (47) states including Washington, DC, the U.S Department of Defense, and the National Park Service have adopted the IBC or parts of it into government regulation. Local building code officials mainly regulate the enforcement of the IBC.One or more International Codes currently enforced statewideOne or more International Codes enforced within state at local levelOne or more International Code adopted statewide with future enforcement dateSeveral states including Arkansas, California, Georgia, and Florida have amended versions of the IBC and incorporated the amendments into their building codes. California has yet to adopt the IBC due to disputes between the ICC andNational Fire Protection Agency (NFPA). The NFPA has developed its own code NFPA 5000 to offer the industry an ANSI-accredited, consensus-based alternative to the IBC. It is expected that within the next five years all states will incorporate some form of the IBC.Conclusion:The development of the International Building Code has been an advancement for the building and construction industry. It provides minimum standards to insure the public safety, health and welfare insofar as they are affected by building construction and to secure safety to life and property from all hazards incident to the occupancy of buildings, structures or premises. The IBC is a single source document that is adopted across the United States. This allows contractors to learn one code instead of the several that use to exist depending on the region where the work was performed. Without the IBC or building codes, people would have to think twice before entering structures or their homes.References:2000 International Building Code2006 International Building CodeBaier, Richard. “Infighting Hurts Code Effort.” ENR Mar 6, 2006: 59“Building Code.” Wikipedia. 2006 /wiki/Building_code “Building Codes How Do They Help You?” Glass, Larry. “Understanding Building Codes For Roofing Systems.” College Planning & Management July (2002)“International Code Council News.” The Building Official and Code Administrator Nov/Dec (1996): 44-47“International Building Code.” Wikipedia. 2006/wiki/International_Building_Code.Weisenberger, Geoff. “NFPA Makes Push on Coasts, but IBC Maintains Strong Hold in Majority of US.” Consulting-Specifying Engineer Dec (2004): 13-14 Wright, Gordon. “Code Wars.” Building Design & Construction Jun (2001): 11-12。

老外的简历(岩土工程师)

RESUMEROBERT W. DAYREGISTERED CIVIL AND GEOTECHNICAL ENGINEERB.C.E., M.C.E., C.E., R.C.E., G.E.EMPLOYMENT HISTORY1984 - Present Principal Geotechnical EngineerAMERICAN GEOTECHNICAL, INC.Corporation)California(A1983 - 1984 Lecturer in Civil EngineeringUNIVERSITYSTATEDIEGOSANCaliforniaDiego,San1981 - 1982 Staff EngineerSOILSENGINEERDIEGOSANCaliforniaDiego,San1978 - 1981 Teaching and Research AssistantTECHNOLOGYOFINSTITUTEMASSACHUSETTSMassachusettsCambridge,1978 - 1978 Civil EngineerOILCOMPANYSHELLProgram)(SummerEDUCATION MASSACHUSETTS INSTITUTE OF TECHNOLOGYCambridge,MassachusettsDegreeEngineerMaster of Science in Civil EngineeringVILLANOVAUNIVERSITYPennsylvaniaVillanova,CivilEngineeringofMasterBachelor of Civil Engineering, Magna Cum Laude PROFESSIONAL State of California, Civil Engineer 34544 REGISTRATIONS State of California, Geotechnical Engineer 2059State of California, Environmental Assessor 4482 PROFESSIONAL American Society of Civil EngineersAFFILIATIONS American Society for Testing and MaterialsTau Beta Pi Engineering Honor SocietyPage 2PUBLICATIONSFoundation Engineering: Design and Construction with the 2006 International Building Code, Sponsored by the International Code Conference (ICC) and the American Society of Civil Engineers (ASCE), published by McGraw-Hill Book Company, 2006, published in Hardcopy and in the Digital Engineering Library (DEL), 1000pp.Chapter 14 title “Foundations and Retaining Walls” in Structural Condition Assessment, Sponsored by American Society of Civil Engineers (ASCE) and Structural Engineering Institute (SEI), 2005,published by John Wiley and Sons, Inc., pp. 461-494.Geotechnical Earthquake Engineering Handbook, Sponsored by the International Conference of Building Officials (ICBO), published by McGraw-Hill Book Company, 2002, published in Hardcopy and in the Digital Engineering Library (DEL), 585 pp. Also translated in Turkish, titled Geoteknik Deprem Mühendisliği Elkitabi, translated by Professor Murat Mollamahutoğlu and Dr. KâmilKayabali, sponsored by Gazi University, 2002, 600pp.Section 6 titled “Soil Mechanics and Foundations” in Building Design and Construction Handbook, Sixth Edition, Fredrick S. Merrit and Jonathan T. Ricketts, editors, 2001, published by McGraw-Hill Book Company, 2001, pp. 6.1 to 6.121.Soil Testing Manual: Procedures, Classification Data, and Sampling Practices, published by McGraw-Hill Book Company, 2001, published in Hardcopy and in the Digital Library (DEL), 618 pp.Chapter 16 titled “Structural Foundations and Retaining Walls” in Forensic Structural Engineering Handbook, Robert T. Ratay, editor, published by McGraw-Hill Book Company, 2000, pp 16.1 to16.78.Geotechnical Engineers Portable Handbook, published by McGraw-Hill Book Company, 2000, 750 pp. Geotechnical and Foundation Engineering: Design and Construction, published by McGraw-Hill Book Company 1999, 808 pp.Forensic Geotechnical and Foundation Engineering, published by McGraw-Hill Book Company, 1999, 460 pp.PROFESSIONAL EXPERIENCE SUMMARYMr. Day's experience is widely varied and utilizes the best of two worlds; academic and professional consulting. As a graduate with advanced graduate degrees, Mr. Day is ideally suited to apply advanced theoretical geotechnical engineering to real situations.Examples of research projects include surficial stability of clay slopes, deep sea drilling project testing of oceanic sediments (important because some properties apply to geotechnical formations commonly encountered in today’s developments), and liquefaction of reinforced sand.Mr. Day's consulting experience has been utilized in evaluation of slope stability, landslide analysis,Page 3commercial and residential development, foundation design and other areas.Specific geotechnical evaluations have included design of earth retaining structures, landslide stabilization, geotechnical distress investigations, as well as mass grading for hillside developments.。

[抗震设计讲座]港口结构抗震设计方法的发展(1)

[抗震设计讲座]港口结构抗震设计方法的发展(1)贡金鑫【摘要】以我国、美国和日本的港口码头设计规范、手册为基础,对我国、美国和日本港口码头抗震设计的方法进行了分析,同时介绍了国际航运协会标准《港口结构抗震设计指南》的有关规定.该系列论文共分6部分,此为第1部分,主要介绍了我国、美国、日本港口规范、手册中水工建筑物抗震设计方法发展的基本过程和情况及国际航运协会标准《港口工程结构抗震设计指南》(2001)的特点.【期刊名称】《水运工程》【年(卷),期】2012(000)006【总页数】5页(P92-96)【关键词】港口工程;抗震设计;规范【作者】贡金鑫【作者单位】大连理工大学海岸与近海工程国家重点实验室,辽宁大连116024【正文语种】中文【中图分类】U612.31+7地震是一种不可人为控制的自然现象。

地震会使地面上的建筑物倒塌，造成生命财产的巨大损失。

因此，建筑物的抗震设计一直是工程结构研究的重要课题。

作为水上运输交通枢纽的港口码头，在一个国家经济发展中起着至关重要的作用，如果港口建筑物在地震中遭到破坏，不仅影响人民的基本生活，还会影响国家的对外贸易和经济发展，损失不可估量。

如韩国釜山的地震曾使其港口码头遭到重创，货物运输分流，数年内元气不能恢复。

在1995年日本的阪神地震中神户码头破坏严重，估计直接损失超过110亿美元，由于影响到商业运输，实际经济损失远远大于直接损失。

到2000年，神户港才恢复到其1994年交通运输量的80%，而其周围的日本港口和亚洲的港口运输量增加40%～100%。

尽管近20年来我国沿海地区未发生过大的破坏性地震，但由于地震是一种高度随机的现象，而我国是一个多地震国家，过去和现在沿海地区未发生大的破坏性地震，并不意味着将来也不会发生大的破坏性地震，仍然存在着潜在的威胁。

事实上，1976年发生的唐山大地震和2008年发生的汶川大地震都远远超过设防水平。

在国内外贸易非常发达的今天，如果沿海地区发生比较大的地震而使码头遭到重创，其损失将不可估量。

美国认证法规清单

美国认证法规清单/Regulation List1. FMVSS1.1、FMVSS 40CFR（EPA2008）对排放的控制和管理1.1.1、FMVSS 40CFR 85排放控制方面的管理性法规1.1.2、FMVSS 40CFR 86排放法规1.2、FMVSS 49CFR 技术标准1.2.1、FMVSS 49CFR571 联邦机动车安全标准1.2.2、汽车产品安全召回法规1.2.2.1、FMVSS 49CFR554 安全法规实施和缺陷调查1.2.2.2、FMVSS 49CFR556 轻微缺陷与不符的豁免1.2.2.3、FMVSS 49CFR557申请召开缺陷通知与纠正的听证会1.2.2.4、FMVSS 49CFR573缺陷与不符的责任与报告1.2.2.5、FMVSS 49CFR577缺陷与不符的通知1.2.3、修改的安全法规1.2.3.1、FMVSS 49CFR585提前式安全气囊阶段报告要求1.2.3.2、FMVSS 49CFR586 侧碰撞阶段报告要求1.2.3.3、FMVSS 49CFR589上部内饰件头部碰撞保护阶段报告要求1.2.3.4、FMVSS 49CFR590 轮胎压力检测系统阶段报告要求1.2.3.5、FMVSS 49CFR596 儿童约束固定系统阶段报告要求1.2.3.6、FMVSS 49CFR597 额定总重量不超过4536KG的机动车轮胎阶段性报告要求1.2.4、与FMVSS配套的管理性汽车技术法规1.2.4.1、FMVSS 49CFR510 信息收集权1.2.4.2、FMVSS 49CFR555 暂时豁免1.2.4.3、FMVSS 49CFR565 VIN代号要求1.2.4.4、FMVSS 49CFR575 消费者信息法规1.2.4.5、FMVSS 49CFR576 记录的保持1.2.4.6、FMVSS 49CFR580 里程表披露要求1.2.4.7、FMVSS 49CFR581 保险杠标准1.2.4.8、FMVSS 49CFR591 满足FMVSS的车辆的进口1.2.4.9、FMVSS 49CFR596 分阶段引入儿童约束系统的报告要求1.3、防盗技术法规1.3.1、FMVSS 49CFR 541联邦机动车防盗标准1.3.2、FMVSS 49CFR 542选择应满足防盗标准的系列车型的规程1.3.3、FMVSS 49CFR 543 对车辆防盗标准的豁免1.3.4、FMVSS 49CFR 544 保险公司报告要求1.4、节能技术法规1.4.1、FMVSS 40CFR 600 燃油经济性法规1.4.2、FMVSS 49CFR 523车辆分类1.4.3、FMVSS 49CFR 525 豁免满足平均燃油经济性标准1.4.4、FMVSS 49CFR 526 放宽执行美国1980年汽车燃油节约法的申请和计划1.4.5、FMVSS 49CFR 529 多阶段汽车制造商1.4.6、FMVSS 49CFR 531 乘用车平均燃油经济性标准1.4.7、FMVSS 49CFR 533 轻型载货车燃油经济性标准1.4.8、FMVSS 49CFR 535 轻型载货车CAFE值前3年和后3年的使用1.4.9、FMVSS 49CFR 537 汽车燃油经济性报告1.4.10、FMVSS 49CFR 538 替代燃料车辆的生产鼓励措施1.5、认证制度1.5.1、FMVSS 49CFR566制造商识别1.5.2、FMVSS 49CFR567 认证1.5.3、FMVSS 49CFR568两阶段或多阶段制造车辆2、EPA2.1、空气清新法（clean air act）2.1、FMVSS 40CFR（EPA2008）对排放的控制和管理3、CARB3.1、2001型式年及以后蒸发排放标准及测试方法3.2、2001型式年及以后—尾气排放污染标准及测试规程3.2、2001型式年及以后---装配线测试规程3.3、2009及以后车型年---标签要求3.4、California new vehicle compliance test procedure3.5、Procedures for Exemption of Add-On and Modified Parts3.6、The California Low-Emission Vehicle Regulations( December 31, 2008)3.7、Title 13, California Code Regulations, Section 1968.2, Malfunction and Diagnostic SystemRequirements for 2004 and Subsequent Model-Year Passenger Cars, Light-Duty Trucks, and Medium-Duty Vehicles and Engines (OBD II)3.8、California Refueling Emission Standards and Test Procedures for 2001 and SubsequentModel Motor Vehicles( October 17, 2007 )3.9、California smog index label specifications for 2004 though 2009 model year passenger carand light duty trucks4.0、Title 13, California Code of Regulations, Sections 2035, 2037, and 2038, Emission ControlSystem Warranty Requirements for 1990 and Subsequent Model Year Passenger Cars, Light-Duty Trucks, and Medium-Duty Vehicles and Engines5.0、Title 13, California Code of Regulations, Chapter 1, Motor Vehicle Pollution Control Devices,Article 2, Approval of Motor vehicle Pollution Control Devices (New vehicles);Section 1969, Motor vehicle Service Information –1994 and Subsequent Model Passenger Cars, Light-duty Trucks, and Medium-Duty6.0、Title 13, California Code of Regulations, Section 1968.5, Enforcement of Malfunction andDiagnostic System Requirements for 2004 and Subsequent Model-Year Passenger Cars,Light-Duty Trucks, and Medium-Duty Vehicles and Engines如果贵公司有对专有法规的需要，可以来信，我们会竭力为你们解决！。

各种地址（Variousaddresses）

各种地址（Various addresses）BeijingProperties for saleThreeNewtownBlessing homeMountain maple \ 100Bay 1 No. daysTong Yuan \WE\ yearsFlower City, Chaoyang CityThe United States and the first city, Chaoyang Yazhu Changan metro / century landscape(two issue) Huilongguan cultural residence Residential area \ \ \ Ruili River Purple City East Delta (the house homes), Chui City(Chui City Xinyuan Wing Fung (2008).Three phase very space) rainbow city ocean landscapeYouth sinks, future residence, Niujie 18 \Vanilla Sky (Cannes two) \ \ pure Baihuan homes粹建舍\ \ \乐府扎马咱们玉泉新城Jiangnan \ Xinghecheng \ \ \ century cityeast Music City (city runBeiyuan home four)Easy city, exciting field, eastern one time zone, Vancouver forest, appleIf the community \ Baiwang jasmine garden (Baiwang park two), Changan ZijinThe wisdom of building \ \ \ Eastern International Home Chaoyang Jie \ \ Huihong seat love dayHuadu sun flower community \ \ \ \ yuanjianmingyuan Jingmian Xincheng rose garden, built inState Road No. 29 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2001 California Building Code(1997 UBC)-vs-2007 California Building Code(2006 IBC)September 7, 2007 Conventional Framing ProvisionsComparisonACKNOWLEDGEMENTSThis document was primarily authored by Bill Nagel, S.E. with contributions from James Russell, P.E. and reviewed by the conventional framing subcommittee of the CALBO Seismic Safety Committee.TABLE OF CONTENTSGENERAL REQUIREMENTS (1)ROOFS AND CEILINGS (6)FLOORS (10)WALLS (13)CRIPPLE WALLS (15)ANCHORAGE TO FOUNDATIONS (17)CRAWL SPACE VENTILATION (18)IRREGULAR BUILDINGS (19)BRACED WALL LINES (20)BRACED WALL PANELS (23)ALTERNATE BRACED WALL PANELS (25)ALTERNATE BRACING AT OPENINGS (26)GENERAL REQUIREMENTS2001 CBC / 1997 UBC 2007 CBC / 2006 IBCConventional framing allowed in one, two and three story group R and U occupancy buildings regardless of seismic zone. (2320.1) Conventional framing restricted to three stories in Seismic Design Categories (SDC) A and B and two stories in SDC C and one story in SDC’s D & E. (IBC 2308.11.1 & 2308.12.1)HCD has modified this to allow detached one and two-family dwellings to be three stories in SDC C and two stories in SDC’s D & E. Note: This is exactly what was permitted under the 2003 edition of the IBC and was eliminated from the 2006 IBC because conventional construction requirements for one and two-family dwellings were removed from IBC Section 2308, to direct code users to instead apply the provisions of the International Residential Code (IRC). Because California is not adopting the IRC these amendments were necessary.Cripple walls are considered a story for the purpose of applying bracing requirements from Tables 2308.9.3(1) or 2308.12.4 with the exception of cripple walls that are solid blocked and have studs that do not exceed 14 in height. (2308.2 # 1, 2308.9.4.1 and 2308.12.4)Conventional framing is not allowed in SDC F.Conventional framing allowed in one-story buildings constructed on a slab on grade and on the top story of two story wood framed buildings in Occupancy Category 4 buildings (Certain non-residential uses per Table 16-K). (2320.1 #2 & #4) Conventional framing is limited to maximum 40 psf live loads on floors thereby eliminating most commercial occupancies. (2308.2 # 3.2) Occupancy Category IV buildings (essential services) not allowed in SDC’s B,C,D,E or F. (2308.2 #6 and Table 1604.5)AF & PA Wood Frame Construction Manual (WFCM) is not a recognized document in the CBC. Allows compliance with AF & PA WFCM subject to limitations therein and limitations in the IBC. (2308.1)2001 CBC / 1997 UBC 2007 CBC / 2006 IBCUnusually shaped buildings must have engineered lateral design in Seismic Zones 3 and 4. (2320.4.4 and 2320.5.4) Irregular portions of buildings in SDC D and E must have an engineered lateral design. HCD and local jurisdictions in SDC C should consider amending this to include SDC C, otherwise irregular buildings located in the SDC C portions of California will have less seismic protection than was previously required when these irregularities are present. Irregularity provisions were applicable to Seismic Zones 3 and 4 since the 1994 UBC, and for unusual shape, size and split levels in Seismic Zones 2, 3 and 4 in the 1991 UBC. (2308.12.6)Buildings that contain one or more of six specified configurations are defined as unusually shaped in Sections 2320.5.4.1 through 2320.5.4.6. Section 2320.5.4.7 allows the Building Official to define other configurations not listed as an unusual shape. Irregular buildings are defined in Section 2308.12.6 as those containing one or more of six configurations. See the portion of this chart titled Irregular Buildings for more information. Specific authority is no longer granted to the Building Official to define other types of configurations as irregular. HCD and all local jurisdictions should consider an amendment to reinstate this authority because other irregularities can exist that are not covered by the six items.Criteria for maximum opening size in floor and roof diaphragms has changed.Concrete and masonry fireplaces, heaters and chimneys are not mentioned in the conventional framing provisions. However, chimney reinforcing and seismic anchorage to floor and roof framing is required in Seismic Zones 2, 3, and 4. (3102.4.3) Concrete and masonry fireplaces, heaters and chimneys are specifically allowed. (2308.2 #3.1 Exception # 2)In SDC C masonry chimneys do not require any reinforcing nor anchorage to the floor or roof framing. (2113.3) A code change to require reinforcing and anchorage of chimneys in SDC C has been submitted to ICC by BSSC. HCD and all local jurisdictions in SDC C should consider amending this to include SDC C, otherwise chimneys and fireplaces located in the SDC C portions of California will have less seismic protection than has traditionally been required.2001 CBC / 1997 UBC 2007 CBC / 2006 IBCChimney reinforcing and anchorageprovisions were applicable to SeismicZones 2, 3 and 4 since the 1973 edition ofthe UBC because of the poor performanceof unreinforced and/or unanchoredchimneys in even moderate ground shakingevents.Masonry and stone veneer limited to 5” in thickness in all zones and may not extend above the first story in zone 4 (2320.5.3 & 2320.4.3) Stone and masonry veneer is limited to the lesser of 5” in thickness or 50 psf. (2308.2 # 3.1 Exception 1)In SDC’s B & C veneer may extend up to two stories above grade plane when certain conditions are met. (e.g. more bracing length, higher capacity bracing, hold downs and no cripple walls) (2308.11.2)Note: Section 2308.11.2 Exception 3.2 is incorrect because it prescribed greater minimum bracing percentage in the top story than in the first story level. A code change to correct this has been submitted to ICC by the Building Seismic Safety Council (BSSC) that establishes the correct percentages of 25% for the top story and 45% for the bottom story. These revised percentages are consistent with those required by the 2006 IRC for the same condition. HCD and all local jurisdictions in SDC C should definitely amend this section to correct this mistake.SDC D veneer may be used in the first story above grade plane when certain conditions are met. (e.g. more bracing length, higher capacity bracing, hold downs and no cripple walls) (2308.12.2)In SDC E veneer may not extend above the basement. (2308.12.2)2001 CBC / 1997 UBC 2007 CBC / 2006 IBCNo limits on dead loads for walls and partitions. Dead loads for ceiling joists, rafters, and floor joists are limited by the use of span tables. In seismic zone 4 total loads exceeding those prescribed in certain span tables require an engineered lateral-force-resisting system. (2320.5.2) The ceiling joists, rafters and floor joists that exceed loads prescribed in certain span tables require an engineered gravity load system in all zones. (2320.1) Average dead loads for combined roof and ceiling, exterior walls, floors and partitions limited to 15 psf with the exception of stone or masonry veneer. (2308.2 #3.1)Allows non-conventional structural “elements” to be designed using engineered design. (2320.2) Allows “portions” and their supporting load path to be designed in accordance with accepted engineering practice. “Portions” is defined as “parts of buildings containing volume and area such as a room or a series of rooms”. (2308.1.1)Allows combining of engineered elements or systems (e.g. Simpson Strong Wall or similar products) with conventional construction using accepted engineering practice. (2308.4)In SDC’s D & E “portions” of structures must be designed to resist the forces specified in Chapter 16 to the extent such irregular features affect the performance of the conventional framing system. (2308.12.6)Table 23-II-B-1 provides values for nails only and does not address roof sheathing fastening.Requires (3) 16d (common or box) at ceiling joists to parallel rafters. Does not specify minimum nailing for collar ties. Table 2304.9.1 provides values for nails and staples for minimum fastening requirements and includes fastening for roof sheathing.Allows 2” planks to be fastened with only (1) 16d at each bearing.2001 CBC / 1997 UBC 2007 CBC / 2006 IBCRequires 2” planks to be fastened with (2) 16d at each bearing. Requires (3) 16d common connecting ceiling joists to parallel rafters. A category was added for collar tie to rafters which requires (3)10d commons. (Note: Refer to the roof rafter and ceiling joist portion of this chart regarding new requirements and Table 2308.10.4.1 which appears to supersede Table 2304.9.1 minimum requirements.)Added categories for jack rafter to hip, roof rafter to 2 x ridge beam, joist to band joist and ledger strip to stud.Special anchorage requirements for exit facilities located in seismic zones 3 & 4. (2320.13) The same special anchorage requirements exist for exit facilities located inSDC’s D & E. (2308.12.7) Note: HCD and local jurisdictions in SDC C should consider amending this section to include SDC C because the special seismic anchorage requirements for exit facilities previously applied to buildings in Seismic Zone 3.Occupancy group #’s rank from # 1, most important, to # 4, least important. (Table 16-K) Occupancy category #’s rank from # IV, most important, to # I, least important. (Table 1604.5)ROOFS AND CEILINGS2001 CBC / 1997 UBC 2007 CBC / 2006 IBCRafter span tables go to 30 psf live plus 15 psf dead maximum load. In seismic zone 4, total loads exceeding those prescribed in certain span tables require an engineered lateral-force-resisting system. (2320.5.2) Restricts snow loads to a maximum of 50 psf ground. (2308.2 #3.3)Does not specify any span limits on engineered trusses. Engineered trusses limited to a maximum span of not more than 40’ between points of vertical support. (2308.2 #5) Prefabricated I-joists, glue-lams and composite lumber may not be notched or drilled except where permitted by manufacturers recommendations or where designed by a licensed professional. (2308.10.7)Trusses are required to be supported laterally at points of bearing by solid blocking to prevent rotation and lateral displacement. (2320.12.8) Similar language does not exist in the conventional framing provisions for trusses. Wood trusses are required to be designed in accordance with the engineering provisions of section 2303.4. (2308.10.10)Section 2303.4 requires permanent “bracing” to be installed for engineered truss installations. However, section 2303 is silent as to blocking at points of bearing. (2303)Ceiling JoistsCeiling Joists are to be sized per Tables 23-IV-J-3 or 23-IV-J-4. (2320.12.2) Both tables limit deflections to l/240. One table is for a live load of 10 psf and a dead load of 5 psf. The other table is for a live load of 20 psf and a dead load of10 psf.The tables are applicable to many different grades of over two dozen species of lumber. Ceiling JoistsCeiling joists are to be sized per table 2308.10.2(1) or 2308.10.2(2). Other grades and species allowed per AF&PA Span Tables for Joists and Rafters. (2308.10.2)Both tables limit deflections to l/240. One table is for uninhabitable attics without storage having a live load of 10 psf and a dead load of 5 psf. The other table is for uninhabitable attics with limited storage having a live load of 20 psf and a dead load of 10 psf. Uninhabitable attics without storage and with limited storage are defined in Table 1607.1 footnotes i and j.ROOFS AND CEILINGS (Continued)2001 CBC / 1997 UBC 2007 CBC / 2006 IBCCeiling Joist Continued:The user must look up the Modulus of Elasticity (E) and the required bending design value (Fb) in table 23-IV-V-1 or23-IV-V-2 to use the tables.Use of these tables is somewhat confusing and may require interpolation to obtain an exact maximum span.For a 10 psf live load and a 5 psf dead load: A D.F. #2 2 x 8 ceiling joist at 24” o.c. can span 18’-9”A D.F. #2 2 x 6 ceiling joist at 24” o.c. can span 14’-9”(Tables 23-IV-J-3 and 23-IV-J-4)Ceiling Joist Continued:The tables are only applicable to four different grades in four commonly used species of lumber. (Douglas fir, hemlock fir, southern pine and spruce-pine-fir.)The user is not required to look up values for the Modulus of Elasticity (E) and the required bending design value (Fb). Overall the tables are easier to apply.For a 10 psf live load and a 5 psf dead load: A D.F. #2 2 x 8 ceiling joist at 24” o.c. can span 18’-9”A D.F. #2 2 x 6 ceiling joist at 24” o.c. can span 14’-10”(Table 2308.10.2(1))RaftersRafters are to be sized per tables 23-IV-R-1 through 23-IV-R-12. (Tables 23-IV-R-1 through 23-IV-R-12)Six tables limit deflections to l/240 and six limit deflections to l/180. Six different live load/dead load combinations are available for each of the two deflection limits. They are LL/DL of 20/10, 30/10, 20/15, 30/15, 20/20 and 30/20.There is no consideration in the rafter span tables of whether the ceiling finish is attached or not attached to roof rafters. RaftersRafters are to be sized per tables2308.10.3(1) through 2308.10.3(6). Other grades and species allowed per AF&PA Span Tables for Joists and Rafters. (2308.10.3)The tables limit deflections to either l/180 or l/240.Each table has an option for either a 20 psf or a 10 psf dead load.The design options in the six tables consider for Roof Live Load or Snow Load/Deflection/ and whether or not there is an attached or detached ceiling. They are: 20PSF/(L/180)/detached,20PSF/(L/240)/detached,30PSF/(L180)/detached,50PSF/(L/180)/detached,30PSF/(L/240)/attached and50PSF/(L/240)/attached.2001 CBC / 1997 UBC 2007 CBC / 2006 IBCRafters Continued:The tables are applicable to many different grades of over two dozen species of lumber.The user must look up the Modulus of Elasticity (E) and the required bending design value (Fb) in table 23-IV-V-1 or23-IV-V-2 to use the tables.Use of these tables is somewhat confusing and may require interpolation to obtain an exact maximum span. The use of the rafter tables differs from that of the ceiling and floor joist tables, thereby requiring the user to learn two different methods.For a 20 psf live load, a 10 psf dead load and a deflection limit of l/240:A D.F. #2 2 x 12 rafter at 24” o.c. can span 18’-9”A D.F. #2 2 x 10 rafter at 24” o.c. can span 16’-2”A D.F. #2 2 x 8 rafter at 24” o.c. can span 13’-3”(Tables 23-IV-R-1and 23-IV-V-1) Rafters Continued:The tables are only applicable to four different grades in four commonly used species of lumber. Douglas fir, hemlock fir, southern pine and spruce-pine-fir.The user is not required to look up values for the Modulus of Elasticity (E) and the required bending design value (Fb). Overall the tables are easier to apply.For a 20 psf live load, a 10 psf dead load and a deflection limit of l/240:A D.F. #2 2 x 12 rafter at 24” o.c. can span 21’-0”A D.F. #2 2 x 10 rafter at 24” o.c. can span 18’-2”A D.F. #2 2 x 8 rafter at 24” o.c. can span 14’-10”(Table 2308.10.3(2))One paragraph is dedicated to rafter ties (2320.12.6)Rafter ties are required to be nailed to adjacent ceiling joists to form a continuous tie between walls when parallel to the rafters. (2320.12.6)Minimum 1 x 4 cross ties spaced at not more than 4’ o.c. are required when ceiling joists are not parallel to rafters. (2320.12.6)(3) 16d face nails minimum between the face of ceiling joists and parallel rafters are specified in table 23-II-B-1. Three paragraphs and a table are dedicated to rafter tie and cross tie connections to rafters. (2308.10.4.1)Ceiling joists and rafters are required to be nailed to each other and to the wall plate. Ceiling joists must be continuous or securely joined where they meet over interior partitions. (2308.10.4.1)Ceiling joists are required to have a minimum of 1 ½” bearing. (2308.10.4.1) An “equivalent tie” must be provided at not more than 4’ o.c. when ceiling joists are not parallel to rafters.2001 CBC / 1997 UBC 2007 CBC / 2006 IBCRafters Continued:There is no specific mention of nailing for cross ties. Rafters Continued:A ridge beam may support rafters when ceiling joists or rafter ties are not provided. Table 2308.10.4.1 specifies the minimum number of nails required at rafter tie connections. The number of nails is dependant on roof slope, tie spacing, roof loading and roof span.Rafter/joist/tie connections are required to be of sufficient size and number to prevent splitting from nailing.No special requirements for rafter and truss ties or a continuous load path to resist wind uplift. New significantly increased connection requirements are prescribed between rafters or trusses to walls below to transfer wind uplift forces to the foundation using a continuous load path. (2308.10.1)Table 2308.10.1 contains capacity requirements for uplift connectors for roof level wind uplift.FLOORS2001 CBC / 1997 UBC 2007 CBC / 2006 IBCNo provisions for built up girders constructed from multiple 2x members. New language and design tables have been added for built up headers and girders using multiple 2x members. (2308.7 and Tables 2308.9.5 and 2308.9.6)No provisions for cuts, notches and holes in trusses, structural composite lumber, structural glue-laminated members orI-joists. Cuts, notches and holes bored in trusses, structural composite lumber, structural glue-laminated members or I-joists are not permitted except where permitted by the manufacturer’s recommendations or where designed by a licensed professional. (2308.8.2.1 and 2308.10.7)Requires double joists under and parallel to support bearing partitions. (2320.8.5) Allows bearing partitions parallel to joists to be supported on beams, girders, walls and other bearing partitions in addition to using doubled joists. (2308.8.4)Bearing partitions perpendicular to joists may not be offset from supporting girders, walls, or partitions more than the joist depth. (2320.8.5) Same as 2001 CBC except that offset limitations are waived when joists are of “sufficient size” to carry the additional loads. Engineering documentation of “sufficient size” would be necessary if the offset limit is exceeded (2308.8.4)Floor Joists are to be sized per tables 23-IV-J-1 and 23-IV-J-2 (2320.8.1) Floor joists to be sized per table 2308.8(1) or 2308.8(2). Other grades and species allowed per AF&PA Span Tables for Joists and Rafters. (2308.8)Both tables are for a 40 psf live load and limit deflections to l/360. One table is for a 10 psf dead load and the other for a 20 psf dead load.The tables are applicable to many different grades of over two dozen species of lumber.The user must look up the Modulus of Elasticity (E) and the required bending design value (Fb) in table 23-IV-V-1 or23-IV-V-2 to use the tables.Use of these tables is somewhat confusing and may require interpolation to obtain an exact maximum span. One table is for a 30 psf live load applicable to residential sleeping areas and the other is for a traditional 40 psf live load. Both tables limit deflections to l/360. Both tables contain values for 10 psf and 20 psf dead loads.The tables are only applicable to four different grades in four commonly used species of lumber. Douglas fir, hemlock fir, southern pine and spruce-pine-fir.The user is not required to look up values for the Modulus of Elasticity (E) and the required bending design value (Fb). Overall the tables are easier to apply.2001 CBC / 1997 UBC 2007 CBC / 2006 IBCFor a 40 psf live load and a 10 psf dead load:A D.F. #2 2 x 12 floor joist at 16” o.c. can span 17’-10”A D.F. #2 2 x 10 floor joist at 16” o.c. can span 15’-4”A D.F. #2 2 x 8 floor joist at 16” o.c. can span 12’-7”(Tables 23-IV-J-1and 23-IV-V-1) For a 40 psf live load and a 10 psf dead load:A D.F. #2 2 x 12 floor joist at 16” o.c. can span 20’-7”A D.F. #2 2 x 10 floor joist at 16” o.c. can span 17’-9”A D.F. #2 2 x 8 floor joist at 16” o.c. can span 14’-2”(Table 2308.8(2))Section 2316.1 adopt the 1997 NDS and section 2316.2 # 18 and #19 amends NDS section 4.4.1.1 and 4.4.1.2 pertaining to lateral support of bending members. NDS section 4.4.1.2, as amended, lists five different levels of support for various depth to breadth (d/b) ratios. (2316 & NDS4.4.1.2)No special support requirements exist for members with a d/b ratio less than or equal to 2:1Members with a d/b ratio greater than 2 and less than or equal to 4 must have both ends held in position by an acceptable means. Members with a d/b ratio greater than 4 and less than or equal to 5 must be held in line along the entire compression edge and ends at points of bearing must be held in position to prevent rotation and/or lateral displacement. Section 2308.8.5 contains requirements for lateral support of bending members and does not refer to the NDS. There are three levels of support for different depth to thickness (d/t) ratios. Note: The IBC requirements are less restrictive and are not as comprehensive as the NDS provisions, and there does not appear to be any justification for not using the NDS provisions. HCD and all local jurisdictions should consider an amendment to 2308.8.5 to delete its current provisions and reference the 2005 NDS Section 4.4.1.2 (or specify the actual language used in the NDS in this code section) (2308.8.5)No special support requirements exist for members with a d/t ratio less than 5:1.2001 CBC / 1997 UBC 2007 CBC / 2006 IBCMembers with a d/b ratio greater than 5 and less than or equal to 6 must meet all the requirements for d/b ratio greater than 4 and in addition provide bridging, cross bracing or full depth solid blocking is required at intervals not exceed 8’ on center.Members with a d/b ratio greater than 6 and less than or equal to 7 must have both edges held in line for their entire length and ends at points of bearing must be held in line to prevent rotation and/or lateral displacement. Members with a d/t ratio greater than or equal to 5:1 and less than 6:1 are required to have one edge held in line for the entire span. A code change has been submitted to ICC by the Shasta Cascade ICC to delete the word “one” and substitute the word “compression” before the word “edge” to clarify which edge must be held in line to effectively prevent rotation or lateral displacement. Such an amendment would match the wording in the 2005 NDS Section 4.4.1.2 item (c). Such an amendment should be considered by HCD and all local jurisdictions to clarify this item.Members with a d/t ratio exceeding 6:1 must have one line of bridging for each 8’ of span unless both edges of the member are held in line.A line of bridging is required at supports where equivalent lateral support is not otherwise provided.WALLS2001 CBC / 1997 UBC 2007 CBC / 2006 IBCBearing wall stud height 10’-0”maximum. (Table 23-IV-B) Bearing wall floor to floor limited to 10’-0” stud height plus maximum 16” floor framing height. (2308.2)Only addresses notches or holes in sawn lumber floor joists, studs, ceiling joists or rafters. (Sections 2320.8.3, 2320.11.9, 2320.11.10 and 2320.12.4) Cuts, notches and holes bored in trusses, structural composite lumber, structural glue-laminated members or I-joists are not permitted except where permitted by the manufacturer’s recommendations or where designed by a licensed professional. (2308.8.2.1)Limits on boring & notching of sawn lumber joists, studs, ceiling joists and rafters remain unchanged. (Sections 2308.8.2, 2308.9.10, 2308.9.11 and 2308.10.4.2Table 23-IV-B specifies permitted height and spacing of various size studs in bearing and nonbearing walls. No change to stud size, height and spacing. (Table 2308.9.1)No requirement for top plate thickness and width except for walls with 24 inch stud spacing. (2320.11.2). Top plates to be minimum 2x nominal depth and a width equal to the width of the studs. (2308.9.2.1)Nonbearing wall stud spacing limited to 24” o.c. (Table 23-IV-B) Nonbearing wall stud spacing limited to 28” o.c. max. (2308.9.2.3)Studs with wide dimension parallel to the wall (e.g., flat framing) are not allowed. Studs in non-bearing walls may be set with the wide dimension parallel to the wall (e.g., flat framing). (2308.9.2.3)Headers and lintels together with their supporting systems are to be “designed to support” the specified loads. (2320.11.6) Openings in bearing walls 4’-0” or less in width are to be provided with headers consisting of (2) 2x members placed on edge or 4x lumber of equivalent cross section. (2320.11.6)Openings more than 4’-0” require headers or lintels but no sizes are specified in the code. (2320.11.6)Each lintel or header is required to have a minimum of 1 ½” of bearing full width of the lintel. (2320.11.6) Exterior WallsHeaders are required over each opening in exterior bearing walls. Table 2308.9.5 can be used to size headers for one and two family dwellings. Headers for other buildings must be designed in accordance with section 2301.2 # 1 or # 2. Headers are required to be two pieces of 2x framing set on edge or of solid lumber of equivalent size. (2308.9.5.1)Wall studs are required to support the ends of the header in accordance withTable 2308.9.5. A minimum bearing of 1 1/2” for the full width of the header is required (2308.9.5.2)WALLS (Continued)2001 CBC / 1997 UBC 2007 CBC / 2006 IBCInterior Bearing WallsHeaders are required over each opening.One of two design tables may be used tosize the headers. Walls studs are requiredto support the ends of headers per tables.(2308.9.6)Interior Non-Bearing WallsOpenings are permitted to be framed withsingle studs and headers. A minimum of1 ½” bearing is required for full width ofthe lintel (2308.9.7)No provisions are included for exteriornon-bearing walls.CRIPPLE WALLS2001 CBC / 1997 UBC 2007 CBC / 2006 IBCNo specific requirements for cripple walls to be considered as a story. However, Table 23-IV-C-2 bracing lengths were developed considering cripple walls as an additional story level. Cripple walls having a stud height exceeding 14 inches, or having studs 14 inches or less that are not solid blocked, are considered a story. (2308.2 #1, 2308.12.4 & 2308.9.4.1)Braced wall panel type 7 (Stucco) is prohibited on cripple walls in seismic zone 4. (2320.11.5) Lath and plaster is permitted for use only on cripple walls that are not considered a story (stud height is 14 inches or less and is solid blocked) in table 2308.12.4 forSDC D & E (Table 2308.12.4)HCD has revised this to allow lath and plaster on cripple walls that are considered a story, only when S DS < 0.50 (HCD Table 2308.12.4) Note: This is exactly what was permitted under the 2003 edition of the IBC and was eliminated from the 2006 IBC because conventional construction requirements for one and two-family dwellings were removed from IBC Section 2308, to direct code users to instead apply the provisions of the International Residential Code (IRC).Bracing on cripple walls with studs exceeding 14 inches in height must comply with a special bracing table (Table 23-IV-C-2). (2320.11.5)Table 23-IV-C-2 requires 3/8” wood structural panels on 30% to 75% of the cripple walls depending on seismic zone, number of stories above the cripple wall, and the spacing of edge nails. (Note: values for three stories above the cripple wall are specifically excluded in the table because this cripple wall bracing is predicated on the cripple wall being considered an additional story. (Section 2320.11.5) Braced panel length required to be a minimum of two times the cripple wall height (h/w ratio minimum 1:2) but not less than 48”. This was required to avoid uplift that would potentially occur at narrow braced wall panels. (Table 23-IV-C-2 footnote #1) SDC A, B and CCripple wall bracing to comply with table 2308.9.3(1) (Braced wall panels) forSDC A,B, & C. (2308.9.4.1)SDC D & ECripple walls are not permitted in buildings where masonry veneer is used in the first story (2308.12.2 Exception # 4)Cripple wall bracing to comply with Table 2308.12.4 for SDC D & E. (2308.12.4)Length of cripple wall bracing is dependent on S DS and sheathing type.(Table 2308.12.4)。