FOREWORD The Iranian Petroleum Standards (IPS) reflect the views of the Iranian Ministry of Petroleum and are intended for use in the oil and gas production facilities, oil refineries, chemical and petrochemical plants, gas handling and processing installations and other such facilities. IPS is based on internationally acceptable standards and includes selections from the items stipulated in the referenced standards. They are also supplemented by additional requirements and/or modifications based on the experience acquired by the Iranian Petroleum Industry and the local market availability. The options which are not specified in the text of the standards are itemized in data sheet/s, so that, the user can select his appropriate preferences therein. The IPS standards are therefore expected to be sufficiently flexible so that the users can adapt these standards to their requirements. However, they may not cover every requirement of each project. For such cases, an addendum to IPS Standard shall be prepared by the user which elaborates the particular requirements of the user. This addendum together with the relevant IPS shall form the job specification for the specific project or work. The IPS is reviewed and up-dated approximately every five years. Each standards are subject to amendment or withdrawal, if required, thus the latest edition of IPS shall be applicable The users of IPS are therefore requested to send their views and comments, including any addendum prepared for particular cases to the following address. These comments and recommendations will be reviewed by the relevant technical committee and in case of approval will be incorporated in the next revision of the standard. Standards and Research department No.19, Street14, North kheradmand Karimkhan Avenue, Tehran, Iran . Postal Code- 1585886851 Tel: 88810459-60 & 66153055 Fax: 88810462 Email: Standards@nioc.org ﭘﻴﺶ ﮔﻔﺘﺎر ( ﻣﻨﻌﻜﺲ ﻛﻨﻨﺪه دﻳﺪﮔﺎﻫﻬﺎيIPS) اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ اﻳﺮان وزارت ﻧﻔﺖ اﻳﺮان اﺳﺖ و ﺑﺮاي اﺳﺘﻔﺎده در ﺗﺄﺳﻴﺴﺎت ﺗﻮﻟﻴﺪ ﻧﻔﺖ ، واﺣﺪﻫﺎي ﺷﻴﻤﻴﺎﺋﻲ و ﭘﺘﺮوﺷﻴﻤﻲ، ﭘﺎﻻﻳﺸﮕﺎﻫﻬﺎي ﻧﻔﺖ،و ﮔﺎز ﺗﺄﺳﻴﺴﺎت اﻧﺘﻘﺎل و ﻓﺮاورش ﮔﺎز و ﺳﺎﻳﺮ ﺗﺄﺳﻴﺴﺎت ﻣﺸﺎﺑﻪ ﺗﻬﻴﻪ .ﺷﺪه اﺳﺖ ﺑﺮاﺳﺎس اﺳﺘﺎﻧﺪاردﻫﺎي ﻗﺎﺑﻞ ﻗﺒﻮل ﺑﻴﻦ،اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ اﻟﻤﻠﻠﻲ ﺗﻬﻴﻪ ﺷﺪه و ﺷﺎﻣﻞ ﮔﺰﻳﺪهﻫﺎﻳﻲ از اﺳﺘﺎﻧﺪاردﻫﺎي ﻣﺮﺟﻊ ﻫﻤﭽﻨﻴﻦ ﺑﺮاﺳﺎس ﺗﺠﺮﺑﻴﺎت ﺻﻨﻌﺖ ﻧﻔﺖ ﻛﺸﻮر و.ﻣﻲﺑﺎﺷﺪ ﻣﻮاردي،ﻗﺎﺑﻠﻴﺖ ﺗﺄﻣﻴﻦ ﻛﺎﻻ از ﺑﺎزار داﺧﻠﻲ و ﻧﻴﺰ ﺑﺮﺣﺴﺐ ﻧﻴﺎز .ﺑﻄﻮر ﺗﻜﻤﻴﻠﻲ و ﻳﺎ اﺻﻼﺣﻲ در اﻳﻦ اﺳﺘﺎﻧﺪارد ﻟﺤﺎظ ﺷﺪه اﺳﺖ ﻣﻮاردي از ﮔﺰﻳﻨﻪﻫﺎي ﻓﻨﻲ ﻛﻪ در ﻣﺘﻦ اﺳﺘﺎﻧﺪاردﻫﺎ آورده ﻧﺸﺪه اﺳﺖ در داده ﺑﺮگﻫﺎ ﺑﺼﻮرت ﺷﻤﺎره ﮔﺬاري ﺷﺪه ﺑﺮاي اﺳﺘﻔﺎده .ﻣﻨﺎﺳﺐ ﻛﺎرﺑﺮان آورده ﺷﺪه اﺳﺖ ﺑﺸﻜﻠﻲ ﻛﺎﻣﻼً اﻧﻌﻄﺎف ﭘﺬﻳﺮ ﺗﺪوﻳﻦ ﺷﺪه،اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ .اﺳﺖ ﺗﺎ ﻛﺎرﺑﺮان ﺑﺘﻮاﻧﻨﺪ ﻧﻴﺎزﻫﺎي ﺧﻮد را ﺑﺎ آﻧﻬﺎ ﻣﻨﻄﺒﻖ ﻧﻤﺎﻳﻨﺪ ﺑﺎ اﻳﻦ ﺣﺎل ﻣﻤﻜﻦ اﺳﺖ ﺗﻤﺎم ﻧﻴﺎزﻣﻨﺪيﻫﺎي ﭘﺮوژه ﻫﺎ را ﭘﻮﺷﺶ در اﻳﻦ ﮔﻮﻧﻪ ﻣﻮارد ﺑﺎﻳﺪ اﻟﺤﺎﻗﻴﻪاي ﻛﻪ ﻧﻴﺎزﻫﺎي ﺧﺎص.ﻧﺪﻫﻨﺪ اﻳﻦ اﻟﺤﺎﻗﻴﻪ.آﻧﻬﺎ را ﺗﺄﻣﻴﻦ ﻣﻲﻧﻤﺎﻳﺪ ﺗﻬﻴﻪ و ﭘﻴﻮﺳﺖ ﻧﻤﺎﻳﻨﺪ ﻣﺸﺨﺼﺎت ﻓﻨﻲ آن ﭘﺮوژه و ﻳﺎ ﻛﺎر،ﻫﻤﺮاه ﺑﺎ اﺳﺘﺎﻧﺪارد ﻣﺮﺑﻮﻃﻪ .ﺧﺎص را ﺗﺸﻜﻴﻞ ﺧﻮاﻫﻨﺪ داد اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ ﺗﻘﺮﻳﺒﺎً ﻫﺮ ﭘﻨﺞ ﺳﺎل ﻳﻜﺒﺎر ﻣﻮرد ﺑﺮرﺳﻲ ﻗﺮار در اﻳﻦ ﺑﺮرﺳﻲﻫﺎ ﻣﻤﻜﻦ اﺳﺖ.ﮔﺮﻓﺘﻪ و روزآﻣﺪ ﻣﻲﮔﺮدﻧﺪ اﺳﺘﺎﻧﺪاردي ﺣﺬف و ﻳﺎ اﻟﺤﺎﻗﻴﻪاي ﺑﻪ آن اﺿﺎﻓﻪ ﺷﻮد و ﺑﻨﺎﺑﺮاﻳﻦ .ﻫﻤﻮاره آﺧﺮﻳﻦ وﻳﺮاﻳﺶ آﻧﻬﺎ ﻣﻼك ﻋﻤﻞ ﻣﻲ ﺑﺎﺷﺪ درﺧﻮاﺳﺖ ﻣﻲﺷﻮد ﻧﻘﻄﻪ ﻧﻈﺮﻫﺎ و،از ﻛﺎرﺑﺮان اﺳﺘﺎﻧﺪارد ﭘﻴﺸﻨﻬﺎدات اﺻﻼﺣﻲ و ﻳﺎ ﻫﺮﮔﻮﻧﻪ اﻟﺤﺎﻗﻴﻪاي ﻛﻪ ﺑﺮاي ﻣﻮارد ﻧﻈﺮات و. ﺑﻪ ﻧﺸﺎﻧﻲ زﻳﺮ ارﺳﺎل ﻧﻤﺎﻳﻨﺪ،ﺧﺎص ﺗﻬﻴﻪ ﻧﻤﻮدهاﻧﺪ ﭘﻴﺸﻨﻬﺎدات درﻳﺎﻓﺘﻲ در ﻛﻤﻴﺘﻪﻫﺎي ﻓﻨﻲ ﻣﺮﺑﻮﻃﻪ ﺑﺮرﺳﻲ و در ﺻﻮرت ﺗﺼﻮﻳﺐ در ﺗﺠﺪﻳﺪ ﻧﻈﺮﻫﺎي ﺑﻌﺪي اﺳﺘﺎﻧﺪارد ﻣﻨﻌﻜﺲ .ﺧﻮاﻫﺪ ﺷﺪ ﻛﻮﭼﻪ، ﺧﺮدﻣﻨﺪ ﺷﻤﺎﻟﻲ، ﺧﻴﺎﺑﺎن ﻛﺮﻳﻤﺨﺎن زﻧﺪ، ﺗﻬﺮان،اﻳﺮان 19 ﺷﻤﺎره،ﭼﻬﺎردﻫﻢ اداره ﺗﺤﻘﻴﻘﺎت و اﺳﺘﺎﻧﺪاردﻫﺎ 1585886851 : ﻛﺪﭘﺴﺘﻲ 66153055 و88810459 - 60 : ﺗﻠﻔﻦ 021-88810462 : دور ﻧﮕﺎر Standards@nioc.org :ﭘﺴﺖ اﻟﻜﺘﺮوﻧﻴﻜﻲ :ﺗﻌﺎرﻳﻒ ﻋﻤﻮﻣﻲ GENERAL DEFINITIONS: Throughout this Standard definitions shall apply. the following COMPANY: Refers to one of the related and/or affiliated companies of the Iranian Ministry of Petroleum such as National Iranian Oil Company, National Iranian Gas Company, National Petrochemical Company and National Iranian Oil Refinery And Distribution Company. PURCHASER: Means the “Company" where this standard is a part of direct purchaser order by the “Company”, and the “Contractor” where this Standard is a part of contract document. VENDOR AND SUPPLIER: Refers to firm or person who will supply and/or fabricate the equipment or material. CONTRACTOR: Refers to the persons, firm or company whose tender has been accepted by the company. EXECUTOR: Executor is the party which carries out all or part of construction and/or commissioning for the project. INSPECTOR: The Inspector referred to in this Standard is a person/persons or a body appointed in writing by the company for the inspection of fabrication and installation work. SHALL: Is used where a provision is mandatory. SHOULD: Is used where a provision is advisory only. WILL: Is normally used in connection with the action by the “Company” rather than by a contractor, supplier or vendor. MAY: Is used where a provision is completely discretionary. .در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺗﻌﺎرﻳﻒ زﻳﺮ ﺑﻪ ﻛﺎر ﻣﻲ رود :ﺷﺮﻛﺖ ﻣﺜﻞ،ﺑﻪ ﻳﻜﻲ از ﺷﺮﻛﺖ ﻫﺎي اﺻﻠﻲ و ﻳﺎ واﺑﺴﺘﻪ ﺑﻪ وزارت ﻧﻔﺖ ﺷﺮﻛﺖ ﻣﻠﻲ، ﺷﺮﻛﺖ ﻣﻠﻲ ﮔﺎز اﻳﺮان،ﺷﺮﻛﺖ ﻣﻠﻲ ﻧﻔﺖ اﻳﺮان ﺻﻨﺎﻳﻊ ﭘﺘﺮوﺷﻴﻤﻲ و ﺷﺮﻛﺖ ﻣﻠﻲ ﭘﺎﻻﻳﺶ و ﭘﺨﺶ ﻓﺮآوردهﻫﺎي .ﻧﻔﺘﻲ اﻃﻼق ﻣﻲﺷﻮد :ﺧﺮﻳﺪار ﻳﻌﻨﻲ ﺷﺮﻛﺘﻲ ﻛﻪ اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺨﺸﻲ از ﻣﺪارك ﺳﻔﺎرش ﺧﺮﻳﺪ ﻣﺴﺘﻘﻴﻢ آن ﺷﺮﻛﺖ ﻣﻲﺑﺎﺷﺪ و ﻳﺎ ﭘﻴﻤﺎﻧﻜﺎري ﻛﻪ اﻳﻦ .اﺳﺘﺎﻧﺪارد ﺑﺨﺸﻲ از ﻣﺪارك ﻗﺮارداد آن اﺳﺖ :ﻓﺮوﺷﻨﺪه و ﺗﺄﻣﻴﻦ ﻛﻨﻨﺪه ﺑﻪ ﻣﻮﺳﺴﻪ و ﻳﺎ ﺷﺨﺼﻲ ﮔﻔﺘﻪ ﻣﻲﺷﻮد ﻛﻪ ﺗﺠﻬﻴﺰات و ﻛﺎﻻﻫﺎي .ﻣﻮرد ﻟﺰوم ﺻﻨﻌﺖ را ﺗﺎﻣﻴﻦ ﻣﻲﻧﻤﺎﻳﺪ :ﭘﻴﻤﺎﻧﻜﺎر ﻣﻮﺳﺴﻪ و ﻳﺎ ﺷﺮﻛﺘﻲ ﮔﻔﺘﻪ ﻣﻲﺷﻮد ﻛﻪ ﭘﻴﺸﻨﻬﺎدش،ﺑﻪ ﺷﺨﺺ .ﺑﺮاي ﻣﻨﺎﻗﺼﻪ ﭘﺬﻳﺮﻓﺘﻪ ﺷﺪه اﺳﺖ :ﻣﺠﺮي ﻣﺠﺮي ﺑﻪ ﮔﺮوﻫﻲ اﻃﻼق ﻣﻲﺷﻮد ﻛﻪ ﺗﻤﺎم ﻳﺎ ﻗﺴﻤﺘﻲ از ﻛﺎرﻫﺎي .اﺟﺮاﺋﻲ و ﻳﺎ راه اﻧﺪازي ﭘﺮوژه را اﻧﺠﺎم دﻫﺪ :ﺑﺎزرس ﮔﺮوه ﻳﺎ ﻣﻮﺳﺴﻪاي اﻃﻼق/در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺎزرس ﺑﻪ ﻓﺮد ﺳﺎﺧﺖ و ﻧﺼﺐ،ﻣﻲﺷﻮد ﻛﻪ ﻛﺘﺒﺎً ﺗﻮﺳﻂ ﻛﺎرﻓﺮﻣﺎ ﺑﺮاي ﺑﺎزرﺳﻲ .ﺗﺠﻬﻴﺰات ﻣﻌﺮﻓﻲ ﺷﺪه ﺑﺎﺷﺪ :ﺑﺎﻳﺪ . اﺳﺘﻔﺎده ﻣﻲﺷﻮد،ﺑﺮاي ﻛﺎري ﻛﻪ اﻧﺠﺎم آن اﺟﺒﺎري اﺳﺖ :ﺗﻮﺻﻴﻪ . ﺑﻜﺎر ﻣﻲرود،ﺑﺮاي ﻛﺎري ﻛﻪ ﺿﺮورت اﻧﺠﺎم آن ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد :ﺗﺮﺟﻴﺢ ﻣﻌﻤﻮﻻً در ﺟﺎﻳﻲ اﺳﺘﻔﺎده ﻣﻲﺷﻮد ﻛﻪ اﻧﺠﺎم آن ﻛﺎر ﺑﺮاﺳﺎس .ﻧﻈﺎرت ﺷﺮﻛﺖ ﺑﺎﺷﺪ :ﻣﻤﻜﻦ اﺳﺖ . ﺑﻜﺎر ﻣﻲرود،ﺑﺮاي ﻛﺎري ﻛﻪ اﻧﺠﺎم آن اﺧﺘﻴﺎري ﻣﻲﺑﺎﺷﺪ IPS-E-CE-200(1) ENGINEERING STANDARD FOR CONCRETE STRUCTURES FIRST REVISION NOVEMBER 2008 اﺳﺘـﺎﻧﺪارد ﻣﻬﻨــﺪﺳﻲ ﺑﺮاي ﺳـﺎزهﻫﺎي ﺑﺘﻨـﻲ وﻳﺮاﻳﺶ اول 1387 آذر This Standard is the property of Iranian Ministry of Petroleum. All rights are reserved to the owner. Neither whole nor any part of this document maybe disclosed to any third party, reproduced, stored in any retrieval system or transmitted in any form or by any means without the prior written consent of the Iranian Ministry of Petroleum. ﺗﻤﺎم ﺣﻘﻮق آن ﻣﺘﻌﻠﻖ ﺑﻪ.اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﺘﻌﻠﻖ ﺑﻪ وزارت ﻧﻔﺖ اﻳﺮان اﺳﺖ ﺗﻤﺎم ﻳﺎ ﺑﺨﺸﻲ،ﻣﺎﻟﻚ آن ﺑﻮده و ﻧﺒﺎﻳﺪ ﺑﺪون رﺿﺎﻳﺖ ﻛﺘﺒﻲ وزارت ﻧﻔﺖ اﻳﺮان ، اﻧﺘﻘﺎل، ذﺧﻴﺮه ﺳﺎزي، ﺑﻪ ﻫﺮ ﺷﻜﻞ ﻳﺎ وﺳﻴﻠﻪ ازﺟﻤﻠﻪ ﺗﻜﺜﻴﺮ،از اﻳﻦ اﺳﺘﺎﻧﺪارد .ﻳﺎ روش دﻳﮕﺮي در اﺧﺘﻴﺎر اﻓﺮاد ﺛﺎﻟﺚ ﻗﺮار ﮔﻴﺮد Nov. 2008 / 1387 آذر CONTENTS : Page No IPS-E-CE-200(1) : ﻓﻬﺮﺳﺖ ﻣﻄﺎﻟﺐ 0. INTRODUCTION ............................................. 5 5.............................................................................. ﻣﻘﺪﻣﻪ-0 1. SCOPE................................................................ 6 6.................................................................... داﻣﻨﻪ ﻛﺎرﺑﺮد-1 2. REFERENCES .................................................. 7 7............................................................................. ﻣﺮاﺟﻊ-2 3. DEFINITIONS AND TERMINOLOGY......... 8 8............................................................ ﺗﻌﺎرﻳﻒ و واژﮔﺎن-3 4. SYMBOLS AND ABBREVIATIONS ............. 8 8......................................................... ﻋﻼﺋﻢ و اﺧﺘﺼﺎرات-4 5. UNITS................................................................. 12 12......................................................................... واﺣﺪﻫﺎ-5 6. GENERAL REQUIREMENTS ....................... 12 12............................................................ اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ-6 6.1 Design Methods............................................ 12 12.................................................. روشﻫﺎي ﻃﺮاﺣﻲ1-6 6.2 Methods of Analysis .................................... 13 13............................................... روش ﻫﺎي ﺗﺤﻠﻴﻠﻲ2-6 6.3 Load Distribution ........................................ 13 13.............................................................. ﺗﻮزﻳﻊ ﺑﺎر3-6 6.4 Modulus of Elasticity................................... 15 15................................................ ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ4-6 6.5 Stiffness......................................................... 15 15.................................................................. ﺳﺨﺘﻲ5-6 6.6 Span Length ................................................. 16 16........................................................... ﻃﻮل دﻫﺎﻧﻪ6-6 6.7 Columns........................................................ 16 16................................................................ ﺳﺘﻮﻧﻬﺎ7-6 6.8 T-Beam Construction.................................. 17 17..................................... ﺷﻜﻞT اﺟﺮاي ﺗﻴﺮﻫﺎي8-6 6.9 Joist Construction........................................ 17 17..................................... اﺟﺮاي ﺗﻴﺮﭼﻪﻫﺎي ﺑﺘﻨﻲ9-6 6.10 Separate Floor Finish ................................ 19 19..................................... ﻻﻳﻪ ﭘﻮﺷﺶ ﻧﻬﺎﻳﻲ ﻛﻒ10-6 6.11 Alternate Design Method .......................... 19 19.................................... روش ﻃﺮاﺣﻲ ﺟﺎﻳﮕﺰﻳﻦ11-6 7. STRENGTH AND SERVICEABILITY REQUIREMENTS ............................................ 28 28............................... ﺿﻮاﺑﻂ ﻣﻘﺎوﻣﺖ و ﺑﻬﺮه ﺑﺮداري-7 7.1 Required Strength ....................................... 28 28................................................... ﻣﻘﺎوﻣﺖ ﻻزم1-7 7.2 Design Strength............................................ 29 29............................................. ﻣﻘﺎوﻣﺖ ﻃﺮاﺣﻲ2-7 1 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 7.3 Bearing Strength.......................................... 30 30...................................................... ﻣﻘﺎوﻣﺖ ﻟﻬﻴﺪﮔﻲ3-7 7.4 Control of Deflections.................................. 31 31............................................................... ﻛﻨﺘﺮل ﺧﻴﺰ4-7 8. FLEXURE AND AXIAL LOADS.................... 37 37................................................. ﺧﻤﺶ و ﺑﺎرﻫﺎي ﻣﺤﻮري-8 8.1 Design Assumptions .................................... 37 37...................................................... ﻓﺮﺿﻴﺎت ﻃﺮاﺣﻲ1-8 8.2 Use of Computer in Design ......................... 38 38.................................... ﻛﺎرﺑﺮد ﻛﺎﻣﭙﻴﻮﺗﺮ در ﻃﺮاﺣﻲ2-8 8.3 Model Analysis............................................. 38 38............................................................. ﺗﺤﻠﻴﻞ ﻣﺪل3-8 8.4 Special Provisions for Earthquake Resistance ..................................................... 39 39................ ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ زﻟﺰﻟﻪ4-8 8.5 Analysis by Calculation............................... 39 39............................................ ﺗﺤﻠﻴﻞ ﺗﻮﺳﻂ ﻣﺤﺎﺳﺒﻪ5-8 8.6 Distribution of Flexural Reinforcement in Beams and One-Way Slabs for Crack Control........................................................... 40 ﺗﻮزﻳﻊ آرﻣﺎﺗﻮرﻫﺎي ﺧﻤﺸﻲ در ﺗﻴﺮﻫﺎ و داﻟﻬﺎي6-8 40.........................................ﻳﻜﻄﺮﻓﻪ ﺑﺮاي ﻛﻨﺘﺮل ﺗﺮك 8.7 Shrinkage and Temperature Reinforcement............................................... 41 41............................................. آرﻣﺎﺗﻮر اﻓﺖ و ﺣﺮارت7-8 8.8 Tie Reinforcement ....................................... 42 42..................................................................... ﺗﻨﮓﻫﺎ8-8 9. SHEAR AND TORSION .................................. 43 43................................................................ ﺑﺮش و ﭘﻴﭽﺶ-9 9.1 General ......................................................... 43 43..................................................................... ﻋﻤﻮﻣﻲ1-9 9.2 Buckling........................................................ 44 44.................................................................... ﻛﻤﺎﻧﺶ2-9 9.3 Shear Strength ............................................. 44 44........................................................ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ3-9 9.4 Combined Shear and Torsion Strength for Non-Prestressed Members with Rectangular or Flanged Sections....................................... 45 ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ و ﭘﻴﭽﺸﻲ ﺗﺮﻛﻴﺐ ﺷﺪه ﺑﺮاي اﻋﻀﺎي4-9 45............ﻏﻴﺮﭘﻴﺶﺗﻨﻴﺪه ﺑﺎ ﻣﻘﻄﻊ ﻣﺴﺘﻄﻴﻠﻲ ﻳﺎ ﺑﺎﻟﺪار 9.5 Shear Friction .............................................. 45 45..................................................... ﺑﺮش اﺻﻄﻜﺎك5-9 9.6 Special Provisions for Deep Flexural Members....................................................... 46 46.............. ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي اﻋﻀﺎي ﺧﻤﺸﻲ ﻋﻤﻴﻖ6-9 2 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 9.7 Special Provisions for Brackets and Corbels.............................................................. 46 46........................ ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي دﺳﺘﻜﻬﺎ و ﺷﺎﻧﻪﻫﺎ7-9 9.8 Special Provisions for Walls ....................... 47 47........................................ ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي دﻳﻮارﻫﺎ8-9 9.9 Transfer of Moments to Columns .............. 47 47....................................... اﻧﺘﻘﺎل ﻟﻨﮕﺮﻫﺎ ﺑﻪ ﺳﺘﻮن ﻫﺎ9-9 9.10 Special Provisions for Slabs and Footings 48 48.............................. ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي داﻟﻬﺎ و ﭘﻲﻫﺎ10-9 10. DEVELOPMENT AND SPLICES OF REINFORCEMENT ........................................ 53 53................................................. ﻣﻬﺎر و وﺻﻠﻪ آرﻣﺎﺗﻮرﻫﺎ-10 10.1 Development of Reinforcement-General . 53 53...................................... ﻣﻬﺎر آرﻣﺎﺗﻮرﻫﺎ – ﻋﻤﻮﻣﻲ1-10 10.2 Development of Deformed Bars and Deformed Wire in Tension ........................ 53 53....... ﻣﻬﺎر ﻣﻴﻠﮕﺮدﻫﺎ و ﻣﻔﺘﻮﻟﻬﺎي آﺟﺪار در ﻛﺸﺶ2-10 10.4 Development of Bundled Bars .................. 53 53............................................. ﻣﻬﺎر ﮔﺮوه ﻣﻴﻠﮕﺮدﻫﺎ4-10 10.5 Development of Standard Hooks in Tension ........................................................ 53 53.................. ﻣﻬﺎر ﻗﻼب ﻫﺎي اﺳﺘﺎﻧﺪارد در ﻛﺸﺶ5-10 10.6 Mechanical Anchorage.............................. 53 53...................................................... ﻣﻬﺎر ﻣﻜﺎﻧﻴﻜﻲ6-10 10.7 Development of Welded Deformed Wire Fabric in Tension........................................ 54 54 ﻣﻬﺎر ﺷﺒﻜﻪ ﺟﻮشﺷﺪه از ﻣﻔﺘﻮل آﺟﺪار در ﻛﺸﺶ7-10 10.8 Development of Prestressing Strand........ 54 54......................................... ﻣﻬﺎر رﺷﺘﻪ ﭘﻴﺶ ﺗﻨﻴﺪه8-10 10.9 Development of Flexural Reinforcement General ........................................................ 54 54............................ ﻣﻬﺎر آرﻣﺎﺗﻮر ﺧﻤﺸﻲ – ﻋﻤﻮﻣﻲ9-10 10.10 Development of Positive Moment Reinforcement.......................................... 55 55..................................... ﻣﻬﺎر آرﻣﺎﺗﻮر ﻟﻨﮕﺮ ﻣﺜﺒﺖ10-10 10.11 Development of Negative Moment Reinforcement.......................................... 56 56...................................... ﻣﻬﺎر آرﻣﺎﺗﻮر ﻟﻨﮕﺮ ﻣﻨﻔﻲ11-10 10.12 Development of Web Reinforcement ..... 56 56............................................... ﻣﻬﺎر آرﻣﺎﺗﻮر ﺟﺎن12-10 10.13 Splices of Reinforcement-General.......... 58 58........................ وﺻﻠﻪ ﻫﺎي آرﻣﺎﺗﻮرﻫﺎ – ﻋﻤﻮﻣﻲ13-10 10.14 Splices of Deformed Bars and Deformed Wire in Tension......................................... 58 58 وﺻﻠﻪ ﻣﻴﻠﮕﺮدﻫﺎ و ﻣﻔﺘﻮﻟﻬﺎي آﺟﺪار ﺗﺤﺖ ﻛﺸﺶ14-10 3 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 10.15 Splices of Deformed Bars in Compression............................................. 58 58.................... وﺻﻠﻪ ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﺗﺤﺖ ﻓﺸﺎر15-10 10.16 Special Splice Requirements for Columns.................................................... 58 58............................ ﺿﻮاﺑﻂ وﻳﮋه وﺻﻠﻪ ﺑﺮاي ﺳﺘﻮﻧﻬﺎ16-10 11. PLAIN CONCRETE DESIGN....................... 60 60.................................................... ﻃﺮاﺣﻲ ﺑﺘﻦ ﻏﻴﺮﻣﺴﻠﺢ-11 11.1 General Requirements .............................. 60 60........................................................ اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ1-11 11.2 Use of Plain Concrete ................................ 60 60...................................... اﺳﺘﻔﺎده از ﺑﺘﻦ ﻏﻴﺮﻣﺴﻠﺢ2-11 11.3 Design ......................................................... 60 60................................................................... ﻃﺮاﺣﻲ3-11 12. PRESTRESSED CONCRETE DESIGN....... 60 60............................................... ﻃﺮاﺣﻲ ﺑﺘﻦ ﭘﻴﺶ ﺗﻨﻴﺪه-12 13. DESIGN OF SHELLS AND FOLDED PLATE MEMBERS ...................................................... 60 60....................... ﻃﺮاﺣﻲ ﭘﻮﺳﺘﻪ ﻫﺎ و ﺻﻔﺤﺎت ﭘﻠﻴﺴﻪاي-13 APPENDICES: :ﭘﻴﻮﺳﺖﻫﺎ APPENDIX A DESIGN OF WALLS .................. 61 61...................................................ﭘﻴﻮﺳﺖ اﻟﻒ ﻃﺮاﺣﻲ دﻳﻮارﻫﺎ APPENDIX B DESIGN OF PRECAST CONCRETE MEMBERS............ 65 65....................ﭘﻴﻮﺳﺖ ب ﻃﺮاﺣﻲ اﻋﻀﺎي ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﺑﺘﻨﻲ APPENDIX C COMPOSITE CONCRETE FLEXURAL MEMBERS............. 67 67...............................ﭘﻴﻮﺳﺖ ج اﻋﻀﺎي ﺧﻤﺸﻲ ﺑﺘﻦ ﻣﺮﻛﺐ 4 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻣﻘﺪﻣﻪ-0 0. INTRODUCTION اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ اﺑﺰاري ﺑﺮاي ﺗﺒﻴﻴﻦ ﺣﺪاﻗﻞ اﻟﺰاﻣﺎت در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه ﺑﺮاي ﻃﺮاﺣﻲ ﺗﻮﺳﻂ ﻣﻬﻨﺪﺳﻴﻦ و ﻣﺸﺎورﻳﻦ .ﺻﻨﺎﻳﻊ ﻧﻔﺖ اﻳﺮان ﻣﻲﺑﺎﺷﺪ اﻳﻦ اﺳﺘﺎﻧﺪارد درﺑﺮ ﮔﻴﺮﻧﺪه اﻧﻮاع ﻣﻌﻤﻮل ﺳﺎزه ﻫﺎي ﺑﺰرگ و اﻟﺰاﻣﺎت اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ در اﺳﺘﻔﺎده از.ﻛﻮﭼﻚ ﻣﻲﺑﺎﺷﺪ .ﺑﺴﺘﻪ ﻫﺎي ﻧﺮم اﻓﺰاري ﻧﻴﺰ ﺑﺎﻳﺪ ﻟﺤﺎظ ﺷﻮد This Engineering Standard provides a means of establishing minimum requirements to be considered for designs by engineers and consultants of Iranian Oil Industries. The Standard is intended to cover the usual types of all structural members, both large and small. The requirements of this Engineering Standard shall also be met and applied, where there is use of software packages. اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﻣﺘﺸﻜﻞ از ﻳﻚ ﺑﺨﺶ و ﺳﻪ ﭘﻴﻮﺳﺖ ﻣﻲﺑﺎﺷﺪ ﻛﻪ ﺑﻪ ﺗﺮﺗﻴﺐ ﺣﺪاﻗﻞ اﻟﺰاﻣﺎت ﻃﺮاﺣﻲ ﻣﻘﺎﻃﻊ و ﻃﺮاﺣﻲ .ﻋﻨﺎﺻﺮ ﺳﺎزه اي را ﻣﻌﻴﻦ ﻣﻴﻜﻨﺪ This Engineering Standard consists of one part which specifies the minimum requirements for design of sections and three Appendices specifying the requirements for design of structural elements. 5 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) داﻣﻨﻪ ﻛﺎرﺑﺮد-1 1. SCOPE اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺣﺪاﻗﻞ اﻟﺰاﻣﺎت ﻃﺮاﺣﻲ ﻋﻨﺎﺻﺮ ﺳﺎزهاي ﭘﻴﺶ ﺗﻨﻴﺪه و ﭘﻴﺶ ﺳﺎﺧﺘﻪ را ﻛﻪ در، ﻏﻴﺮﻣﺴﻠﺢ،ﺑﺘﻨﻲ ﻣﺴﻠﺢ . ﮔﺎز و ﭘﺘﺮوﺷﻴﻤﻲ ﻧﺼﺐ ﻣﻲﺷﻮﻧﺪ را ﺷﺎﻣﻞ ﻣﻲﺷﻮد،ﺻﻨﺎﻳﻊ ﻧﻔﺖ ،اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺮاﻳﻦ ﻓﺮض ﻛﻪ ﺗﻤﺎم اﺟﺰاي ﺑﺎرﺑﺮ ﺑﺘﻨﻲ ﻣﻲﺑﺎﺷﻨﺪ .ﺗﻬﻴﻪ ﺷﺪه اﺳﺖ در ﺻﻮرت وﺟﻮد ﺗﻨﺎﻗﺺ ﺑﻴﻦ ﻣﺸﺨﺼﺎت ﻃﺮاﺣﻲ اﻳﻦ اﺳﺘﺎﻧﺪارد و ﻣﺸﺨﺼﺎت ﻃﺮاﺣﻲ ﺑﻴﺎن ﺷﺪه در اﻳﻦ،ﺳﺎﻳﺮ اﺳﺘﺎﻧﺪاردﻫﺎي ﻣﺮﺟﻊ .اﺳﺘﺎﻧﺪارد ﺣﺎﻛﻢ ﻣﻲﺑﺎﺷﺪ ، دودﻛﺸﻬﺎ، ﺳﻴﻠﻮﻫﺎ، ﻣﺨﺎزن،اﻳﻦ اﺳﺘﺎﻧﺪارد ﺷﺎﻣﻞ ﻃﺮاﺣﻲ ﺗﺎﻧﻜﻬﺎ ،ﺷﻤﻌﻬﺎ و ﭘﺎﻳﻪﻫﺎ ﻛﻪ داراي اﺳﺘﺎﻧﺪاردﻫﺎي ﻣﺮﺑﻮط ﺑﻪ ﺧﻮد ﻫﺴﺘﻨﺪ .ﻧﻤﻲﺑﺎﺷﺪ This Engineering Standard provides minimum requirements for design of reinforced, non reinforced, prestressed and precast concrete structural elements of any structure erected at the plants of oil, gas and petrochemical Industries. The standard has been prepared on the assumption that all load-bearing elements are of concrete. This Standard shall govern in all matters pertaining to design, wherever this Standard is in conflict with requirements mentioned in other specifications referenced in this Standard. This Standard does not include design of tanks, reservoirs, silos, chimneys, piles, and piers, which are dealt with in their relevant standards. :1 ﻳﺎدآوري Note 1: ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ1377 اﻳﻦ اﺳﺘﺎﻧﺪارد در آذر ﻣﺎه ﺳﺎل ﻣﺮﺑﻮﻃﻪ ﺑﺮرﺳﻲ و روز آﻣﺪ ﺷﺪ و ﻣﻮارد ﺗﺎﻳﻴﺪ ﺷﺪه ﺑﻪ ﻋﻨﻮان . اﺑﻼغ ﮔﺮدﻳﺪ12 ﻃﻲ ﺑﺨﺸﻨﺎﻣﻪ ﺷﻤﺎره1 اﺻﻼﺣﻴﻪ ﺷﻤﺎره This standard specification is reviewed and updated by the relevant technical committee on Dec. 1998, as amendment No. 1 by circular No. 12. :2 ﻳﺎدآوري Note 2: ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ1384 اﻳﻦ اﺳﺘﺎﻧﺪارد در ﺧﺮداد ﻣﺎه ﺳﺎل ﻣﺮﺑﻮﻃﻪ ﺑﺮرﺳﻲ و روز آﻣﺪ ﺷﺪ و ﻣﻮارد ﺗﺎﻳﻴﺪ ﺷﺪه ﺑﻪ ﻋﻨﻮان . اﺑﻼغ ﮔﺮدﻳﺪ260 ﻃﻲ ﺑﺨﺸﻨﺎﻣﻪ ﺷﻤﺎره2 اﺻﻼﺣﻴﻪ ﺷﻤﺎره This standard specification is reviewed and updated by the relevant technical committee on June 2005, as amendment No. 2 by circular No. 260. :3 ﻳﺎدآوري Note 3: ﻧﺴﺨﻪ ﺑﺎزﻧﮕﺮي ﺷﺪه اﺳﺘﺎﻧﺪارد ﻓﻮق،اﻳﻦ اﺳﺘﺎﻧﺪارد دو زﺑﺎﻧﻪ ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ ﻣﺮﺑﻮﻃﻪ1387 ﻣﻴﺒﺎﺷﺪ ﻛﻪ در آذر ﻣﺎه ﺳﺎل از اﻳﻦ ﭘﺲ.( اراﻳﻪ ﻣﻲﮔﺮدد1) ﺗﺎﻳﻴﺪ و ﺑﻪ ﻋﻨﻮان وﻳﺮاﻳﺶ .( اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻨﺴﻮخ ﻣﻲﺑﺎﺷﺪ0) وﻳﺮاﻳﺶ This bilingual standard is a revised version of the standard specification by the relevant technical committee on November 2008, which is issued as revision (1). Revision (0) of the said standard specification is withdrawn. :4 ﻳﺎدآوري Note 4: ﻣﺘﻦ اﻧﮕﻠﻴﺴﻲ،در ﺻﻮرت اﺧﺘﻼف ﺑﻴﻦ ﻣﺘﻦ ﻓﺎرﺳﻲ و اﻧﮕﻠﻴﺴﻲ .ﻣﻼك ﻣﻲﺑﺎﺷﺪ In case of conflict between Farsi and English languages, English language shall govern. 6 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻣﺮاﺟﻊ-2 2. REFERENCES در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﻪ آﻳﻴﻦ ﻧﺎﻣﻪﻫﺎ و اﺳﺘﺎﻧﺪاردﻫﺎي ﺗﺎرﻳﺦ دار و ﺗﺎ ﺣﺪي ﻛﻪ در، اﻳﻦ ﻣﺮاﺟﻊ.ﺑﺪون ﺗﺎرﻳﺦ زﻳﺮ اﺷﺎره ﺷﺪه اﺳﺖ ﺑﺨﺸﻲ از اﻳﻦ،اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار ﮔﺮﻓﺘﻪاﻧﺪ وﻳﺮاﻳﺶ ﮔﻔﺘﻪ، در ﻣﺮاﺟﻊ ﺗﺎرﻳﺦدار.اﺳﺘﺎﻧﺪارد ﻣﺤﺴﻮب ﻣﻲﺷﻮﻧﺪ ﺷﺪه ﻣﻼك ﺑﻮده و ﺗﻐﻴﻴﺮاﺗﻲ ﻛﻪ ﺑﻌﺪ از ﺗﺎرﻳﺦ وﻳﺮاﻳﺶ در آﻧﻬﺎ ﭘﺲ از ﺗﻮاﻓﻖ ﺑﻴﻦ ﻛﺎرﻓﺮﻣﺎ و ﻓﺮوﺷﻨﺪه ﻗﺎﺑﻞ اﺟﺮا،داده ﺷﺪه اﺳﺖ آﺧﺮﻳﻦ وﻳﺮاﻳﺶ آﻧﻬﺎ ﺑﻪ اﻧﻀﻤﺎم، در ﻣﺮاﺟﻊ ﺑﺪون ﺗﺎرﻳﺦ.ﻣﻲﺑﺎﺷﺪ .ﻛﻠﻴﻪ اﺻﻼﺣﺎت و ﭘﻴﻮﺳﺖﻫﺎي آن ﻣﻼك ﻋﻤﻞ ﻣﻲﺑﺎﺷﻨﺪ Throughout this Standard the following dated and undated standards/codes are referred to. These referenced documents shall, to the extent specified herein, from a part of this standard. For dated references, the edition cited applies. The applicability of changes in dated references that occur after the cited date shall be mutually agreed upon by the Company and the Vendor. For undated references, the latest edition of the referenced documents (including any supplements and amendments) applies. ( )ﻣﻮﺳﺴﻪ ﺑﺘﻦ آﻣﺮﻳﻜﺎACI ACI (AMERICAN CONCRETE INSTITUTE) "آﻳﻴﻦ ﻧﺎﻣﻪ اﻟﺰاﻣﺎت ﻃﺮاﺣﻲ ﺳﺎزه ﻫﺎيACI 318 M-2005 "ﺑﺘﻨﻲ ACI 318 M-2005 “Building Code Requirements for Structural Concrete” ACI 318 M-1999-Appendix “A” ACI 318 M-1999-Appendix “A” “Building Code Requirements for Structural Concrete” ASTM "آﻳﻴﻦ ﻧﺎﻣﻪ اﻟﺰاﻣﺎت ﻃﺮاﺣﻲ ﺳﺎزهﻫﺎي "ﺑﺘﻨﻲ ( )اﻧﺠﻤﻦ آزﻣﻮن و ﻣﻮاد آﻣﺮﻳﻜﺎASTM (AMERICAN SOCIETY FOR TESTING AND MATERIALS) "ﻣﺸﺨــﺼﺎت ﻣﻴﻠﮕﺮدﻫــﺎي ﺳــﺎده وASTM A 615-06 "آﺟﺪار از ﺷﻤﺶ ﻓﻮﻻدي ASTM A 615-06 “Specification for Deformed and Plain Billet-Steel Bars” ( )اﻧﺠﻤﻦ ﻣﻬﻨﺪﺳﺎن ﻋﻤﺮان آﻣﺮﻳﻜﺎASCE ASCE (AMERICAN SOCIETY OF CIVIL ENGINEERS) ASCE-7 BHRC "آﻳﻴﻦ ﻧﺎﻣﻪ ﺣﺪاﻗﻞ ﺑﺎرﻫﺎ ﺑﺮاي ﺳﺎﺧﺘﻤﺎﻧﻬﺎ "و ﺳﺎﻳﺮ ﺳﺎزهﻫﺎ “Minimum Design Loads For Buildings And Other Structures” ( ) ﻣﺮﻛﺰ ﺗﺤﻘﻴﻘﺎت ﺳﺎﺧﺘﻤﺎن و ﻣﺴﻜﻦBHRC (BUILDING AND HOUSING RESEARCH CENTER) 2800 آﻳﻴﻦ ﻧﺎﻣﻪ BHRC-PNS 253 "آﻳﻴﻦ ﻧﺎﻣﻪ ﻃﺮاﺣﻲ ﺳﺎﺧﺘﻤﺎﻧﻬﺎ در ﺑﺮاﺑﺮ "( )وﻳﺮاﻳﺶ ﺳﻮم2800 زﻟﺰﻟﻪ اﺳﺘﺎﻧﺪارد “Iranian Code Of Practice For Seismic Resistant Design Of Buildings Standard No. 2800 (3rd Edition)” ( )اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ اﻳﺮانIPS IPS (IRANIAN PETROLEUM STANDARDS) IPS-E-CE-500 “Engineering Standard Loads” IPS-C-CE-200 “Construction Standard Concrete Structures” IPS-E-CE-120 “Engineering Standard Foundations” ASCE-7 for " "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي ﺑﺎرﮔﺬاريIPS-E-CE-500 for " "اﺳﺘﺎﻧﺪارد ﺳﺎﺧﺖ ﺑﺮاي ﺳﺎزه ﻫﺎي ﺑﺘﻨﻲIPS-C-CE-200 for " "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎIPS-E-CE-120 7 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) for " "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي واﺣﺪﻫﺎIPS-E-GN-100 IPS-M-CE-105 “Material Standard for Building Materials” " "اﺳﺘﺎﻧﺪارد ﻣﻮاد ﺑﺮاي ﻣﺼﺎﻟﺢ ﺳﺎﺧﺘﻤﺎﻧﻲIPS-M-CE-105 IPS-E-GN-100 “Engineering Units” Standard ﺗﻌﺎرﻳﻒ و واژﮔﺎن-3 3. DEFINITIONS AND TERMINOLOGY ﺑﺮاي ﺗﻌﺮﻳﻒ واژهﻫﺎي ﻣﻮرد اﺳﺘﻔﺎده در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﻪ ﺑﺨﺶ "آﻳﻴﻦ ﻧﺎﻣﻪ اﻟﺰاﻣﺎتACI 318M اﺳﺘﺎﻧﺪارد2 ﻓﺼﻞ،1 .ﻃﺮاﺣﻲ ﺳﺎزهﻫﺎي ﺑﺘﻦ ﻣﺴﻠﺢ ﻣﺮاﺟﻌﻪ ﺷﻮد For definition of terms used in this Standard reference is made to Part 1, Chapter 2 of ACI 318M "Building Code Requirements for Reinforced Concrete". ﻋﻼﺋﻢ و اﺧﺘﺼﺎرات-4 4. SYMBOLS AND ABBREVIATIONS av = shear span, equal to distance from center of Concentrated load to either (a) face of support for continuous or cantilevered members, or (b) center of support for simply supported members, mm. ﺑﺮاﺑﺮ اﺳﺖ ﺑﺎ ﻓﺎﺻﻠﻪ از ﻣﺮﻛﺰ ﺑﺎر ﻣﺘﻤﺮﻛﺰ ﺗﺎ، = دﻫﺎﻧﻪ ﺑﺮشa Ac = area of concrete section resisting shear transfer, mm2. ، = ﻣﺴــﺎﺣﺖ ﻣﻘﻄﻊ ﺑﺘﻨﻲ ﻣﻘــﺎوم در ﺑﺮاﺑﺮ ﺑــﺮشAc Acp =area enclosed by outside perimeter of concrete cross section, mm2. = ﻣﺴﺎﺣﺖ ﻣﺤﺼﻮر ﺷﺪه ﺗﻮﺳﻂ ﻣﺤﻴﻂ ﺑﻴﺮوﻧﻲ ﺳﻄﺢAcp (b) ( ﻣﺤﻞ ﺗﻜﻴﻪﮔﺎه ﺑﺮاي اﻋﻀﺎي ﭘﻴﻮﺳﺘﻪ و ﻃﺮهاي ﻳﺎa) ،ﻓﺎﺻﻠﻪ از ﻣﺮﻛﺰ ﺗﻜﻴﻪﮔﺎه ﺑﺮاي اﻋﻀﺎ داراي ﺗﻜﻴﻪﮔﺎه ﺳﺎده .ﻣﻴﻠﻴﻤﺘﺮ .ﻣﻴﻠﻴﻤﺘﺮﻣﺮﺑﻊ . ﻣﻴﻠﻴﻤﺘﺮ ﻣﺮﺑﻊ،ﻣﻘﻄﻊ ﺑﺘﻦ Ag = gross area of concrete section, mm2 .For a hollow section, Ag is the area of the concrete only and does not include the area of the void(s). ﻣﻴﻠﻴﻤﺘﺮ ﻣﺮﺑﻊ ﺑﺮاي ﻣﻘﻄﻊ، = ﻣﺴﺎﺣﺖ ﻧﺎﺧﺎﻟﺺ ﻣﻘﻄﻊ ﺑﺘﻨﻲAg ﺑﺪون درﻧﻈﺮ ﮔﺮﻓﺘﻦ، ﻣﺴﺎﺣﺖ ﻣﻘﻄﻊ ﺑﺘﻦAg ،ﺗﻮﺧﺎﻟﻲ .ﺣﻔﺮات ﻣﻲﺑﺎﺷﺪ Ah = total area of shear reinforcement parallel to primary tension reinforcement in a corbel or bracket, mm2. = ﻛﻞ ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﻣﻮازي ﺑﺎ آرﻣﺎﺗﻮر ﻛﺸﺸﻲAh Asc = area of primary tension reinforcement in a corbel or bracket, mm2. ، = ﻛﻞ ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮر اﺻﻠﻲ ﻣﻮﺟﻮد در ﺷﺎﻧﻪ ﻳﺎ دﺳﺘﻚAsc . ﻣﻴﻠﻴﻤﺘﺮ ﻣﺮﺑﻊ،اﺻﻠﻲ درﻳﻚ ﺷﺎﻧﻪ ﻳﺎ دﺳﺘﻚ .ﻣﻴﻠﻴﻤﺘﺮ ﻣﺮﺑﻊ 2 Av = area of shear reinforcement spacing s, mm . ،s = ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﻣﻮﺟﻮد در داﺧﻞ ﻓﻮاﺻﻞAv .ﻣﻴﻠﻴﻤﺘﺮ ﻣﺮﺑﻊ 2 A1 = loaded area, mm . . ﻣﻴﻠﻴﻤﺘﺮ ﻣﺮﺑﻊ، = ﺳﻄﺢ ﺑﺎرﮔﺬاري ﺷﺪهA1 A2 = area of the lower base of the largest frustum of a pyramid, cone, or tapered wedge contained wholly within the support and having for its upper base the loaded area, and having side slopes of 1 vertical to 2 horizontal, mm2. ﻣﺨﺮوط ﻳﺎ ﮔﻮه، = ﻣﺴﺎﺣﺖ ﻗﺎﻋﺪه ﺗﺤﺘﺎﻧﻲ ﺑﺰرﮔﺘﺮﻳﻦ ﻫﺮمA2 bo = perimeter of critical section for shear in slabs and footings, mm. ، = ﻣﺤﻴﻂ ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﺑﺮاي ﺑﺮش در داﻟﻬﺎ و ﺷﺎﻟﻮدهﻫﺎbo bv = width of cross section at contact surface being investigated for horizontal shear, mm. = ﻋﺮض ﻣﻘﻄﻊ در ﺳﻄﺢ ﺗﻤﺎس ﻣﻮرد ﺑﺮرﺳﻲ ﺑﺮاي ﺑﺮشbv bw = web width, or diameter of circular section, mm. . ﻣﻴﻠﻴﻤﺘﺮ، = ﻋﺮض ﺟﺎن ﻳﺎ ﻗﻄﺮ ﻣﻘﻄﻊ داﻳﺮهايbw ﺑﺎرﻳﻚ ﺷﺪه ﻧﺎﻗﺼﻲ ﻛﻪ ﺑﻪ ﺻﻮرت ﻛﺎﻣﻞ در ﺗﻜﻴﻪﮔﺎه اداﻣﻪ ﻳﺎﻓﺘﻪ و ﻗﺎﻋﺪه ﻓﻮﻗﺎﻧﻲ آن ﺑﺎرﮔﺬاري ﺷﺪه و وﺟﻮه ﻣﺎﻳﻞ ، اﻓﻘﻲ ﻣﻲﺑﺎﺷﻨﺪ2 ﻋﻤﻮدي ﺑﻪ1 آن داراي ﺷﻴﺐ .ﻣﻴﻠﻴﻤﺘﺮ ﻣﺮﺑﻊ .ﻣﻴﻠﻴﻤﺘﺮ . ﻣﻴﻠﻴﻤﺘﺮ،اﻓﻘﻲ 8 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) . ﻣﻴﻠﻴﻤﺘﺮ، = ﭘﻮﺷﺶ آرﻣﺎﺗﻮرcc cc = clear cover of reinforcement, mm. c1 = dimension of rectangular or equivalent rectangular column, capital, or bracket measured in the direction of the span for which moments are being determined, mm. ﺳﺮ، = ﺑﻌﺪ ﺳﺘﻮن ﻣﺴﺘﻄﻴﻠﻲ ﻳﺎ ﺳﺘﻮن ﻣﺴﺘﻄﻴﻠﻲ ﻣﻌﺎدلc1 c2 = dimension of rectangular or equivalent rectangular column, capital, or bracket measured in the direction perpendicular to c1, mm. ﺳﺮ، = ﺑﻌﺪ ﺳﺘﻮن ﻣﺴﺘﻄﻴﻠﻲ ﻳﺎ ﺳﺘﻮن ﻣﺴﺘﻄﻴﻠﻲ ﻣﻌﺎدلc2 ﺳﺘﻮن ﻳﺎ دﺳﺘﻚ ﻛﻪ در ﺟﻬﺖ دﻫﺎﻧﻪاي ﻛﻪ ﻟﻨﮕﺮﻫﺎ ﺑﺮاي . ﻣﻴﻠﻴﻤﺘﺮ،آن ﻣﺤﺎﺳﺒﻪ ﺷﺪه اﻧﺪ اﻧﺪازه ﮔﻴﺮي ﻣﻲﺷﻮد اﻧﺪازه ﮔﻴﺮيc1 ﺳﺘﻮن ﻳﺎ دﺳﺘﻚ ﻛﻪ در ﺟﻬﺖ ﻋﻤﻮد ﺑﺮ . ﻣﻴﻠﻴﻤﺘﺮ،ﻣﻲﺷﻮد = ﻓﺎﺻﻠﻪ دورﺗﺮﻳﻦ ﺗﺎر ﻓﺸﺎري ﺗﺎ ﻣﺮﻛﺰ ﻫﻨﺪﺳﻲ آرﻣﺎﺗﻮرﻫﺎيd d = distance from extreme compression fiber to centroid of longitudinal tension reinforcement, mm . ﻣﻴﻠﻴﻤﺘﺮ،ﻛﺸﺸﻲ ﻃﻮﻟﻲ = ﻓﺎﺻﻠﻪ دورﺗﺮﻳﻦ ﺗﺎر ﻓﺸﺎري ﺗﺎ ﻣﺮﻛﺰ ﻫﻨﺪﺳﻲ آرﻣﺎﺗﻮرd′ d′ = distance from extreme compression fiber to centroid of longitudinal compression reinforcement, mm. db = nominal diameter of prestressing strand, mm. bar, wire, . ﻣﻴﻠﻴﻤﺘﺮ،ﻓﺸﺎري ﻃﻮﻟﻲ ، ﻣﻔﺘﻮل ﻳﺎ رﺷﺘﻪ ﭘﻴﺶ ﺗﻨﻴﺪه، = ﻗﻄﺮ اﺳﻤﻲ ﻣﻴﻠﮕﺮدdb or .ﻣﻴﻠﻴﻤﺘﺮ D = dead loads, or related internal moments and forces. . = ﺑﺎرﻫﺎي ﻣﺮده ﻳﺎ ﻧﻴﺮوﻫﺎ و ﻟﻨﮕﺮﻫﺎي داﺧﻠﻲ ﻣﺘﻨﺎﻇﺮD E = load effects of earthquake, or related internal moments and forces. . = اﺛﺮات ﺑﺎرﻫﺎي زﻟﺰﻟﻪ ﻳﺎ ﻟﻨﮕﺮﻫﺎ و ﻧﻴﺮوﻫﺎي داﺧﻠﻲ ﻣﺮﺑﻮﻃﻪE .MPa ، = ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ ﺑﺘﻦEc Ec = modulus of elasticity of concrete, MPa. Es = modulus of elasticity of reinforcement and structural steel, MPa. .MPa ، = ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ آرﻣﺎﺗﻮرﻫﺎ و ﻓﻮﻻد ﺳﺎزه ايEs fc′ = specified compressive strength of concrete, MPa. .MPa ، = ﻣﻘﺎوﻣﺖ ﻣﺸﺨﺼﻪ ﻓﺸﺎري ﺑﺘﻦfc′ fct = average splitting tensile lightweight concrete, MPa. strength ، = ﻣﻘﺎوﻣﺖ ﻣﺘﻮﺳﻂ ﻛﺸﺸﻲ ﺷﻜﺎف ﺧﻮردﮔﻲ ﺑﺘﻦ ﺳﺒﻚfct of .MPa fr = modulus of rupture of concrete, MPa. .MPa ، = ﻣﺪول ﮔﺴﻴﺨﺘﮕﻲ ﺑﺘﻦfr fs = calculated tensile stress in reinforcement at service loads, MPa. = ﺗﻨﺶ ﻣﺤﺎﺳﺒﻪ ﺷﺪه در آرﻣﺎﺗﻮرﻫـــﺎي ﺗﺤﺖ اﺛﺮ ﺑﺎرﻫﺎيfs .MPa ،ﺑﻬﺮه ﺑﺮداري fy = specified yield strength of reinforcement, MPa. .MPa ، = ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻣﺸﺨﺼﻪ آرﻣﺎﺗﻮرﻫﺎfy fyt = specified yield strength fy of transverse reinforcement, MPa. .MPa ، = ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻣﺸﺨﺼﻪ آرﻣﺎﺗﻮرﻫﺎي ﻋﺮﺿﻲfyt F = loads due to weight and pressures of fluids with well-defined densities and controllable maximum heights, or related internal moments and forces. = ﺑﺎرﻫﺎي ﻧﺎﺷﻲ از وزن و ﻓﺸﺎر ﻣﺎﻳﻌﺎت ﺑﺎ ﭼﮕﺎﻟﻲ ﻣﺸﺨﺺF و ﺣﺪاﻛﺜﺮ ارﺗﻔﺎع ﻗﺎﺑﻞ ﻛﻨﺘﺮل ﻳﺎ ﻟﻨﮕﺮﻫﺎ و ﻧﻴﺮوﻫﺎي .داﺧﻠﻲ ﻣﺮﺑﻮط ﺑﻪ آن . ﺑﺮ ﺣﺴﺐ ﻣﻴﻠﻴﻤﺘﺮ، = ﺿﺨﺎﻣﺖ ﻛﻠﻲ ﻳﺎ ارﺗﻔﺎع ﻋﻀﻮh h = overall thickness or height of member, mm. آب ﻣﻮﺟﻮد در ﺧﺎك، = ﺑﺎرﻫﺎي ﻧﺎﺷﻲ از وزن و ﻓﺸﺎر ﺧﺎكH H = loads due to weight and pressure of soil, water in soil, or other materials, or related internal moments and forces. .ﻳﺎ ﺳﺎﻳﺮ ﻣﺼﺎﻟﺢ و ﻳﺎ ﻟﻨﮕﺮﻫﺎ و ﻧﻴﺮوﻫﺎي داﺧﻠﻲ ﻣﺘﻨﺎﻇﺮ 9 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) mm4 ، = ﻣﻤﺎن اﻳﻨﺮﺳﻲ ﻣﻘﻄﻊ ﺗﺮك ﺧﻮرده ﻣﻌﺎدل ﺑﺘﻦIcr Icr = moment of inertia of cracked section transformed to concrete, mm4. Ie = effective moment of inertia for computation of deflection, mm4. mm4 ، = ﻣﻤﺎن اﻳﻨﺮﺳﻲ ﻣﻮﺛﺮ ﺑﺮاي ﻣﺤﺎﺳﺒﻪ ﺗﻐﻴﻴﺮ ﺷﻜﻠﻬﺎIe Ig = moment of inertia of gross concrete section about centroidal axis, neglecting reinforcement, mm4. = ﻣﻤﺎن اﻳﻨﺮﺳﻲ ﻣﻘﻄﻊ ﻧﺎﺧﺎﻟﺺ ﺑﺘﻦ ﺣﻮل ﻣﺤﻮر ﻣﺮﻛﺰIg l= ، ﻃﻮل ﺧﺎﻟﺺ ﺗﻴﺮ ﻃﺮه،ﻃﻮل دﻫﺎﻧﻪ ﺗﻴﺮ ﻳﺎ دال ﻳﻜﻄﺮﻓﻪ mm4 ،ﻫﻨﺪﺳﻲ ﻣﻘﻄﻊ ﺑﺪون درﻧﻈﺮ ﮔﺮﻓﺘﻦ آرﻣﺎﺗﻮرﻫﺎ span length of beam or one-way slab; clear projection of cantilever, mm. =l .ﻣﻴﻠﻴﻤﺘﺮ lc = length of compression member in a frame, measured center-to-center of the joints in the frame, mm. = ﻃﻮل ﻋﻀﻮ ﻓﺸﺎري در ﻳﻚ ﻗﺎب ﻛﻪ ﻧﺴﺒﺖ ﺑﻪ ﻓﺎﺻﻠﻪlc l d = development length in tension of deformed bar, deformed wire, plain and deformed welded wire reinforcement, or pretensioned strand, mm. ﻣﻔﺘﻮﻟﻬﺎي، = ﻃﻮل ﻣﻬﺎر ﺷﺪه در ﻛﺸﺶ ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪارld . ﻣﻴﻠﻴﻤﺘﺮ،ﻣﺮﻛﺰ ﺑﻪ ﻣﺮﻛﺰ ﮔﺮه ﻫﺎ ﻣﺤﺎﺳﺒﻪ ﻣﻲﺷﻮد ﺷﺒﻜﻪ ﻫﺎي ﺟﻮش ﺷﺪه از ﻣﻔﺘﻮﻟﻬﺎي ﺳﺎده ﻳﺎ،آﺟﺪار . ﻣﻴﻠﻴﻤﺘﺮ،آﺟﺪار و ﻳﺎ رﺷﺘﻪﻫﺎي ﭘﻴﺶ ﺗﻨﻴﺪه l n = length of clear span measured face-to-face of supports, mm. = ﻃﻮل دﻫﺎﻧﻪ آزاد ﻛﻪ ﺑﺮاﺳﺎس ﻓﺎﺻﻠﻪ داﺧﻞ ﺑﻪ داﺧﻞln l v = length of shear head arm from centroid of concentrated load or reaction, mm. = ﻃﻮل ﺑﺎزوي ﻛﻼﻫﻚ ﺑﺮﺷﻲ ازﻣﺮﻛﺰ ﻫﻨﺪﺳﻲ ﺑﺎر ﻣﺘﻤﺮﻛﺰlv L = live loads, or related internal moments and forces. . = ﺑﺎر زﻧﺪه و ﻳﺎ ﻟﻨﮕﺮﻫﺎ وﻧﻴﺮوﻫﺎي داﺧﻠﻲ ﻣﺮﺑﻮﻃﻪL Lr = roof live load, or related internal moments and forces. . = ﺑﺎر زﻧﺪه ﺑﺎم و ﻳﺎ ﻟﻨﮕﺮﻫﺎ و ﻧﻴﺮوﻫﺎي داﺧﻠﻲ ﻣﺮﺑﻮﻃﻪLr M = maximum unfactored moment due to service = ﺣﺪاﻛﺜﺮ ﻟﻨﮕﺮ ﺑﺪون ﺿﺮﻳﺐ ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي ﺑﻬﺮه ﺑﺮداريM . ﻣﻴﻠﻴﻤﺘﺮ،ﺗﻜﻴﻪﮔﺎﻫﻬﺎ ﻣﺤﺎﺳﺒﻪ ﻣﻲﺷﻮد . ﻣﻴﻠﻴﻤﺘﺮ،ﻳﺎ ﻋﻜﺲ اﻟﻌﻤﻞ N.mm ، P-Δ ﺷﺎﻣﻞ اﺛﺮات loads, including P-Δ effects, N·mm = ﺣﺪاﻛﺜﺮ ﻟﻨﮕﺮ ﺑﺪون ﺿﺮﻳﺐ در ﻋﻀﻮ ﻛﻪ در ﻣﺮﺣﻠﻪMa Ma = maximum unfactored moment in member at N.mm ،ﻣﺤﺎﺳﺒﻪ ﺧﻴﺰ ﻣﺤﺎﺳﺒﻪ ﻣﻲﺷﻮد stage deflection is computed, N·mm. Mcr = cracking moment, N·mm. N.mm ، = ﻟﻨﮕﺮ ﺗﺮك ﺧﻮردﮔﻲMcr N.mm ، = ﻣﻘﺎوﻣﺖ ﺧﻤﺸﻲ اﺳﻤﻲ ﻣﻘﻄﻊMn Mn = nominal flexural strength at section, N·mm. N = design axial load normal to cross section occurring simultaneously with V; to be taken as positive for compression, negative for tension, and to include effects of tension due to creep and shrinkage. = ﺑﺎرﻣﺤﻮري ﻃﺮاﺣﻲ ﻋﻤﻮد ﺑﺮ ﺳﻄﺢ ﻣﻘﻄﻊ ﻛﻪ ﻫﻤﺰﻣﺎن ﺑﺎN Nu = factored axial force normal to cross section occurring simultaneously with Vu or Tu; to be taken as positive for compression and negative for tension, N. = ﻧﻴﺮوي ﻣﺤﻮري ﺿﺮﻳﺐ دار ﻋﻤﻮد ﺑﺮ ﻣﻘﻄﻊ ﻛﻪ ﺑﻪ ﺻﻮرتNu Nuc =factored horizontal tensile force applied at top of bracket or corbel acting simultaneously with Vu , to be taken as = ﻧﻴﺮوي ﻛﺸﺸﻲ اﻓﻘﻲ ﺿﺮﻳﺐ دار اﻋﻤﺎل ﺷﺪه در ﺑﺎﻻيNuc روي ﻣﻲدﻫﺪ و ﺑﺮاي ﻓﺸﺎر ﻣﺜﺒﺖ و ﺑﺮاي ﻛﺸﺶ ﻣﻨﻔﻲV در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮد و ﺷﺎﻣﻞ اﺛﺮات ﻛﺸﺸﻲ ﻧﺎﺷﻲ از .ﺧﺰش و اﻓﺖ ﻧﻴﺰ ﻣﻲﺑﺎﺷﺪ وارد ﻣﻲﺷﻮد ﺑﺎ ﻧﻴﺮوي ﻓﺸﺎري ﺑﻪTu ﻳﺎVu ﻫﻤﺰﻣﺎن ﺑﺎ ﺻﻮرت ﻣﺜﺒﺖ و ﻧﻴﺮوي ﻛﺸﺸﻲ ﺑﻪ ﺻﻮرت ﻣﻨﻔﻲ ﻣﺪﻧﻈﺮ .N ،ﻗﺮار ﻣﻲﮔﻴﺮد اﺛﺮ ﻛﺮده وVu دﺳﺘﻚ ﻳﺎ ﺷﺎﻧﻪ ﻛﻪ ﺑﻪ ﺻﻮرت ﻫﻤﺰﻣﺎن ﺑﺎ 10 Nov. 2008 / 1387 آذر positive for tension, N. IPS-E-CE-200(1) .N ،در ﻛﺸﺶ ﺑﻪ ﺻﻮرت ﻣﺜﺒﺖ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮد pcp = outside perimeter of concrete cross section, mm. . ﻣﻴﻠﻴﻤﺘﺮ، = ﻣﺤﻴﻂ ﺧﺎرﺟﻲ ﺳﻄﺢ ﻣﻘﻄﻊ ﺑﺘﻦpcp Pb = nominal axial strength at balanced strain conditions, N. .N ، = ﻣﻘﺎوﻣﺖ ﻣﺤﻮري اﺳﻤﻲ در ﺷﺮاﻳﻂ ﻛﺮﻧﺶ ﻣﺘﻮازنPb .N ، = ﻣﻘﺎوﻣﺖ ﻣﺤﻮري اﺳﻤﻲ ﻣﻘﻄﻊPn Pn = nominal axial strength of cross section, N. = ﺑﺎر ﻣﺤﻮري ﺿﺮﻳﺒﺪار ﻛﻪ در ﻓﺸﺎر ﺑﻪ ﺻﻮرت ﻣﺜﺒﺖ و درPu Pu = factored axial force; to be taken as positive for compression and negative for tension, N. .N ،ﻛﺸﺶ ﺑﻪ ﺻﻮرت ﻣﻨﻔﻲ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮد . = ﺑﺎر ﺑﺎران و ﻳﺎ ﻟﻨﮕﺮﻫﺎ و ﻧﻴﺮوﻫﺎي داﺧﻠﻲ ﻣﺮﺑﻮط ﺑﻪ آنR R = rain load, or related internal moments and forces. ، آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ:ﻓﺎﺻﻠﻪ ﻣﺮﻛﺰ ﺑﻪ ﻣﺮﻛﺰ ﻣﻮاردي ﻧﻈﻴﺮ s = center-to-center spacing of items, such as longitudinal reinforcement, transverse reinforcement, prestressing tendons, wires, or anchors, mm. =s ﻣﻔﺘﻮﻟﻬﺎ و ﻳﺎ، رﺷﺘﻪﻫﺎي ﭘﻴﺶ ﺗﻨﻴﺪه،آرﻣﺎﺗﻮرﻫﺎي ﻋﺮﺿﻲ . ﻣﻴﻠﻴﻤﺘﺮ،ﻣﻬﺎرﻫﺎ . = ﺑﺎرﺑﺮف و ﻳﺎ ﻟﻨﮕﺮﻫﺎ و ﻧﻴﺮوﻫﺎي داﺧﻠﻲ ﻣﺮﺑﻮط ﺑﻪ آنS S = snow load, or related internal moments and forces. T = cumulative effect of temperature, creep, shrinkage, differential settlement, and shrinkage- compensating concrete. ﻧﺸﺴﺖ ،اﻓﺖ ،ﺧﺰش ،ﺣﺮارت ﺗﺠﻤﻌﻲ = اﺛﺮاتT .ﻏﻴﺮﻳﻜﻨﻮاﺧﺖ و ﺟﻤﻊ ﺷﺪﮔﻲ ﺗﻌﺪﻳﻞ ﺷﺪه ﺑﺘﻦ .N.mm ، = ﻟﻨﮕﺮ ﻣﻘﺎوم ﭘﻴﭽﺸﻲ اﺳﻤﻲTn Tn = nominal torsional moment strength, N·mm. N.mm ، = ﻟﻨﮕﺮ ﭘﻴﭽﺸﻲ ﺿﺮﻳﺒﺪار در ﻣﻘﻄﻊTu Tu = factored torsional moment at section, N·mm. = ﻣﻘﺎوﻣﺖ ﻻزم در ﺑﺮاﺑﺮ ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪار و ﻳﺎ ﻟﻨﮕﺮﻫﺎ وU U = required strength to resist factored loads or related internal moments and forces. .ﻧﻴﺮوﻫﺎي داﺧﻠﻲ ﻣﺮﺑﻮﻃﻪ V = design shear force at section. . = ﻧﻴﺮوي ﺑﺮﺷﻲ ﻃﺮاﺣﻲ در ﻣﻘﻄﻊV Vc = nominal shear strength provided by concrete, N. .N ، = ﻇﺮﻓﻴﺖ ﺑﺮﺷﻲ اﺳﻤﻲ ﺑﺘﻦVc Vd = shear force at section due to unfactored dead load, N. .N ، = ﻧﻴﺮوي ﺑﺮﺷﻲ در ﻣﻘﻄﻊ در اﺛﺮ ﺑﺎر ﻣﺮده ﺑﺪون ﺿﺮﻳﺐVd .N ، = ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ اﺳﻤﻲVn Vn = nominal shear strength, N. .N ، = ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ اﺳﻤﻲ اﻓﻘﻲVnh Vnh = nominal horizontal shear strength, N. = ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ اﺳﻤﻲ ﺗﺄﻣﻴﻦ ﺷﺪه ﺗﻮﺳﻂ آرﻣﺎﺗﻮرﻫﺎيVs Vs = nominal shear strength provided by shear reinforcement, N. N ،ﺑﺮﺷﻲ Vu = factored shear force at section, N. .N ، = ﻧﻴﺮوي ﺑﺮﺷﻲ ﺿﺮﻳﺒﺪار در ﻣﻘﻄﻊVu .ﺗﻨﺶ ﺑﺮﺷﻲ ﻃﺮاﺣﻲ v = design shear stress. =v .MPa ، = ﺗﻨﺶ ﺑﺮﺷﻲ اﻓﻘﻲ ﻣﺠﺎزvh vh = permissible horizontal shear stress, MPa. . kg/m3 ، = ﭼﮕﺎﻟﻲ ﺑﺘﻦwc wc = density of concrete, kg/m3. wu = factored load per unit length of beam or one way slab. . = ﺑﺎر ﺿﺮﻳﺒﺪار در واﺣﺪ ﻃﻮل ﺗﻴﺮ ﻳﺎ دال ﻳﻜﻄﺮﻓﻪwu . = ﺑﺎر ﺑﺎد و ﻳﺎ ﻟﻨﮕﺮﻫﺎ و ﻧﻴﺮوﻫﺎي داﺧﻠﻲ ﻣﺮﺑﻮط ﺑﻪ آنW W = wind load, or related internal moments and forces. 11 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) yt = distance from centroidal axis of gross section, neglecting reinforcement, to tension face, mm. ﺗﺎ وﺟﻪ، = ﻓﺎﺻﻠﻪ از ﻣﺤﻮر ﻣﺮﻛﺰ ﻫﻨﺪﺳﻲ ﻣﻘﻄﻊ ﻧﺎﺧﺎﻟﺺyt αf = ratio of flexural stiffness of beam section to flexural stiffness of a width of slab bounded laterally by centerlines of adjacent panels (if any) on each side of the beam. = ﻧﺴﺒﺖ ﺳﺨﺘﻲ ﺧﻤﺸﻲ ﻣﻘﻄﻊ ﺗﻴﺮ ﺑﻪ ﺳﺨﺘﻲ ﺧﻤﺸﻲαf αfm = average value of αf for all beams on edges of a panel. ﺑﺮاي ﺗﻤﺎﻣﻲ ﺗﻴﺮﻫﺎي واﻗﻊ ﺑﺮ رويαf = ﻣﻘﺪار ﻣﺘﻮﺳﻂαfm βb = ratio of area of reinforcement cut off to total area of tension reinforcement at section. = ﻧﺴﺒﺖ ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮر ﻗﻄﻊ ﺷﺪه ﺑﻪ ﻣﺴﺎﺣﺖ ﻛﻞβb βc = ratio of long side to short side of concentrated load or reaction area. = ﻧﺴﺒﺖ ﻃﻮل ﺑﻠﻨﺪ ﺑﻪ ﻃﻮل ﻛﻮﺗــﺎه ﺳﻄﺢ اﺛﺮ ﻳﺎ ﺳﻄﺢβc . ﻣﻴﻠﻴﻤﺘﺮ، (ﻛﺸﺸﻲ آن )ﺻﺮﻓﻨﻈﺮ از آرﻣﺎﺗﻮرﻫﺎ ﻋﺮﺿﻲ از دال ﻛﻪ از ﻃﺮﻓﻴﻦ ﺑﻪ ﻣﺤﻮرﻫﺎي ﻣﺮﻛﺰي ﭘﺎﻧﻠﻬﺎي ﻣﺠﺎور )در ﺻﻮرت وﺟﻮد( در دو ﺳﻤﺖ ﺗﻴﺮ .ﻣﺤﺪود ﻣﻲﺷﻮد .ﻟﺒﻪﻫﺎي ﻳﻚ ﭘﺎﻧﻞ .آرﻣﺎﺗﻮر ﻛﺸﺸﻲ در ﻣﻘﻄﻊ .ﻋﻜﺲ اﻟﻌﻤﻞ ﺑﺎر ﻣﺘﻤﺮﻛﺰ εt = net tensile strain in extreme layer of longitudinal tension steel at nominal strength, excluding strains due to effective prestress, creep, shrinkage, and temperature. = ﻛﺮﻧﺶ ﻛﺸﺸﻲ ﺧﺎﻟﺺ در دورﺗﺮﻳﻦ ﻓﻮﻻد ﻛﺸﺸﻲ ﻃﻮﻟﻲεt ﺑﺪون در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﻛﺮﻧﺶ،در ﺣﺎﻟﺖ ﻣﻘﺎوﻣﺖ اﺳﻤﻲ . اﻓﺖ و ﺣﺮارت، ﺧﺰش،ﻧﺎﺷﻲ از ﭘﻴﺶﺗﻨﻴﺪﮔﻲ ﻣﻮﺛﺮ = ﺿﺮﻳﺐ ﻣﺮﺑﻮط ﺑﻪ ﺧﻴﺰ اﺿﺎﻓﻲ ﻧﺎﺷﻲ از اﺛﺮات ﮔﺬﺷﺖλΔ λΔ = multiplier for additional deflection due to long term effects. .زﻣﺎن μ = coefficient of friction. . = ﺿﺮﻳﺐ اﺻﻄﻜﺎكμ ξ = time-dependent factor for sustained load. .ﺿﺮﻳﺐ واﺑﺴﺘﮕﻲ ﺑﻪ زﻣﺎن ﺑﺮاي ﺑﺎر داﻳﻤﻲ =ξ ρw = ratio of As to bw.d bw.d ﺑﻪAs = ﻧﺴﺒﺖρw ρ′ = ratio of As′ to b.d b.d ﺑﻪA′s = ﻧﺴﺒﺖρ′ Ф = strength reduction factor. . = ﺿﺮﻳﺐ ﻛﺎﻫﺶ ﻣﻘﺎوﻣﺖФ واﺣﺪﻫﺎ-5 5. UNITS ﻣﻨﻄﺒﻖ،(SI) ﺑﺮﻣﺒﻨﺎي ﻧﻈﺎم ﺑﻴﻦ اﻟﻤﻠﻠﻲ واﺣﺪﻫﺎ،اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﮕﺮ آﻧﻜﻪ در ﻣﺘﻦ، ﻣﻲﺑﺎﺷﺪIPS-E-GN-100 ﺑﺎ اﺳﺘﺎﻧﺪارد .اﺳﺘﺎﻧﺪارد ﺑﻪ واﺣﺪ دﻳﮕﺮي اﺷﺎره ﺷﺪه ﺑﺎﺷﺪ This standard is based on International System of Units (SI), as per IPS-E-GN-100 except where otherwise specified. اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ-6 6. GENERAL REQUIREMENTS روشﻫﺎي ﻃﺮاﺣﻲ1-6 6.1 Design Methods اﻋﻀﺎ ﺑﺎﻳﺪ ﺑﺮ ﻃﺒﻖ، در ﻃﺮاﺣﻲ ﺳﺎزهﻫﺎي ﺑﺘﻨﻲ ﻣﺴﻠﺢ1-1-6 6.1.1 In design of reinforced concrete structures, members shall be proportioned for adequate strength in accordance with provisions of this Standard using load factors and strength reduction factors Ф specified in Section 9.3 of ACI 318M . ﻣﻘﺮرات اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺎ اﺳﺘﻔﺎده از ﺿﺮاﻳﺐ ﺑﺎر و ﻛﺎﻫﺶ ACI 318M اﺳﺘﺎﻧﺪارد9.3 در ﺑﺨﺶФ ﻣﻘﺎوﻣﺖ ﻣﻌﻴﻦ ﺷﺪه .ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﺑﺎرﮔﺬاري2-1-6 6.1.2 Loading ﺿﻮاﺑﻂ ﻃﺮاﺣﻲ اﻳﻦ آﻳﻴﻦ ﻧﺎﻣﻪ ﺑﺮاﻳﻦ ﻓﺮض اﺳﺘﻮار1-2-1-6 6.1.2.1 Design provisions of this Standard are based on the assumption that structures shall be designed to resist all applicable loads. ﻫﺴﺘﻨﺪ ﻛﻪ ﺳﺎزهﻫﺎ ﺑﺎﻳﺪ ﺑﺮاي ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ ﺗﻤﺎﻣﻲ ﺑﺎرﻫﺎي . ﭘﺎﻳﺪاري داﺷﺘﻪ ﺑﺎﺷﻨﺪ،وارده 12 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 6.1.2.2 Service loads shall be in accordance with IPS-E-CE-500. ﺑﺎرﻫﺎي ﺑﻬﺮهﺑﺮداري ﺑﺎﻳﺪ ﺑﺮ ﻃﺒﻖ اﺳﺘﺎﻧﺪارد2-2-1-6 6.1.2.3 In design for wind and earthquake loads, integral structural parts shall be designed to resist the total lateral loads. اﺟﺰاي، در ﻃﺮاﺣﻲ ﺑﺮاي ﺑﺎرﻫﺎي ﻧﺎﺷﻲ از ﺑﺎد و زﻟﺰﻟﻪ3-2-1-6 . ﺗﻌﻴﻴﻦ ﺷﻮﻧﺪIPS-E-CE-500 اﺻﻠﻲ ﺳﺎزهاي ﺑﺎﻳﺪ ﺑﺮاي ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ ﺗﻤﺎﻣﻲ ﺑﺎرﻫﺎي ﺟﺎﻧﺒﻲ .ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﺑﺎرﻫﺎي، اﺛﺮات ﻧﻴﺮوﻫﺎي ﻧﺎﺷﻲ از ﭘﻴﺶ ﺗﻨﻴﺪﮔﻲ4-2-1-6 6.1.2.4 Consideration shall be given to effects of forces due to prestressing, crane loads, vibration, impact, shrinkage, temperature changes, creep, and unequal settlement of supports. ﺧﺰش و ﻧﺸﺴﺖ ﻏﻴﺮ، ﺗﻐﻴﻴﺮ دﻣﺎ، اﻓﺖ، ﺿﺮﺑﻪ، ارﺗﻌﺎش،ﺟﺮﺛﻘﻴﻞ .ﻳﻜﻨﻮاﺧﺖ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ در ﻃﺮاﺣﻲ ﺑﺎﻳﺪ ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮﻧﺪ روش ﻫﺎي ﺗﺤﻠﻴﻠﻲ2-6 6.2 Methods of Analysis ﭘﺎﻳﺪاري ﺳﺎزهاي و ﺳﺨﺘﻲ1-2-6 6.2.1 Structural stability and stiffness 6.2.1.1 Special attention shall be paid to the structural stability and stiffness of buildings. If it is not obvious whether a building is of sufficient stability, a stability analysis of the horizontal and vertical stiffening members shall be made, any dimensional deviations and any accidental eccentricity of vertical loads also being taken into account. ﭘﺎﻳﺪاري و ﺳﺨﺘﻲ ﺳﺎﺧﺘﻤﺎﻧﻬﺎ ﺑﺎﻳﺪ ﺑﻪ ﻃﻮر ﺧﺎﺻﻲ1-1-2-6 6.2.1.2 If the stiffening members are of pliable material, any deformations they may undergo shall be taken into account in the analysis. Safety against buckling shall be checked for vertical stiffening members, unless vertical stiffening is provided by such members as section walls or stair wells. اﮔﺮ اﻋﻀﺎي ﺳﺨﺖ ﻛﻨﻨﺪه از ﻣﺼﺎﻟﺢ اﻧﻌﻄﺎف ﭘﺬﻳﺮ2-1-2-6 6.2.1.3 If masonry walls also make a contribution to stiffening they shall be considered load bearing walls. اﮔﺮ دﻳﻮارﻫﺎي ﺑﻨﺎﻳﻲ ﺳﻬﻤﻲ در ﺳﺨﺘﻲ داﺷﺘﻪ3-1-2-6 اﮔﺮ اﻳﻦ ﻣﻮﺿﻮع ﻛﻪ آﻳﺎ ﺳﺎﺧﺘﻤﺎن از.ﻣﻮرد ﺗﻮﺟﻪ ﻗﺮار ﮔﻴﺮد ﺗﺤﻠﻴﻞ ﭘﺎﻳﺪاري،ﭘﺎﻳﺪاري ﻛﺎﻓﻲ ﺑﺮﺧﻮردار اﺳﺖ روﺷﻦ ﻧﺒﺎﺷﺪ ﻫﺮﮔﻮﻧﻪ.اﻋﻀﺎي ﺳﺨﺖ ﻛﻨﻨﺪه اﻓﻘﻲ و ﻋﻤﻮدي ﺑﺎﻳﺪ اﻧﺠﺎم ﺷﻮد اﻧﺤﺮاف اﺑﻌﺎدي و ﺑﺮون ﻣﺤﻮري ﺗﺼﺎدﻓﻲ ﺑﺎرﻫﺎي ﻋﻤﻮدي ﻧﻴﺰ ﺑﺎﻳﺪ .در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد ﻫﺮ ﺗﻐﻴﻴﺮ ﺷﻜﻞ اﻳﺠﺎد ﺷﺪه در آﻧﻬﺎ ﺑﺎﻳﺪ در ﺗﺤﻠﻴﻞ در،ﺑﺎﺷﻨﺪ اﻳﻤﻨﻲ اﻋﻀﺎي ﺳﺨﺖﻛﻨﻨﺪه ﻗﺎﺋﻢ در ﺑﺮاﺑﺮ،ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد ﻛﻤﺎﻧﺶ ﺑﺎﻳﺪ ﻣﻮرد ﻛﻨﺘﺮل ﻗﺮار ﮔﻴﺮد ﻣﮕﺮ اﻳﻦ ﻛﻪ ﺳﺨﺘﻲ ﻗﺎﺋﻢ .ﺗﻮﺳﻂ اﻋﻀﺎﻳﻲ ﻣﺎﻧﻨﺪ دﻳﻮارﻫﺎي ﺑﺮﺷﻲ و ﭼﺎه ﭘﻠﻪ ﺗﺄﻣﻴﻦ ﺷﻮد .ﺑﺎﺷﻨﺪ ﺑﺎﻳﺪ آﻧﻬﺎ را ﺑﻪ ﻋﻨﻮان دﻳﻮارﻫﺎي ﺑﺎرﺑﺮ در ﻧﻈﺮ ﮔﺮﻓﺖ ﺗﻤﻬﻴﺪات ﻗﻴﺪﻫﺎي ﺑﻴﺮوﻧﻲ2-2-6 6.2.2 Allowance for edge restraint درﻣﻮاردﻳﻜﻪ ﻟﻨﮕﺮ وﺳﻂ دﻫﺎﻧﻪ در دﻫﺎﻧﻪ اﻧﺘﻬﺎﻳﻲ ﻣﺤﺎﺳﺒﻪ ﻣﮕﺮ آﻧﻜﻪ از، ﻗﻴﺪ ﺗﻜﻴﻪﮔﺎه ﺑﻴﺮوﻧﻲ ﻧﺒﺎﻳﺪ ﺑﻪ ﺣﺴﺎب آﻳﺪ،ﻣﻲﺷﻮد .ﺗﻤﻬﻴﺪات ﻣﻨﺎﺳﺐ اﺳﺘﻔﺎده ﺷﺪه و ﺗﺤﻠﻴﻞ ﻣﻨﺎﺳﺒﻲ ﺻﻮرت ﭘﺬﻳﺮد ﻣﻘﺎوﻣﺖ ﭘﻴﭽﺸﻲ ﺗﻴﺮﻫﺎ ﻧﺒﺎﻳﺪ در ﻣﺤﺎﺳﺒﺎت ﻣﻨﻈﻮر ﺷﻮد ﻣﮕﺮ در ﺻﻮرﺗﻲ ﻛﻪ ﻳﻚ ﺗﺼﻮﻳﺮ ﺣﻘﻴﻘﻲ از ﺳﺨﺘﻲ ﭘﻴﭽﺸﻲ ﺗﻴﺮﻫﺎ ﺑﻪ دﺳﺖ آﻳﺪ در ﻏﻴﺮ اﻳﻨﺼﻮرت ﺑﺎﻳﺪ از ﺳﺨﺘﻲ ﭘﻴﭽﺸﻲ آﻧﻬﺎ .ﺻﺮﻓﻨﻈﺮ ﻛﺮد When calculating the mid span moment in the end span, restraint at the outer support shall not be taken into account unless suitable detailing arrangements have been made and an appropriate analysis carried out. The torsion resistance of beams shall not be taken into account unless a realistic picture of their torsional stiffness has been obtained. Otherwise, torsional stiffness shall be neglected. ﺗﻮزﻳﻊ ﺑﺎر3-6 6.3 Load Distribution ﺗﻤﺎﻣﻲ اﻋﻀﺎي ﻗﺎﺑﻬﺎ ﻳﺎ ﺳﺎزه ﻫﺎي ﭘﻴﻮﺳﺘﻪ ﺑﺎﻳﺪ ﺑﺮاي1-3-6 6.3.1 All members of frames or continuous construction shall be designed for the maximum effects of factored loads as determined by the theory of elastic analysis, except as modified according to Sub-clause 6.3.4. It is permitted to simplify design by using the assumptions ﺣﺪاﻛﺜﺮ اﺛﺮات ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪاري ﻛﻪ ﺑﺮاﺳﺎس ﺗﺌﻮري ﺗﺤﻠﻴﻞ ﺑﻪ ﺟﺰ اﺻﻼﺣﺎﺗﻲ ﻛﻪ،اﻻﺳﺘﻴﻚ ﻣﺤﺎﺳﺒﻪ ﻣﻲﺷﻮﻧﺪ ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﺑﺮاي ﺳﺎده ﺳﺎزي ﻋﻤﻠﻴﺎت. آورده ﺷﺪه اﺳﺖ4-3-6 در زﻳﺮﺑﻨﺪ ﺗﺎ5-6 ﻃﺮاﺣﻲ اﺳﺘﻔﺎده از ﻓﺮﺿﻴﺎت ﺑﻴﺎن ﺷﺪه در زﻳﺮﺑﻨﺪﻫﺎي 13 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) specified in Sub-clause 6.5 through 6.8. . ﻣﺠﺎز ﻣﻲﺑﺎﺷﺪ8-6 روش ﺗﻘﺮﻳﺒﻲ ﺗﺤﻠﻴﻞ، ﺑﻪ ﺟﺰ ﺑﺮاي ﺑﺘﻦ ﭘﻴﺶ ﺗﻨﻴﺪه2-3-6 6.3.2 Except for prestressed concrete, approximate methods of frame analysis are permitted for buildings of usual types of construction, spans, and story heights. ارﺗﻔﺎع ﻃﺒﻘﺎت و،ﺳﺎزهﻫﺎ ﺑﺮاي ﺳﺎﺧﺘﻤﺎﻧﻬﺎي ﺑﺎ دﻫﺎﻧﻪﻫﺎ . ﻗﺎﺑﻞ اﺳﺘﻔﺎده ﻣﻲﺑﺎﺷﺪ،ﺳﻴﺴﺘﻤﻬﺎي ﻣﻌﻤﻮل ﻟﻨﮕﺮﻫﺎ و ﺑﺮﺷﻬﺎي ﺗﻘﺮﻳﺒﻲ زﻳﺮ، ﺑﻪ ﺟﺎي ﺗﺤﻠﻴﻞ ﻗﺎب3-3-6 6.3.3 In lieu of frame analysis , the following approximate moments and shears are permitted for design of continuous beams and one-way slabs (slabs reinforced to resist flexural stresses in only one direction), provided: ﺑﺮاي ﻃﺮاﺣﻲ ﺗﻴﺮﻫﺎي ﭘﻴﻮﺳﺘﻪ و داﻟﻬﺎي ﻳﻜﻄﺮﻓﻪ )داﻟﻬﺎﻳﻲ ﻛﻪ ﺑﺮاي ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ ﺗﻨﺶﻫﺎي ﺧﻤﺸﻲ ﺗﻨﻬﺎ در ﻳﻚ ﺟﻬﺖ : ﻣﺸﺮوط ﺑﺮ اﻳﻨﻜﻪ،ﻣﺴﻠﺢ ﺷﺪهاﻧﺪ( ﻣﺠﺎز ﻣﻲﺑﺎﺷﻨﺪ .اﻟﻒ(ﺗﻌﺪاد دﻫﺎﻧﻪﻫﺎ دو ﻳﺎ ﺑﻴﺸﺘﺮ ﺑﺎﺷﺪ a) there are two or more spans; ﺑﻪ ﻃﻮرﻳﻜﻪ ﺑﺮاي،ب( ﻃﻮل دﻫﺎﻧﻪﻫﺎ ﺗﻘﺮﻳﺒﺎً ﻣﺴﺎوي ﺑﺎﺷﻨﺪ b) spans are approximately equal, with the lager of two adjacent spans not greater than the shorter by more than 20 percent; درﺻﺪ20 ﻃﻮل دﻫﺎﻧﻪ ﺑﺰرﮔﺘﺮ ﺑﻴﺶ از،دو دﻫﺎﻧﻪ ﻣﺠﺎور .ﺑﺰرﮔﺘﺮ از ﻃﻮل دﻫﺎﻧﻪ ﻛﻮﭼﻜﺘﺮ ﻧﺒﺎﺷﺪ c) loads are uniformly distributed; .ج( ﺑﺎرﻫﺎ ﺑﻪ ﺻﻮرت ﻳﻜﻨﻮاﺧﺖ ﺗﻮزﻳﻊ ﺷﻮﻧﺪ d) unit live load does not exceed three times unit dead load, and; و،د( ﺑﺎر زﻧﺪه واﺣﺪ از ﺳﻪ ﺑﺮاﺑﺮ ﺑﺎر ﻣﺮده واﺣﺪ ﺑﻴﺸﺘﺮ ﻧﺒﺎﺷﺪ .ﻫ( اﻋﻀﺎ ﺑﻪ ﺻﻮرت ﻣﻨﺸﻮري ﺑﺎﺷﻨﺪ e) Members are prismatic. :ﻟﻨﮕﺮ ﻣﺜﺒﺖ Positive moment دﻫﺎﻧﻪﻫﺎي اﻧﺘﻬﺎﻳﻲ End spans 2 2 w u l n /11 .............................................اﻧﺘﻬﺎي آزاد ﻏﻴﺮ ﭘﻴﻮﺳﺘﻪ Discontinuous end Unrestrained …...... w u l n /11 Discontinuous end integral with 2 support…………………...................... w u l n /14 2 w u l n /14 ......................اﻧﺘﻬﺎي ﻏﻴﺮﭘﻴﻮﺳﺘﻪ ﻳﻜﭙﺎرﭼﻪ ﺑﺎ ﺗﻜﻴﻪﮔﺎه 2 w u l n /16 .............................................................. دﻫﺎﻧﻪﻫﺎي داﺧﻠﻲ 2 Interior spans........................................ w u l n /16 :ﻟﻨﮕﺮﻣﻨﻔﻲ در ﺑﺮ ﺧﺎرﺟﻲ ﻧﺨﺴﺘﻴﻦ ﺗﻜﻴﻪﮔﺎه داﺧﻠﻲ Negative moment at exterior face of first interior support: 2 2 w u l n /9 ............................................................................دو دﻫﺎﻧﻪ اي Two spans ….. …….................…….….. w u l n /9 2 w u l n /10 ..... ....................................................... ﺑﻴﺶ از دو دﻫﺎﻧﻪ 2 More than two spans ............................ w u l n /10 ﻟﻨﮕـــﺮ ﻣﻨﻔــــﻲ در ﻟﺒـــﻪ ﻫــــﺎي دﻳﮕـــﺮ ﺗﻜﻴــــﻪﮔﺎﻫﻬــــﺎي Negative moment at other faces of interior 2 2 supports………………..………....….. w u l n /11 w u l n /11 ..............................................................................داﺧﻠﻲ Negative moment at face of all supports for: :ﻟﻨﮕﺮ ﻣﻨﻔﻲ در ﺑﺮ ﺗﻤﺎﻣﻲ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ ﺑﺮاي ﻣﺘﺮ و ﺗﻴﺮﻫﺎﻳﻲ ﻛﻪ ﻧﺴﺒﺖ3 داﻟﻬﺎي ﺑﺎ دﻫﺎﻧﻪﻫﺎي ﺣﺪاﻛﺜﺮ در ﻫﺮ8 ﻣﺠﻤﻮع ﺳﺨﺘﻲ ﺳﺘﻮﻧﻬﺎ ﺑﻪ ﺳﺨﺘﻲ ﺗﻴﺮﻫﺎ ﺑﻴﺶ از Slabs with spans not exceeding 3 m; and beams where ratio of sum of columns stiffness to beam stiffness exceeds eight at each end of the 2 w u l n /12 ......................................................... اﻧﺘﻬﺎي دﻫﺎﻧﻪ ﺑﺎﺷﺪ 2 span.……............................................. w u l n /12 14 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻟﻨﮕﺮ ﻣﻨﻔﻲ در ﺑﺮ داﺧﻠﻲ ﺗﻜﻴﻪﮔﺎه ﺧﺎرﺟﻲ ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ ﺑﺎ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ ﺑﻪ ﺻﻮرت ﻳﻜﭙﺎرﭼﻪ ﺳﺎﺧﺘﻪ ﺷﺪه ﺑﺎﺷﻨﺪ در ﻣﺤﻠﻲ ﻛﻪ Negative moment at interior face of exterior support for members built integrally with supports Where support is a spandrel 2 2 w u l n /24 .............................ﺗﻜﻴﻪﮔﺎه ﺑﻪ ﺻﻮرت ﺗﻴﺮ ﻣﻴﺎﻧﻲ اﺳﺖ 2 w u l n /16 ........ در ﻣﺤﻠﻲ ﻛﻪ ﺗﻜﻴﻪﮔﺎه ﺑﻪ ﺻﻮرت ﺳﺘﻮن اﺳﺖ beam….…………………………….… w u l n /24 2 Where support is a column................... w u l n /16 ﺑﺮش در اﻋﻀﺎي اﻧﺘﻬﺎﻳــــــــــﻲ در ﺑﺮ ﻧﺨﺴﺘﻴﻦ Shear in end members at face of first interior support……………….……….….…1.15 w u l n /2 1.15 w u l n /2 ............................................................. ﺗﻜﻴﻪﮔﺎه داﺧﻠﻲ w u l n /2 ................................................. ﺑﺮش درﻟﺒﻪ ﺳﺎﻳﺮﺗﻜﻴﻪﮔﺎﻫﻬﺎ Shear at face of all other supports........…. w u l n /2 6.3.4 Redistribution of negative moments in continuous non-prestressed flexural members. ﺑﺎز ﺗﻮزﻳﻊ ﻟﻨﮕﺮﻫﺎي ﻣﻨﻔﻲ در اﻋﻀﺎي ﺧﻤﺸﻲ ﻏﻴﺮ ﭘﻴﺶ4-3-6 6.3.4.1 Except where approximate values for moments are used, it is permitted to increase or decrease negative moments calculated by elastic theory at supports of continuous flexural members for any assumed loading arrangement by not more than 1000 εt percent with a maximum of 20 percent. ﺑﺠﺰ در ﻣﻮاردﻳﻜﻪ از ﻣﻘﺎدﻳـــﺮ ﺗﻘﺮﻳﺒﻲ ﺑﺮاي ﻟﻨﮕﺮﻫﺎ1-4-3-6 6.3.4.2 The modified negative moments shall be used for calculating moments at sections within the spans. ﺑﺮاي ﻣﺤﺎﺳﺒﻪ ﻟﻨﮕﺮﻫﺎي ﻣﻘﺎﻃﻊ داﺧﻠﻲ دﻫﺎﻧﻪﻫﺎ ﺑﺎﻳﺪ2-4-3-6 6.3.4.3 Redistribution of negative moments shall be made only when εt is equal to or greater than 0.0075 at the section at which moment is reduced. ﺗﻮزﻳﻊ ﻣﺠﺪد ﻟﻨﮕﺮﻫﺎي ﻣﻨﻔﻲ ﺑﺎﻳﺪ ﺗﻨﻬﺎ ﻫﻨﮕﺎﻣﻲ3-4-3-6 .ﺗﻨﻴﺪه ﭘﻴﻮﺳﺘﻪ اﻓﺰاﻳﺶ ﻳﺎ ﻛﺎﻫﺶ ﻟﻨﮕﺮﻫﺎي ﻣﻨﻔﻲ در،اﺳﺘﻔﺎده ﺷﺪه اﺳﺖ ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﺑﺮاﺳﺎس،ﺗﻜﻴﻪﮔﺎﻫﻬﺎي اﻋﻀﺎي ﺧﻤﺸﻲ ﭘﻴﻮﺳﺘﻪ ﺑﺮاي ﻫﺮ ﻧﻮع اﻟﮕﻮي ﺑﺎرﮔﺬاري ﺑﻪ ﻣﻴﺰان،ﺗﺌﻮري اﻻﺳﺘﻴﻚ . درﺻﺪ ﻣﺠﺎز اﺳﺖ20 درﺻﺪ و ﺗﺎ ﺳﻘﻒ1000εt .از ﻟﻨﮕﺮﻫﺎي ﻣﻨﻔﻲ اﺻﻼح ﺷﺪه اﺳﺘﻔﺎده ﻧﻤﻮد در ﻣﻘﻄﻌﻲ ﻛﻪ ﻟﻨﮕﺮ آن ﻛﺎﻫﺶ داده ﺷﺪهεt ﺻﻮرت ﮔﻴﺮد ﻛﻪ . ﺑﺎﺷﺪ0.0075 ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ4-6 6.4 Modulus of Elasticity ﺑﻴﻦwc ﺑﺮاي ﻣﻘﺎدﻳﺮEc ، ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ ﺑﺘﻦ1-4-6 6.4.1 Modulus of elasticity Ec for concrete may be taken as wc1.5 0.043 √ fc′ (in MPa) for values of wc between 1500 and 2500 kg/m³. For normal density concrete, Ec may be taken as 4700 √ fc′. را ﻣﻲﺗﻮان ﺑﻪ ﺻﻮرت، ﻛﻴﻠﻮﮔﺮم ﺑﺮ ﻣﺘﺮﻣﻜﻌﺐ2500 و1500 ﺑﺮاي ﺑﺘﻦ ﺑﺎ. ﻣﮕﺎﭘﺎﺳﻜﺎل در ﻧﻈﺮ ﮔﺮﻓﺖwc1.5 0.043 √ fc′ در4700√ fc′ را ﻣﻲﺗﻮان ﺑﻪ ﺻﻮرتEc ،ﭼﮕﺎﻟﻲ ﻣﻌﻤﻮﻟﻲ .ﻧﻈﺮ ﮔﺮﻓﺖ 6.4.2 Modulus of elasticity Es for nonprestressed reinforcement may be taken as 200,000 MPa. ﺑﺮاي آرﻣﺎﺗﻮر ﻏﻴﺮ ﭘﻴﺶ ﺗﻨﻴﺪه راEs ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ2-4-6 6.4.3 Modulus of elasticity Es for prestressing tendons shall be determined by tests or supplied by the manufacturer. ﺑﺮاي آرﻣﺎﺗﻮر ﭘﻴﺶ ﺗﻨﻴﺪه ﺑﺎﻳﺪEs ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ3-4-6 . ﻣﮕﺎ ﭘﺎﺳﻜﺎل در ﻧﻈﺮ ﮔﺮﻓﺖ200،000 ﻣﻲﺗﻮان ﺑﺮاﺑﺮ ﺑﻪ وﺳﻴﻠﻪ آزﻣﺎﻳﺶ ﺗﻌﻴﻴﻦ ﺷﺪه ﻳﺎ ﺗﻮﺳﻂ ﺳﺎزﻧﺪه آن ﮔﺰارش .ﺷﻮد ﺳﺨﺘﻲ5-6 6.5 Stiffness 6.5.1 Any reasonable assumptions may be adopted for computing relative flexural and torsional stiffness of columns, walls, floors, and roof systems. ، ﺑﺮاي ﻣﺤﺎﺳﺒﻪ ﺳﺨﺘﻲ ﻧﺴﺒﻲ ﺧﻤﺸﻲ و ﭘﻴﭽﺸﻲ ﺳﺘﻮﻧﻬﺎ1-5-6 Assumptions shall be consistent throughout ﻗﺒﻮل اﺳﺖ و ﻓﺮﺿﻴﺎت ﺑﺎﻳﺪ در ﺗﻤﺎﻣﻲ ﻣﺮاﺣﻞ ﺗﺤﻠﻴﻞ ﺑﺎ ﻳﻜﺪﻳﮕﺮ ﻛﻒﻫﺎ و ﺳﻴﺴﺘﻢﻫﺎي ﺳﻘﻒ ﻫﺮ ﻓﺮﺿﻴﺎت ﻣﻨﻄﻘﻲ ﻗﺎﺑﻞ،دﻳﻮارﻫﺎ 15 Nov. 2008 / 1387 آذر analysis. IPS-E-CE-200(1) .ﺳﺎزﮔﺎر ﺑﺎﺷﺪ در ﺗﻌﻴﻴﻦ ﻟﻨﮕﺮﻫﺎ و ﻃﺮاﺣﻲ اﻋﻀﺎ ﺑﺎﻳﺪ اﺛﺮات ﻣﺎﻫﻴﭽﻪﻫﺎ2-5-6 6.5.2 Effect of haunches shall be considered both in determining moments and in design of members. .ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد ﻃﻮل دﻫﺎﻧﻪ6-6 6.6 Span Length 6.6.1 Span length of members not built integrally with supports shall be considered the clear span plus depth of member but need not exceed distance between centers of supports. ﻃﻮل دﻫﺎﻧﻪ اﻋﻀﺎﻳﻲ ﻛﻪ ﺑﺎ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ ﺑﻪ ﺻﻮرت1-6-6 6.6.2 In analysis of frames or continuous construction for determination of moments, span length shall be taken as the distance center-tocenter of supports. ﺑﺮاي ﺗﻌﻴﻴﻦ ﻟﻨﮕﺮﻫﺎ در ﺗﺤﻠﻴﻞ ﻗﺎﺑﻬﺎ ﻳﺎ ﺳﺎزهﻫﺎي2-6-6 6.6.3 For beams built integrally with supports, moments at faces of support should be used for design. ﻟﻨﮕﺮﻫﺎي ﺑﺮ، ﺑﺮاي ﺗﻴﺮﻫﺎي ﻳﻜﭙﺎرﭼﻪ ﺑﺎ ﺗﻜﻴﻪﮔﺎﻫﻬﺎﻳﺸﺎن3-6-6 6.6.4 Solid or ribbed slabs built integrally with supports, with clear spans not more than 3 meter, may be analyzed as continuous slabs on knife edge supports with spans equal to the clear spans of the slab and width of beams otherwise neglected. داﻟﻬﺎي ﺗﻮﭘﺮ ﻳﺎ ﻣﺠﻮف ﻳﻜﭙﺎرﭼﻪ ﺑﺎ ﺗﻜﻴﻪﮔﺎه را ﻛﻪ ﻃﻮل4-6-6 ﻳﻜﭙﺎرﭼﻪ ﺳﺎﺧﺘﻪ ﻧﺸﺪه اﻧﺪ ﺑﺎﻳﺪ ﺑﺮاﺑﺮ ﻃﻮل آزاد دﻫﺎﻧﻪ ﺑﻪ ﻋﻼوه ﻋﻤﻖ ﻋﻀﻮ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد و ﻻزم ﻧﻴﺴﺖ ﻛﻪ از ﻓﺎﺻﻠﻪ ﻣﺮﻛﺰ .ﺑﻪ ﻣﺮﻛﺰ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪ ﺑﺮاﺑﺮ ﻓﺎﺻﻠﻪ ﻣﺮﻛﺰ ﺑﻪ ﻣﺮﻛﺰ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ،ﭘﻴﻮﺳﺘﻪ ﺑﺎﻳﺪ ﻃﻮل دﻫﺎﻧﻪ .در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد .ﺗﻜﻴﻪﮔﺎﻫﻬﺎ ﺑﺎﻳﺪ ﺑﺮاي ﻃﺮاﺣﻲ ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار ﮔﻴﺮﻧﺪ ﻣﻲﺗﻮان ﺑﻪ ﺻﻮرت، ﻣﺘﺮ ﺑﻴﺸﺘﺮ ﻧﺒﺎﺷﺪ3 دﻫﺎﻧﻪﻫﺎي آزاد آﻧﻬﺎ از در.داﻟﻬﺎي ﭘﻴﻮﺳﺘﻪ ﺑﺮ روي ﺗﻜﻴﻪﮔﺎﻫﻬﺎي ﻟﺒﻪ ﺗﻴﺰ ﺗﺤﻠﻴﻞ ﻧﻤﻮد اﻳﻦ ﺣﺎﻟﺖ ﻃﻮل دﻫﺎﻧﻪﻫﺎ ﺑﺮاﺑﺮ ﻃﻮل آزاد دﻫﺎﻧﻪﻫﺎي دال ﺑﻮده و .از ﻋﺮض ﺗﻴﺮﻫﺎ ﺻﺮﻓﻨﻈﺮ ﻣﻲﺷﻮد ﺳﺘﻮﻧﻬﺎ7-6 6.7 Columns 6.7.1 Columns shall be designed to resist the axial forces from factored loads on all floors or roof and the maximum moment from factored loads on a single adjacent span of the floor or roof under consideration. Loading condition giving the maximum ratio of moment to axial load shall also be considered. ﺳﺘﻮﻧﻬﺎ ﺑﺎﻳﺪ ﺑﺮاي ﺗﺤﻤﻞ ﺑﺎرﻫﺎي ﻣﺤﻮري ﻧﺎﺷﻲ از1-7-6 6.7.2 In frames or continuous construction, consideration shall be given to the effect of unbalanced floor or roof loads on both exterior and interior columns and of eccentric loading due to other causes. در ﻗﺎﺑﻬﺎ ﻳﺎ ﺳﺎزهﻫﺎي ﭘﻴﻮﺳﺘﻪ ﺑﺎﻳﺪ ﺑﻪ اﺛﺮ ﺑﺎرﻫﺎي2-7-6 6.7.3 In computing gravity load moments in columns, it is permitted to assume as fixed far ends of columns built integrally with the structure. ﻫﻨﮕﺎم ﻣﺤﺎﺳﺒﻪ ﻟﻨﮕﺮﻫﺎي ﺑﺎرﺛﻘﻠﻲ در ﺳﺘﻮﻧﻬﺎ ﻣﻲﺗﻮان3-7-6 ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪار وارده ﺑﺮ روي ﺗﻤﺎم ﻛﻔﻬﺎ ﻳﺎ ﺑﺎم وﺣﺪاﻛﺜﺮ ﻟﻨﮕﺮ ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪار ﺑﺮ روي ﻳﻚ دﻫﺎﻧﻪ ﻣﻨﻔﺮد ﻣﺠﺎور ﻛﻒ ﺷﺮاﻳﻂ ﺑﺎرﮔﺬاري ﻛﻪ ﺑﺎﻋﺚ ﺣﺪاﻛﺜﺮ ﻧﺴﺒﺖ.ﻳﺎ ﺑﺎم ﻃﺮاﺣﻲ ﺷﻮﻧﺪ .ﻟﻨﮕﺮ ﺑﻪ ﺑﺎرﻫﺎي ﻣﺤﻮري ﻣﻲﺷﻮﻧﺪ ﺑﺎﻳﺪ ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد ﻧﺎﻣﺘﻮازن ﻛﻒ ﻳﺎ ﺑﺎم ﺑﺮاي ﺳﺘﻮﻧﻬﺎي داﺧﻠﻲ و ﺧﺎرﺟﻲ و ﻧﻴﺰ ﺗﺄﺛﻴﺮ .ﺑﺎرﮔﺬاري ﺧﺎرج از ﻣﺮﻛﺰ ﻧﺎﺷﻲ از ﺳﺎﻳﺮ ﻋﻮاﻣﻞ ﺗﻮﺟﻪ ﻛﺮد دو اﻧﺘﻬﺎي ﺳﺘﻮﻧﻬﺎ را ﻛﻪ ﺑــﻪ ﺻﻮرت ﻳﻜﭙﺎرﭼﻪ ﺑﺎ ﺳﺎزه ﺳﺎﺧﺘﻪ . ﮔﻴﺮدار ﻓﺮض ﻧﻤﻮد،ﺷﺪه اﻧﺪ در ﺗﺮاز ﻫﺮ ﻛﻒ ﻳﺎ ﺑﺎم ﺑﺎﻳﺪ ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ ﻟﻨﮕﺮﻫﺎ4-7-6 6.7.4 Resistance to moments at any floor or roof level shall be provided by distributing the moment between columns immediately above and below the given floor in proportion to the relative column stiffness and conditions of restraint. ﺗﻮﺳﻂ ﺗﻮزﻳﻊ ﻟﻨﮕﺮ ﺑﻴﻦ ﺳﺘﻮﻧﻬﺎﻳﻲ ﻛﻪ ﺑﻼﻓﺎﺻﻠﻪ در ﭘﺎﺋﻴﻦ و ﺑﺎﻻي ﺑﻪ ﺗﻨﺎﺳﺐ ﺳﺨﺘﻲ ﻧﺴﺒﻲ ﺳﺘﻮﻧﻬﺎ و،ﻛﻒ ﻣﻮرد ﻧﻈﺮ ﻗﺮار دارﻧﺪ .ﺷﺮاﻳﻂ ﮔﻴﺮداري اﻧﺠﺎم ﺷﻮد 16 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﺷﻜﻞT اﺟﺮاي ﺗﻴﺮﻫﺎي8-6 6.8 T-Beam Construction 6.8.1 In T-beam construction, the flange and web shall be built integrally or otherwise effectively bonded together. ﺷﻜﻞ ﺑﺎﻳﺪ ﺑﺎل و ﺟﺎن ﺗﻴﺮ ﺑﻪT ﻫﻨﮕﺎم اﺟﺮاي ﺗﻴﺮﻫﺎي1-8-6 6.8.2 Width of slab effective as a T-beam flange shall not exceed one-quarter of the span length of the beam, and the effective overhanging flange width on each side of the web shall not exceed: ﺷﻜﻞT ﻋﺮض ﻣﻮﺛﺮ دال ﻛﻪ ﺑﻪ ﺻﻮرت ﺑﺎل ﻳﻚ ﺗﻴﺮ2-8-6 ﺻﻮرت ﻳﻜﭙﺎرﭼﻪ اﺟﺮا ﺷﻮد و در ﻏﻴﺮ اﻳﻦ ﺻﻮرت ﺑﺎل و ﺟﺎن ﺑﻪ .ﺻﻮرت ﻣﻮﺛﺮ ﺑﻪ ﻳﻜﺪﻳﮕﺮ ﻣﺘﺼﻞ ﺷﻮﻧﺪ ﻧﺒﺎﻳﺪ از ﻳﻚ ﭼﻬﺎرم ﻃﻮل دﻫﺎﻧﻪ ﺗﻴﺮ ﺑﺰرﮔﺘﺮ ﺑﻮده و،ﻣﻲﺑﺎﺷﺪ ﻋﺮض ﻣﻮﺛﺮ ﺑﻴﺮون آﻣﺪﮔﻲ ﺑﺎل در ﻫﺮ ﻃﺮف ﺟﺎن ﻧﺒﺎﻳﺪ از ﻣﻘﺎدﻳﺮ :زﻳﺮ ﺑﻴﺸﺘﺮ ﺷﻮد a) eight times the slab thickness, and و،اﻟﻒ( ﻫﺸﺖ ﺑﺮاﺑﺮ ﺿﺨﺎﻣﺖ دال b) One-half the clear distance to the next web. .ب( ﻧﺼﻒ ﻓﺎﺻﻠﻪ آزاد ﺗﺎ ﺟﺎن ﺗﻴﺮ ﺑﻌﺪي ﺑﺮاي ﺗﻴﺮﻫﺎﻳﻲ ﻛﻪ ﺗﻨﻬﺎ در ﻳﻚ ﻃﺮف آﻧﻬﺎ دال ﻗﺮار3-8-6 6.8.3 For beams with a slab on one side only, the effective overhanging flange width shall not exceed: ﻋﺮض ﻣﻮﺛﺮ ﺑﻴﺮون آﻣﺪه ﺑﺎل ﻧﺒﺎﻳﺪ ﺑﺰرﮔﺘﺮ از ﻣﻘﺎدﻳﺮ زﻳﺮ،دارد :ﺑﺎﺷﺪ a) One-twelfth the span length of the beam, .اﻟﻒ( ﻳﻚ دوازدﻫﻢ ﻃﻮل دﻫﺎﻧﻪ ﺗﻴﺮ b) Six times the slab thickness, and ب( ﺷﺶ ﺑﺮاﺑﺮ ﺿﺨﺎﻣﺖ دال و c) One-half the clear distance to the next web. ج( ﻧﺼﻒ ﻓﺎﺻﻠﻪ آزاد ﺗﺎ ﺟﺎن ﺗﻴﺮ ﺑﻌﺪي ﺷﻜﻞ ﺑﻪ ﻋﻨﻮان ﺑﺎل ﺑﻪT در ﺗﻴﺮﻫﺎي ﻣﻨﻔﺮد ﻛﻪ ﻣﻘﻄﻊ4-8-6 6.8.4 Isolated beams, in which the T-shape is used to provide a flange for additional compression area, shall have a flange thickness not less than one-half the width of web and an effective flange width not more than four times the width of web. ﺿﺨﺎﻣﺖ ﺑﺎل ﻧﺒﺎﻳﺪ از ﻧﺼﻒ ﻋﺮض،ﺳﻄﺢ ﻓﺸﺎري اﺿﺎﻓﻪ ﻣﻲﺷﻮد ﺟﺎن ﻛﻮﭼﻜﺘﺮ ﺑﻮده و ﺿﻤﻨﺎً ﻋﺮض ﻣﻮﺛﺮ ﺑﺎل ﻧﺒﺎﻳﺪ از ﭼﻬﺎر ﺑﺮاﺑﺮ .ﻋﺮض ﺟﺎن ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪ در ﻣﻮاردﻳﻜﻪ آرﻣﺎﺗﻮرﻫﺎي ﺧﻤﺸﻲ اﺻﻠﻲ ﺑﻪ ﻣﻮازات5-8-6 6.8.5 Where primary flexural reinforcement in a slab that is considered as a T-beam flange (excluding joist construction) is parallel to the beam, reinforcement perpendicular to the beam shall be provided in the top of the slab in accordance with the following: ﺷﻜﻞ در ﻧﻈﺮ ﮔﺮﻓﺘﻪT داﻟﻲ ﺑﺎﺷﻨﺪ ﻛﻪ ﺑﻪ ﻋﻨﻮان ﺑﺎل ﻳﻚ ﺗﻴﺮ ﻣﻲﺷﻮﻧﺪ )ﺑﻪ ﺟﺰ ﻛﻔﻬﺎي از ﻧﻮع ﺗﻴﺮﭼﻪ( ﺑﺎﻳﺪ آرﻣﺎﺗﻮرﻫﺎي ﻋﻤﻮد :ﺑﺮ ﺗﻴﺮ را در ﺑﺎﻻي دال و ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ زﻳﺮ ﻗﺮار داد آرﻣﺎﺗﻮرﻫﺎي ﻋﺮﺿﻲ ﺑﺎﻳﺪ ﺑﺮاي ﺗﺤﻤﻞ ﺑﺎر ﺿﺮﻳﺒﺪار1-5-8-6 6.8.5.1 Transverse reinforcement shall be designed to carry the factored load on the overhanging slab width assumed to act as a cantilever. For isolated beams, the full width of overhanging flange shall be considered. For other T-beams, only the effective overhanging slab width need be considered. اﻋﻤﺎل ﺷﺪه ﺑﺮ روي ﻋﺮض ﺑﻴﺮون آﻣﺪه دال ﻛﻪ ﻋﻤﻠﻜﺮد آن ﻃﺮه ﺑﺮاي ﺗﻴﺮﻫﺎي ﻣﻨﻔﺮد ﺑﺎﻳﺪ ﻛﻞ. ﻃﺮاﺣﻲ ﺷﻮﻧﺪ،اي ﻓﺮض ﻣﻲﺷﻮد ﺑﺮاي.ﻋﺮض ﺑﺎل ﺑﻴﺮون آﻣﺪه در ﻣﺤﺎﺳﺒﺎت ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد ﺷﻜﻞ ﺗﻨﻬﺎ ﻻزم اﺳﺖ ﻛﻪ ﻋﺮض ﻣﻮﺛﺮ ﺑﻴﺮونT ﺳﺎﻳﺮ ﺗﻴﺮﻫﺎي .آﻣﺪه دال در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد ﻓﺎﺻﻠﻪ آرﻣﺎﺗﻮرﻫﺎي ﻋﺮﺿﻲ ﻧﺒﺎﻳﺪ از ﭘﻨﺞ ﺑﺮاﺑﺮ2-5-8-6 6.8.5.2 Transverse reinforcement shall be spaced not farther apart than five times the slab thickness, nor 450 mm. . ﻣﻴﻠﻴﻤﺘﺮ ﺑﻴﺸﺘﺮ ﺷﻮد450 ﺿﺨﺎﻣﺖ دال و ﻳﺎ اﺟﺮاي ﺗﻴﺮﭼﻪﻫﺎي ﺑﺘﻨﻲ9-6 6.9 Joist Construction ﺷﺎﻣﻞ ﺗﺮﻛﻴﺒﻲ ﻳﻚ ﭘﺎرﭼﻪ از، ﺳﻴﺴﺘﻢ ﺗﻴﺮﭼﻪاي1-9-6 6.9.1 Joist construction consists of a monolithic combination of regularly spaced ribs and a top slab arranged to span in one direction or two orthogonal directions. ﺗﻴﺮﭼﻪﻫﺎي ﻣﺘﺴﺎوي اﻟﻔﺎﺻﻠﻪ ﻗﺮار ﮔﺮﻓﺘﻪ در ﻳﻚ راﺳﺘﺎ و ﻳﺎ دو .راﺳﺘﺎي ﻋﻤﻮد ﺑﺮ ﻫﻢ و ﻳﻚ دال ﻓﻮﻗﺎﻧﻲ ﻣﻲﺑﺎﺷﻨﺪ 17 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 6.9.2 Ribs shall be not less than 100 mm in width; and shall have a depth of not more than 3-½ times the minimum width of rib. ﻣﻴﻠﻴﻤﺘﺮ و ﻋﻤﻖ100 ﻋﺮض ﺗﻴﺮﭼﻪﻫﺎ ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از2-9-6 6.9.3 Clear spacing between ribs shall not exceed 750 mm. ﻣﻴﻠﻴﻤﺘﺮ ﺑﻴﺸﺘﺮ750 ﻓﺎﺻﻠﻪ آزاد ﺑﻴﻦ ﺗﻴﺮﭼﻪﻫﺎ ﻧﺒﺎﻳﺪ از3-9-6 6.9.4 Joist construction not meeting the limitations of 6.9.1 through 6.9.3 shall be designed as slabs and beams. 1-9-6 ﺳﻴﺴﺘﻢ ﺗﻴﺮﭼﻪاي ﻛﻪ ﻣﺤﺪودﻳﺖﻫﺎي ﺑﻨﺪﻫﺎي4-9-6 6.9.5 When permanent burned clay or concrete tile fillers of material having a unit compressive strength at least equal to that of the specified strength of concrete in the joists are used: ﻫﻨﮕﺎﻣﻴﻜﻪ در ﺳﻴﺴﺘﻢ ﺗﻴﺮﭼﻪاي از ﭘﺮﻛﻨﻨﺪهﻫﺎي داﺋﻤﻲ5-9-6 6.9.5.1 For shear and negative-moment strength computations, it is permitted to include the vertical shells of fillers in contact with the ribs. Other portions of fillers shall not be included in strength computations. ﺑﺮاي ﻣﺤﺎﺳﺒﻪ ﻣﻘﺎوﻣﺖ ﻟﻨﮕﺮ ﻣﻨﻔﻲ و ﺑﺮش ﻣﻲﺗﻮان1-5-9-6 . ﺑﺮاﺑﺮ ﺣﺪاﻗﻞ ﻋﺮض ﺗﻴﺮﭼﻪ ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪ3/5 آﻧﻬﺎ از .ﺷﻮد را ﺗﺄﻣﻴﻦ ﻧﻤﻲﻛﻨﺪ ﺑﺎﻳﺪ ﺑﻪ ﺻﻮرت ﺳﻴﺴﺘﻢ دال و ﺗﻴﺮ3-9-6 ﺗﺎ .ﻃﺮاﺣﻲ ﺷﻮد ﻣﺎﻧﻨﺪ ﺑﻠﻮﻛﻬﺎي ﺳﻔﺎﻟﻲ ﻳﺎ ﺑﺘﻨﻲ ﺣﺎوي ﻣﻘﺎوﻣﺖ ﻓﺸﺎري ﺣﺪاﻗﻞ ﻻزم،ﺑﺮاﺑﺮ ﺑﺎ ﻣﻘﺎوﻣﺖ ﻣﺸﺨﺼﻪ ﺑﺘﻦ ﺗﻴﺮﭼﻪﻫﺎ اﺳﺘﻔﺎده ﻣﻲﺷﻮد : اﺳﺖ ﻧﻜﺎت زﻳﺮ ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد ﺑﺪﻧﻪ ﻗﺎﺋﻢ ﭘﺮﻛﻨﻨﺪهﻫﺎي در ﺗﻤﺎس ﺑﺎ ﺗﻴﺮﭼﻪﻫﺎ را در ﻧﻈﺮ ﮔﺮﻓﺖ و ﺳﺎﻳﺮ ﻗﺴﻤﺘﻬﺎي ﭘﺮﻛﻨﻨﺪهﻫﺎ ﻧﺒﺎﻳﺪ در ﻣﺤﺎﺳﺒﺎت ﻣﻘﺎوﻣﺖ ﻣﻨﻈﻮر .ﺷﻮﻧﺪ ﺿﺨﺎﻣﺖ دال روي ﭘﺮﻛﻨﻨﺪهﻫﺎي داﺋﻤﻲ ﻧﺒﺎﻳﺪ از ﻳﻚ2-5-9-6 6.9.5.2 Slab thickness over permanent fillers shall be not less than one-twelfth the clear distance between ribs, nor less than 40 mm. ﻣﻴﻠﻴﻤﺘﺮ ﻛﻤﺘﺮ40 دوازدﻫﻢ ﻓﺎﺻﻠﻪ آزاد ﺑﻴﻦ ﺗﻴﺮﭼﻪﻫﺎ و ﻧﻴﺰ از .ﺑﺎﺷﺪ در ﺗﻴﺮﭼﻪﻫﺎي ﻳﻜﻄﺮﻓﻪ آرﻣﺎﺗﻮرﻫﺎي ﻋﻤﻮد ﺑﺮ3-5-9-6 6.9.5.3 In one-way joists, reinforcement normal to the ribs shall be provided in the slab as required by Clause 8.7. در دال7-8 ﺗﻴﺮﭼﻪﻫﺎ را ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ ﻣﻨﺪرج در ﺑﻨﺪ .ﻗﺮار داد 6.9.6 When removable forms or fillers not complying with 6.9.5 are used: ﻫﻨﮕﺎم اﺳﺘﻔﺎده از ﻗﺎﻟﺒﻬﺎي ﻣﻮﻗﺖ ﻳﺎ ﭘﺮﻛﻨﻨﺪهﻫﺎﻳﻲ ﻛﻪ6-9-6 6.9.6.1 Slab thickness shall be not less than onetwelfth the clear distance between ribs, nor less than 50 mm. ﺿﺨﺎﻣﺖ دال ﻧﺒﺎﻳــﺪ از ﻳﻚ دوازدﻫﻢ ﻓﺎﺻﻠﻪ آزاد1-6-9-6 6.9.6.2 Reinforcement normal to the ribs shall be provided in the slab as required for flexure, considering load concentrations, if any, but not less than required by Clause 8.7. آرﻣﺎﺗﻮرﻫﺎي ﻋﻤﻮد ﺑﺮ ﺗﻴﺮﭼﻪﻫﺎ را ﺑﺎﻳﺪ در داﻟﻬﺎ ﺑﺮاي2-6-9-6 ﻣﻮارد زﻳﺮ ﺣﺎﻛﻢ، ﻧﻴﺴﺘﻨﺪ5-9-6 ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ ﻣﻨﺪرج در ﺑﻨﺪ :اﺳﺖ . ﻣﻴﻠﻴﻤﺘﺮ ﻛﻤﺘﺮ ﺑﺎﺷﺪ50 ﺑﻴﻦ ﺗﻴﺮﭼﻪﻫﺎ و ﻧﻴﺰ ﺧﻤﺶ و ﺑﺎ در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﺗﻤﺮﻛﺰ ﺑﺎرﻫﺎ )در ﺻﻮرت وﺟﻮد( آﻣﺎده ﻛﻤﺘﺮ7-8 اﻳﻦ آرﻣﺎﺗﻮرﻫﺎ ﻧﺒﺎﻳﺪ از ﻣﻘﺎدﻳﺮ ﻣﻨﺪرج در ﺑﻨﺪ.ﻧﻤﻮد .ﺑﺎﺷﻨﺪ در ﻣﻮاردﻳﻜﻪ ﻣﺠﺮاﻫﺎ ﻳﺎ ﻟﻮﻟﻪﻫﺎﻳﻲ ﻛﻪ ﺑﺮاﺳﺎس ﻗﺴﻤﺖ7-9-6 6.9.7 Where conduits or pipes as permitted by Section 6.3 of ACI 318 M are embedded within the slab, slab thickness shall be at least 25 mm greater than the total overall depth of the conduits or pipes at any point. Conduits or pipes shall not impair significantly the strength of the construction. در داﺧﻞ، ﻣﺠﺎز داﻧﺴﺘﻪ ﺷﺪهاﻧﺪACI 318M اﺳﺘﺎﻧﺪارد6.3 ﻣﻴﻠﻴﻤﺘﺮ از25 ﺿﺨﺎﻣﺖ دال ﺑﺎﻳﺪ ﺣﺪاﻗﻞ،دال ﻗﺮار داده ﺷﻮﻧﺪ ﻛﻞ ﻋﻤﻖ ﻣﺠﺮا ﻳﺎ ﻟﻮﻟﻪﻫﺎ در ﻫﺮ ﻧﻘﻄﻪ ﺑﻴﺸﺘﺮ ﺑﺎﺷﺪ و ﻣﺠﺮاﻫﺎ و ﻟﻮﻟﻪﻫﺎ ﻧﺒﺎﻳﺪ ﺗﺄﺛﻴﺮ ﻗﺎﺑﻞ ﻣﻼﺣﻈﻪاي ﺑﺮ روي ﻣﻘﺎوﻣﺖ ﺳﺎزه داﺷﺘﻪ .ﺑﺎﺷﻨﺪ 18 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﺑﺮاي ﺳﻴﺴﺘﻢﻫﺎي ﺗﻴﺮﭼﻪاي ﻣﻲﺗﻮان ﺳﻬﻢ ﺑﺘﻦ ﺑﻪ8-9-6 6.9.8 For joist construction, contribution of concrete to shear strength Vc is permitted to be 10 percent more than that specified in Clause 9. It is permitted to increase shear strength using shear reinforcement or by widening the ends of ribs. درﺻﺪ ﺑﻴﺸﺘﺮ از ﻣﻘﺪار10 را ﺑﻪ ﻣﻴﺰانVc ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ ﺟﻬﺖ اﻓﺰاﻳﺶ ﻣﻘﺎوﻣﺖ. در ﻧﻈﺮ ﮔﺮﻓﺖ9 ﻣﺸﺨﺺ ﺷﺪه در ﺑﻨﺪ ﺑﺮﺷﻲ اﺳﺘﻔﺎده از آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﻳﺎ ﭘﻬﻦ ﻛﺮدن اﻧﺘﻬﺎي ﺗﻴﺮﭼﻪﻫﺎ .ﻣﺠﺎز اﺳﺖ ﻻﻳﻪ ﭘﻮﺷﺶ ﻧﻬﺎﻳﻲ ﻛﻒ10-6 6.10 Separate Floor Finish 6.10.1 A floor finish shall not be included as part of a structural member unless placed monolithically with the floor slab or designed in accordance with requirements of Appendix C. ﻳﻚ ﭘﻮﺷﺶ ﻛﻒ ﻧﺒﺎﻳﺪ ﺑﻪ ﻋﻨﻮان ﺑﺨﺸﻲ از ﻋﻀﻮ1-10-6 6.10.2 It is permitted to consider all concrete floor finishes as part of required cover or total thickness for nonstructural considerations. ﻛﻞ ﭘﻮﺷﺶﻫﺎي ﺑﺘﻨﻲ ﻛﻒ ﺗﻤﺎم ﺷﺪه را ﻣﻲﺗﻮان ﺑﻪ2-10-6 ﻣﮕﺮ آﻧﻜﻪ ﺑﺎ دال ﻛﻒ ﺑﻪ ﺻﻮرت،ﺳﺎزهاي در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد . ﻃﺮاﺣﻲ ﺷﻮدC ﻳﻜﭙﺎرﭼﻪ ﺑﻮده ﻳﺎ ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ ﭘﻴﻮﺳﺖ ﺑﺮاي ﻣﻘﺎﺻﺪ،ﻋﻨﻮان ﺑﺨﺸﻲ از ﭘﻮﺷﺶ ﻻزم ﻳﺎ ﻛﻞ ﺿﺨﺎﻣﺖ ﻻزم .ﻏﻴﺮﺳﺎزهاي در ﻧﻈﺮ ﮔﺮﻓﺖ روش ﻃﺮاﺣﻲ ﺟﺎﻳﮕﺰﻳﻦ11-6 6.11 Alternate Design Method داﻣﻨﻪ ﻛﺎرﺑﺮد1-11-6 6.11.1 Scope Nonprestressed reinforced concrete members may be designed using service loads (without load factors) and permissible service load stresses in accordance with provisions of this Clause. For design of members not covered by this Clause, appropriate provisions of this Standard shall apply. اﻋﻀﺎي ﺑﺘﻦ ﻣﺴﻠﺢ ﻏﻴﺮﭘﻴﺶ ﺗﻨﻴﺪه ﻣﻲﺗﻮاﻧﻨﺪ ﺑﺎ اﺳﺘﻔﺎده از ﺑﺎرﻫﺎي ﺑﻬﺮه ﺑﺮداري )ﺑﺪون ﺿﺮاﻳﺐ ﺑﺎر( و ﺗﻨﺸﻬﺎي ﻣﺠﺎز ﺑﺮاي ﻃﺮاﺣﻲ اﻋﻀﺎﻳﻲ.ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ اﻳﻦ ﺑﻨﺪ ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﺑﺎﻳﺪ ﺳﺎﻳﺮ ﺿﻮاﺑﻂ ﻗﺎﺑﻞ ﻛﺎرﺑﺮد،ﻛﻪ در اﻳﻦ ﺑﻨﺪ آورده ﻧﺸﺪه اﺳﺖ .اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﻜﺎر رود All applicable provisions of this Standard for non prestressed concrete except Clause 8.4 of ACI 318M shall apply to members designed by the Alternate Design Method. ﺗﻤﺎم ﺿﻮاﺑﻂ ﻗﺎﺑﻞ ﻛﺎرﺑﺮد اﻳﻦ ﺑﺨﺶ ﺑﺮاي ﺑﺘﻦ ﻏﻴﺮﭘﻴﺶﺗﻨﻴﺪه ﺑﻪ ﺑﺎﻳﺪ ﺑﺮاي ﻃﺮاﺣﻲ اﻋﻀﺎACI 318M اﺳﺘﺎﻧﺪارد8.4 ﺟﺰ ﺑﻨﺪ .ﺑﻪ روش ﺟﺎﻳﮕﺰﻳﻦ ﺑﻜﺎر رود 4-7 اﻋﻀﺎي ﺧﻤﺸﻲ ﺑﺎﻳﺪ اﻟﺰاﻣﺎت ﻛﻨﺘﺮل ﺗﻐﻴﻴﺮ ﺷﻜﻞ در ﺑﻨﺪ اﺳﺘﺎﻧﺪارد10.7 ﺗﺎ10.4 اﻳﻦ اﺳﺘﺎﻧﺪارد و اﻟﺰاﻣﺎت ﻗﺴﻤﺖ . را رﻋﺎﻳﺖ ﻛﻨﻨﺪACI 318M Flexural members shall meet requirements for deflection control in Clause 7.4 of this Standard, and requirements of Section 10.4 through 10.7 of ACI 318M. ﻋﻤﻮﻣﻲ2-11-6 6.11.2 General ﺿﺮاﻳﺐ ﺑﺎر و ﻛﺎﻫﺶ ﻣﻘﺎوﻣﺖ ﺑﺎﻳﺪ ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ ﺑﺎ روش ﺑﻪ ﺻﻮرت واﺣﺪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ، ﻃﺮح ﺷﺪهاﻧﺪ،ﻃﺮاﺣﻲ ﺟﺎﻳﮕﺰﻳﻦ .ﺷﻮﻧﺪ ﻫﻨﮕﺎﻣﻴﻜﻪ ﻧﻴﺮوﻫﺎي ﺑﺎد ﻳﺎ زﻟﺰﻟﻪ ﺑﻪ ﺻﻮرت ﺗﺮﻛﻴﺐ ﺑﺎ ﺳﺎﻳﺮ ﺑﺎرﻫﺎ درﺻﺪ75 ﻣﻲﺗﻮان اﻋﻀﺎ را ﺑﺮاي،در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮﻧﺪ ﻇﺮﻓﻴﺖﻫﺎي ﻣﻮرد ﻧﻴﺎزﺷﺎن ﻃﺮاﺣﻲ ﻛﺮد ﻣﺸﺮوط ﺑﺮ اﻳﻦ ﻛﻪ ﻣﻘﻄﻊ ﻃﺮاﺣﻲ ﻛﻤﺘﺮ از ﻣﻘﺪار ﻣﻮرد ﻧﻴﺎز ﺑﺮاي ﺗﺮﻛﻴﺐ ﺑﺎرﻫﺎي .زﻧﺪه و ﻣﺮده ﻧﺒﺎﺷﺪ اﻋﻀﺎ،ﻫﻨﮕﺎﻣﻲ ﻛﻪ ﺑﺎر ﻣﺮده اﺛﺮات ﺳﺎﻳﺮ ﺑﺎرﻫﺎ را ﻛﺎﻫﺶ ﻣﻲدﻫﺪ درﺻﺪ ﺑﺎرﻣﺮده در ﺗﺮﻛﻴﺒﺎت ﺑﺎرﮔﺬاري ﻃﺮاﺣﻲ85 ﺑﺎﻳﺪ ﺑﺮاي .ﺷﻮﻧﺪ Load factors and strength reduction factors shall be taken as unity for members designed by the Alternate Design Method. Members may be proportioned for 75 percent of capacities required by other parts of this Clause when considering wind or earthquake forces combined with other loads, provided the resulting section is not less than that required for the combination of dead and live load. When dead load reduces effects of other loads, members shall be designed for 85 percent of dead load in combination with the other loads. 19 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﺗﻨﺸﻬﺎي ﻣﺠﺎز ﺑﺎر ﺑﻬﺮه ﺑﺮداري3-11-6 6.11.3 Permissible service load stresses :ﺗﻨﺸﻬﺎ در ﺑﺘﻦ ﻧﺒﺎﻳﺪ از ﻣﻘﺎدﻳﺮ زﻳﺮ زﻳﺎدﺗﺮ ﺷﻮﻧﺪ Stresses in concrete shall not exceed the following: اﻟﻒ( ﺧﻤﺶ a) Flexure 0.45 f C ..................................... ﺗﻨﺶ در دورﺗﺮﻳﻦ ﺗﺎر ﻓﺸﺎري Extreme fiber stress in compression.......... 0.45 f C (1) b) Shear (1) :ﺗﻴﺮﻫﺎ و داﻟﻬﺎي ﻳﻜﻄﺮﻓﻪ و ﺷﺎﻟﻮدهﻫﺎ Beams and one-way slabs and footings: .√ fc′./11.................................. VC ﺑﺮش ﺣﻤﻞ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ Shear carried by concrete, VC ..................√ fc′/11 .............................ﺑﺮش ﺣﺪاﻛﺜﺮ ﺑﺘﻦ ﺑﻪ اﺿﺎﻓﻪ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ Maximum shear carried by concrete plus shear reinforcement ............................. VC (3/8) √ fc′/ VC ( 3 8) .......√ fc′..... (2) Joists (2) ﺗﻴﺮﭼﻪﻫﺎ √ fc′/..10..................................................................... VC ﺑﺮش ﺑﺘﻦ Shear carried by concrete, VC .…...….…√ fc′/10 :داﻟﻬﺎي دوﻃﺮﻓﻪ و ﺷﺎﻟﻮده ﻫﺎ Two-way slabs and footings: Shear carried by Concrete, VC . ب( ﺑﺮش 1 2 (1 ) ..√ fc′..................................... VC ﺑﺮش ﺑﺘﻦ 12 βC 1 2 (1 ) √ fc′ 12 βC but not greater than ……………….……..√ fc′/6 √ fc′/.6................................................................. اﻣﺎ ﻧﻪ ﺑﺰرﮔﺘﺮ از (2) c) Bearing on loaded area (2)......................... 0.3 fc′ 0.3 fc′........................................ ج( ﻓﺸﺎر ﺳﻄﺢ ﺑﺎرﮔﺬاري Tensile stress in reinforcement fs shall not exceed the following: : ﻧﺒﺎﻳﺪ ﺑﻴﺸﺘﺮ از ﻣﻘﺎدﻳﺮ زﻳﺮ ﺷﻮدfs ﺗﻨﺶ ﻛﺸﺸﻲ در آرﻣﺎﺗﻮرﻫﺎ a) Grade 300 or Grade 350 reinforcement.................................… 140 MPa. 140 MPa................... 350 ﻳﺎ300 اﻟﻒ( ﺑﺮاي آرﻣﺎﺗﻮر ﻧﻮع ﻳﺎ ﺑﻴﺸﺘﺮ و ﻫﻤﭽﻨﻴﻦ ﺷﺒﻜﻪﻫﺎي420 ب( ﺑﺮاي آرﻣﺎﺗﻮر ﻧﻮع b) Grade 420 reinforcement or greater and welded wire fabric (plain or deformed)170 MPa 170 MPa...................(ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﺟﻮﺷﻲ )ﺳﺎده ﻳﺎ آﺟﺪار در، ﻣﻴﻠﻴﻤﺘﺮ ﻳﺎ ﻛﻤﺘﺮ10ج( ﺑﺮاي آرﻣﺎﺗﻮرﻫﺎي ﺧﻤﺸﻲ ﺑﺎ ﻗﻄﺮ c) For flexural reinforcement, 10 mm or less in diameter, in one-way slabs of not more than 4 m span, ................................................... 0.50 fy but not greater than 200 MPa 0.50 fy ................. ﻣﺘﺮ4 داﻟﻬﺎي ﻳﻜﻄﺮﻓﻪ ﺑﺎ دﻫﺎﻧﻪ ﺣﺪاﻛﺜﺮ . ﺑﺎﺷﺪ200 MPa اﻣﺎ ﻧﺒﺎﻳﺪ ﺑﺰرﮔﺘﺮ از : ﻳﺎدآوري ﻫﺎ Notes: ( ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﻣﺤﺎﺳﺒﺎت ﺗﻨﺶ ﺑﺮﺷﻲ ﺗﺤﻤﻞﺷﺪه1 1) For more detailed calculation of shear stress carried by concrete vc and shear values for lightweight aggregate concrete see 6.11.8. و ﻣﻘﺎدﻳﺮ ﺑﺮش ﺑﺮاي ﺑﺘﻦ ﺑﺎ ﺳﻨﮕﺪاﻧﻪﻫﺎيvc ﺗﻮﺳﻂ ﺑﺘﻦ . ﻣﻼﺣﻈﻪ ﺷﻮد8-11-6 ﺳﺒﻚ ﺑﻨﺪ 2) Designed in accordance with Clause 6.9 of this Standard. اﻳﻦ اﺳﺘﺎﻧﺪارد اﻧﺠﺎم ﺷﺪه9-6 ( ﻃﺮاﺣﻲ ﺑﺮاﺳﺎس ﺑﻨﺪ2 .اﺳﺖ 20 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) of ﻣﻬﺎر و وﺻﻠﻪ آرﻣﺎﺗﻮرﻫﺎ4-11-6 Development and splices of reinforcement shall be as required in Clause 10 of this Standard. In satisfying requirements of Section 12.11.3 of ACI 318M, Mn shall be taken as computed moment capacity assuming all positive moment tension reinforcement at the section to be stressed to the permissible tensile stress fs, and Vu shall be taken as unfactored shear force at the section. اﻳﻦ اﺳﺘﺎﻧﺪارد10 ﻣﻬﺎر و وﺻﻠﻪ آرﻣﺎﺗﻮرﻫﺎ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﺎ ﺑﻨﺪ اﺳﺘﺎﻧـــﺪارد12.11.3 در ﺑﺮآوردن اﻟﺰاﻣــﺎت ﻗﺴﻤﺖ.ﺑﺎﺷﺪ ﺑﺎﻳﺪ ﺑﻪ ﻋﻨﻮان ﻇﺮﻓﻴﺖ ﻟﻨﮕﺮ ﻣﺤﺎﺳﺒﻪ ﺷﺪهMn ،ACI 318M ﺑﺮاي ﻣﻘﻄﻌﻲ ﻛﻪ در آن ﺗﻤﺎم آرﻣﺎﺗﻮرﻫﺎي ﻟﻨﮕﺮ ﻛﺸﺸﻲ ﻣﺜﺒﺖ ﺗﺎ ﺑﺎﻳﺪVu ﺗﺤﺖ ﺗﻨﺶ ﻗﺮار ﮔﺮﻓﺘﻪاﻧﺪ وfs ﺣﺪ ﻣﺠﺎز ﺗﻨﺶ ﻛﺸﺸﻲ ﺑﻪ ﻋﻨﻮان ﻧﻴﺮوي ﺑﺮﺷﻲ ﺑﺪون ﺿﺮﻳﺐ در ﻣﻘﻄﻊ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ .ﺷﻮﻧﺪ 6.11.4 Development reinforcement and splices ﺧﻤﺶ5-11-6 6.11.5 Flexure ﻧﻈﺮﻳﻪ،ﺑﺮاي ﺷﻨﺎﺧﺖ ﺗﻨﺶﻫﺎي ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي ﺑﻬﺮهﺑﺮداري ﺧﻂ ﻣﺴﺘﻘﻴﻢ )ﺑﺮاي ﺧﻤﺶ( ﺑﺎﻳﺪ ﺑﺎ ﻓﺮﺿﻬﺎي زﻳﺮ ﻣﻮرد اﺳﺘﻔﺎده :ﻗﺮار ﮔﻴﺮد For investigation of stresses at service loads, straight-line theory (for flexure) shall be used with the following assumptions: a) Strains vary linearly as the distance from the neutral axis, except for deep flexural members with overall depth-span ratios greater than 2/5 for continuous spans and 4/5 for simple spans, a nonlinear distribution of strain shall be considered. اﻟﻒ( ﻛﺮﻧﺶ ﻫﺎ ﺑﻪ ﺻﻮرت ﺧﻄﻲ از ﻣﺤﻮر ﺧﻨﺜﻲ ﺗﻐﻴﻴﺮ b) Stress-strain relationship of concrete is a straight line under service loads within permissible service load stresses. ﻛﺮﻧﺶ ﺑﺘﻦ ﻳﻚ ﺧﻂ ﻣﺴﺘﻘﻴﻢ ﺗﺤﺖ ﺑﺎرﻫﺎي-ب( راﺑﻄﻪ ﺗﻨﺶ ﻣﻲﻛﻨﻨﺪ ﺑﻪ ﺟﺰ ﺑﺮاي اﻋﻀﺎي ﺧﻤﺸﻲ ﻋﻤﻴﻖ ﺑﺎ ﻧﺴﺒﺖ ﻫﺎي ﻋﻤﻖ ﺑﻪ دﻫﺎﻧﻪ ﺑﺰرﮔﺘﺮ از دو ﭘﻨﺠﻢ ﺑﺮاي دﻫﺎﻧﻪﻫﺎي ﭘﻴﻮﺳﺘﻪ و ﭼﻬﺎر ﭘﻨﺠﻢ ﺑﺮاي دﻫﺎﻧﻪﻫﺎي ﺳﺎده ﻛﻪ ﻳﻚ ﺗﻮزﻳﻊ ﻏﻴﺮﺧﻄﻲ .ﻛﺮﻧﺶ ﺑﺎﻳﺪ ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد ﻣﻄﺎﺑﻖ ﺑﺎ ﺗﻨﺶ ﻫﺎي ﻣﺠﺎز ﺑﺎر ﺑﻬﺮه ﺑﺮداري،ﺑﻬﺮه ﺑﺮداري .ﻣﻲﺑﺎﺷﺪ c) In reinforced concrete members, concrete resists no tension. ﺑﺘﻦ ﺑﺪون ﻣﻘﺎوﻣﺖ ﻛﺸﺸﻲ،ج( در اﻋﻀﺎي ﺑﺘﻨﻲ ﻣﺴﻠﺢ .ﻓﺮض ﻣﻲﺷﻮد d) Modular ratio, n = Es / Ec, may be taken as the nearest whole number (but not less than 6). Except in calculations for deflections, value of n for low-density concrete shall be assumed to be the same as for normal weight concrete of the same strength. ﻣﻲﺗﻮاﻧﺪ ﺑﻪ ﺻﻮرت ﻧﺰدﻳﻜﺘﺮﻳﻦn = Es / Ec د( ﻧﺴﺒﺖ ﻣﺪول e) In doubly reinforced flexural members, an effective modular ratio of 2 Es / Ec shall be used to transform compression reinforcement for stress computations. Compressive stress in such reinforcement shall not exceed permissible tensile stress. ﺑﺎﻳﺪ ﺑﺮاي ﺗﺒﺪﻳﻞ2 Es / Ec ﻳﻚ ﻧﺴﺒﺖ ﻣﺪول ﻣﻮﺛﺮ آرﻣﺎﺗﻮرﻫﺎي ﻓﺸﺎري ﺑﺮاي ﻣﺤﺎﺳﺒﺎت ﺗﻨﺶ ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار ﺗﻨﺶ ﻓﺸﺎري در ﭼﻨﻴﻦ آرﻣﺎﺗﻮرﻫﺎﻳﻲ ﻧﺒﺎﻳﺪ از ﺗﻨﺶ.ﮔﻴﺮد .ﻛﺸﺸﻲ ﻣﺠﺎز ﺑﻴﺸﺘﺮ ﺷﻮد ﺑﺮايn ﻣﻘﺪار.( در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد6 ﻋﺪد ﺻﺤﻴﺢ )ﺣﺪاﻗﻞ ﺑﻪ ﺟﺰ در ﻣﺤﺎﺳﺒﺎت ﺗﻐﻴﻴﺮ ﺷﻜﻠﻬﺎ ﺑﺎﻳﺪ ﺑﺎ،ﺑﺘﻦ ﺑﺎ ﭼﮕﺎﻟﻲ ﻛﻢ .ﺑﺘﻦ ﻫﻢ ﻣﻘﺎوﻣﺖ ﺑﺎ وزن ﻧﺮﻣﺎل ﻳﻜﺴﺎن ﻓﺮض ﺷﻮد ،ﻫ( در اﻋﻀﺎي ﺧﻤﺸﻲ ﺑﺎ آرﻣﺎﺗﻮرﮔﺬاري ﻓﺸﺎري و ﻛﺸﺸﻲ اﻋﻀﺎي ﻓﺸﺎري ﺑﺎ ﻳﺎ ﺑﺪون ﺧﻤﺶ6-11-6 6.11.6 Compression members with or without flexure 40 ﻇﺮﻓﻴﺖ ﺗﺮﻛﻴﺒﻲ ﺑﺎر ﻣﺤﻮري و ﺧﻤﺸﻲ اﻋﻀﺎي ﻓﺸﺎري ﺑﺎﻳﺪ اﺳﺘﺎﻧﺪارد10 درﺻﺪ ﻣﻘﺪار ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ ﻓﺼﻞ . در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮدACI 318M در10.11 و10.10 اﺛﺮات ﻻﻏﺮي ﺑﺎﻳﺴﺘﻲ ﻃﺒﻖ اﻟﺰاﻣﺎت ﺑﻨﺪ ﮔﻨﺠﺎﻧﺪهACI 318M ( اﺳﺘﺎﻧﺪارد10-8) ( و10-7) ﻣﻌﺎدﻟﻪ ﺑﺮاﺑﺮ ﺑﺎر ﻣﺤﻮري ﻃﺮاﺣﻲ ﺟﺎﻳﮕﺰﻳﻦ ﺷﻮد و2/5 ﺑﺎﻳﺪ ﺑﺎPu .ﺷﻮﻧﺪ Combined flexure and axial load capacity of compression members shall be taken as 40 percent of that computed in accordance with provisions in Chapter 10 of ACI 318M. Slenderness effects shall be included according to requirements of 10.10 and 10.11 in Eq.(10-7) and (10-8) of ACI 318M the term Pu shall be replaced 21 Nov. 2008 / 1387 آذر by 2.5 times the design axial load, and Ф shall be taken equal to 1.0. . ﺑﺎﻳﺪ ﺑﺮاﺑﺮ ﻳﻚ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮدФ اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺎ ﺧﻤﺶ وA دﻳﻮارﻫﺎ ﺑﺎﻳﺪ ﺑﺮ ﻃﺒﻖ ﭘﻴﻮﺳﺖ درﺻﺪ ﻣﻘﺪار ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﺗﻮﺳﻂ40 ﺑﺎرﻫﺎي ﻣﺤﻮري ﻣﻌﺎدل ﺑﺎﻳﺪ ﻳﻚФ ( ﺿﺮﻳﺐA.1) در ﻣﻌﺎدﻟﻪ، ﻃﺮاﺣﻲ ﺷﻮﻧﺪA ﭘﻴﻮﺳﺖ .در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد Walls shall be designed in accordance with Appendix A of this Standard with flexure and axial load capacities taken as 40 percent of that computed using Appendix A. In Eq.(A.1), Ф shall be taken equal to 1.0. ﺑﺮش و ﭘﻴﭽﺶ7-11-6 6.11.7 Shear and torsion : ﺑﺎﻳﺪ ﺗﻮﺳﻂ راﺑﻄﻪ زﻳﺮ ﻣﺤﺎﺳﺒﻪ ﺷﻮدv ﺗﻨﺶ ﺑﺮﺷﻲ ﻃﺮاﺣﻲ V v= b w .d Design shear stress v shall be computed by: v= IPS-E-CE-200(1) V b w .d ﻧﻴﺮوي ﺑﺮﺷﻲ ﻃﺮاﺣﻲ در ﻣﻘﻄﻊ در ﻧﻈﺮV ﻛﻪ در راﺑﻄﻪ ﻓﻮق .ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮد در ﺟﻬﺖ ﺑﺮش اﻋﻤﺎل ﺷﻮد ﻧﺸﺎن دﻫﻨﺪه،ﻫﻨﮕﺎﻣﻴﻜﻪ ﻋﻜﺲاﻟﻌﻤﻞ ﺑﻪ،اﻳﻦ اﺳﺖ ﻛﻪ ﻓﺸﺎر ﺑﻪ ﻧﻮاﺣﻲ اﻧﺘﻬﺎﻳﻲ ﻳﻚ ﻋﻀﻮ وارد ﻣﻲﺷﻮد از ﺑﺮ ﺗﻜﻴﻪﮔﺎه ﻗﺮار ﮔﺮﻓﺘﻪاﻧﺪd ﻧﻮاﺣﻲ ﻛﻪ در ﻓﺎﺻﻠﻪ اي ﻛﻤﺘﺮ از ﻫﻤﺎﻧﻄﻮري ﻛﻪ، ﻃﺮاﺣﻲ ﺷﻮﻧﺪv و ﻣﻲﺗﻮاﻧﻨﺪ ﺑﺮاي ﺑﺮش ﻣﻌﺎدل ." ﻣﺤﺎﺳﺒﻪ ﺷﺪهاﻧﺪd" در ﻓﺎﺻﻠﻪ Where V is design shear force at section considered. When the reaction, in direction of applied shear, introduces compression into the end regions of a member, sections located less than a distance d from face of support may be designed for the same shear v as that computed at a distance “d”. ﺑﺎﻳﺪ ﺑﺮ ﻃﺒﻖ ﺿﻮاﺑﻂ، در ﻫﺮﺟﺎ ﻛﻪ ﻣﻄﺮح ﺑﺎﺷﺪ،اﺛﺮات ﭘﻴﭽﺶ ﻟﻨﮕﺮﻫﺎي ﻣﻘﺎوم. اﻳﻦ اﺳﺘﺎﻧﺪارد در رواﺑﻂ اﺿﺎﻓﻪ ﺷﻮﻧﺪ9 ﺑﻨﺪ ﺑﺮﺷﻲ و ﭘﻴﭽﺸﻲ ﺑﻪ دﺳﺖ آﻣﺪه ﺗﻮﺳﻂ ﺑﺘﻦ و ﺣﺪاﻛﺜﺮ ﻣﻘﺎوﻣﺖ درﺻﺪ ﻣﻘﺎدﻳﺮ داده ﺷﺪه55 ﻣﺤﺪود ﻛﻨﻨﺪه ﭘﻴﭽﺸﻲ ﺑﺎﻳﺪ ﻣﻌﺎدل . اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻨﻈﻮر ﺷﻮﻧﺪ9 در ﺑﻨﺪ Whenever applicable, effects of torsion, in accordance with provisions of Clause 9 of this Standard, shall be added. Shear and torsional moment strengths provided by concrete and limiting maximum strengths for torsion shall be taken as 55 percent of the values given in Clause 9 of this Standard. ﺗﻨﺶ ﺑﺮﺷﻲ ﺗﺤﻤﻞ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ8-11-6 6.11.8 Shear stress carried by concrete اﻟﻒ( ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ ﻓﻘﻂ در ﻣﻌﺮض ﺑﺮش و ﺧﻤﺶ ﻗﺮار a) For members subject to shear and flexure only, shear stress carried by concrete Vc shall not exceed 0.09 √ fc′ unless a more detailed calculation is made in accordance with section 5.2 of ACI 318M. ﻧﺒﺎﻳﺪ ازVc ﺗﻨﺶ ﺑﺮﺷﻲ ﺗﺤﻤﻞ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ،دارﻧﺪ ﺑﻴﺸﺘﺮ ﺷﻮد ﻣﮕﺮ اﻳﻨﻜﻪ ﻣﺤﺎﺳﺒﻪ ﻣﻔﺼﻞﺗﺮي ﺑﺮ0.09 √ fc′ . اﻧﺠﺎم ﺷﻮدACI 318M اﺳﺘﺎﻧﺪارد5.2 ﻃﺒﻖ ﻗﺴﻤﺖ b) For members subject to axial compression, shear stress carried by concrete Vc shall not exceed 0.09 √ fc′ unless a more detailed calculation is made in accordance with 6.11.8(e). ب( ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ ﺗﺤﺖ ﻓﺸﺎر ﻣﺤﻮري ﻗﺮار دارﻧﺪ ﺗﻨﺶ c) For members subject to significant axial tension, shear reinforcement shall be designed to carry total shear, unless a more detailed calculation is made using: ج( ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ ﺗﺤﺖ ﻛﺸﺶ ﻣﺤﻮري ﻗﺎﺑﻞ ﺗﻮﺟﻪ ﻗﺮار ﺑﻴﺸﺘﺮ0.09 √ fc′ ﻧﺒﺎﻳﺪ ازVc ﺑﺮﺷﻲ ﺗﺤﻤﻞﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ 8-11-6 ﺷﻮد ﻣﮕﺮ اﻳﻨﻜﻪ ﻣﺤﺎﺳﺒﻪ ﻣﻔﺼﻞﺗﺮي ﺑﺮ ﻃﺒﻖ ﺑﻨﺪ .)ﻫـ( اﻧﺠﺎم ﺷﻮد آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺑﺎﻳﺪ ﺑﻪ ﻧﺤﻮي ﻃﺮاﺣﻲ ﺷﻮد ﻛﻪ ﺑﺮش،دارﻧﺪ ﻣﮕﺮ در ﺣﺎﻟﺘﻲ ﻛﻪ ﻳﻚ ﻣﺤﺎﺳﺒﻪ.ﻛﻠﻲ را ﺗﺤﻤﻞ ﻧﻤﺎﻳﺪ :ﺗﻔﺼﻴﻠﻲ ﺑﺎ اﺳﺘﻔﺎده از راﺑﻄﻪ زﻳﺮ ﺻﻮرت ﭘﺬﻳﺮد Vc = 1 (1 0.6 N ) f C A 11 g Vc = 1 (1 0.6 N ) f C 11 A g 22 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) :ﻛﻪ در آن Where: ﺑﺎﻳﺪN/Ag در راﺑﻄﻪ ﻓﻮق ﺑﺮاي ﻛﺸﺶ ﻣﻨﻔﻲ و ﻣﻘﺪار،N . ﺑﺎﺷﺪMPa ﺑﺮﺣﺴﺐ N, is negative for tension. Quantity N/Ag shall be expressed in MPa. d) For members subject to shear and flexure only, Vc may be computed by: V c 9ρ w د( ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ ﻓﻘﻂ در ﻣﻌﺮض ﺑﺮش و ﺧﻤﺶ ﻗﺮار : را ﻣﻲﺗﻮان ﺗﻮﺳﻂ راﺑﻄﻪ زﻳﺮ ﻣﺤﺎﺳﺒﻪ ﻛﺮدVc ،دارﻧﺪ Vd 1 √f′ c M 12 V c 9ρ w V But Vc shall not exceed √ fc′ / 7. Quantity d M ﻧﺒﺎﻳﺪ shall not be taken greater than 1.0, M, is design moment occurring simultaneously with V at section considered. ،ﻫ( ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ در ﻣﻌﺮض ﻓﺸﺎر ﻣﺤﻮري ﻗﺮار دارﻧﺪ e) For members subject to axial compression, VC may be computed by: 11 Vd √ ﺑﻴﺸﺘﺮ ﺷﻮد و ﻣﻘﺪارfc′ / 7 ﻧﺒﺎﻳﺪ ازVc اﻣﺎ M .ﺑﺰرﮔﺘﺮ از ﻳﻚ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد :ﻛﻪ در آن در ﻣﻘﻄﻊ در ﻧﻈﺮV ﻟﻨﮕﺮ ﻃﺮاﺣﻲ ﻛﻪ ﺑﻪ ﻃﻮر ﻫﻤﺰﻣﺎن ﺑﺎ، M .ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖ Where: VC= 1 (1 Vd 1 √f′ c M 12 . را ﻣﻲﺗﻮان ﺗﻮﺳﻂ راﺑﻄﻪ زﻳﺮ ﻣﺤﺎﺳﺒﻪ ﻧﻤﻮدVc VC= 1 (1 N ) √ f c′ 11A g 11 N ) √ f c′ 11A g . ﺑﻴﺎن ﺷﻮدMPa ﺑﺎﻳﺪ ﺑﺮﺣﺴﺐN/Ag ﻣﻘﺪار Quantity N/Ag shall be expressed in MPa. ﺑﺮاي ﺑﺘﻦ ﺑﺎ وزنVc ﺗﻨﺸﻬﺎي ﺑﺮﺷﻲ ﺗﺤﻤﻞ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ ﻫﻨﮕﺎﻣﻲ ﻛﻪ از ﺑﺘﻦ ﺑﺎ ﺳﻨﮕﺪاﻧﻪ ﻫﺎي.ﻣﻌﻤﻮﻟﻲ ﺑﻜﺎر ﺑﺮده ﻣﻲﺷﻮد :ﺳﺒﻚ اﺳﺘﻔﺎده ﺷﻮد ﻣﻲﺗﻮان ﻳﻜﻲ از اﺻﻼﺣﺎت زﻳﺮ را ﺑﻜﺎر ﺑﺮد Shear stresses carried by concrete Vc apply to normal weight concrete. When low-density aggregate concrete is used, one of the following modifications shall apply: 4.2 ﺗﻌﻴﻴﻦ و ﺑﺘﻦ ﺑﺮﻃﺒﻖ ﻗﺴﻤﺖfct اﻟﻒ( درﻣﻮاردﻳﻜﻪ a) When fct is specified and concrete is proportioned in accordance with Section 4.2 of ACI-318M, 1.8 fct shall be substituted for √ fC but the value of 1.8 fct shall not exceed √ fc′ ﺑﺎﻳﺪ ﺟﺎﻳﮕﺰﻳﻦ1.8 fct ، ﻃﺮاﺣﻲ ﺷﻮدACI 318M اﺳﺘﺎﻧﺪارد . √ زﻳﺎدﺗﺮ ﺷﻮدfc′ ﻧﺒﺎﻳﺪ از1.8 fct اﻣﺎ ﻣﻘﺪار، √ ﺷﻮدfc′ b) When fct is not specified, the value of √fc′shall be multiplied by 0.75 for "alllightweight" concrete and by 0.85 for "sandlightweight" concrete. Linear interpolation is permitted when partial sand replacement is used. √ ﺑﺎﻳﺪfc′ ﻣﻘﺪار، ﺗﻌﻴﻴﻦ ﻧﺸﺪه ﺑﺎﺷﺪfct ب( درﻣﻮاردﻳﻜﻪ ﺿﺮب ﺷﻮد و ﺑﺮاي ﺑﺘﻦ ﺑﺎ ﻣﺎﺳﻪ0.75 ﺑﺮاي ﺑﺘﻦ ﺳﺒﻚ در در ﺟﺎﻳﮕﺰﻳﻨﻲ ﺟﺰﺋﻲ ﻣﺎﺳﻪ. ﺿﺮب ﺷﻮد0.85 ﺳﺒﻚ در .ﻣﻲﺗﻮان از روش درونﻳﺎﺑﻲ ﺧﻄﻲ اﺳﺘﻔﺎده ﻧﻤﻮد ﻫﺮﺟﺎ ﻗﺎﺑﻞ،Vc در ﺗﻌﻴﻴﻦ ﺗﻨﺶ ﺑﺮﺷﻲ ﺗﺤﻤﻞ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ ﻧﺎﺷﻲ از ﺧﺰش و اﻓﺖ در، اﺛﺮات ﻛﺸﺶ ﻣﺤﻮري،ﻛﺎرﺑﺮد ﺑﺎﺷﺪ اﻋﻀﺎي ﻣﻘﻴﺪ ﺑﺎﻳﺪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد و اﺛﺮات ﻓﺸﺎري ﺧﻤﺸﻲ . در اﻋﻀﺎي ﺑﺎ ﻋﻤﻖ ﻣﺘﻐﻴﺮ ﻣﻲﺗﻮاﻧﺪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد،ﻣﺎﻳﻞ In determining shear stress carried by concrete VC , whenever applicable, effects of axial tension due to creep and shrinkage in restrained members shall be considered and effects of inclined flexural compression in variable-depth members may be included. 23 Nov. 2008 / 1387 آذر 6.11.9 Shear stress reinforcement carried by IPS-E-CE-200(1) ﺗﻨﺶ ﺑﺮﺷﻲ ﺗﺤﻤﻞ ﺷﺪه ﺗﻮﺳﻂ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ9-11-6 shear 6.11.9.1 Types of shear reinforcement اﻧﻮاع آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ1-9-11-6 :آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ ﻣﺘﺸﻜﻞاﻧﺪ از Shear reinforcement may consist of: اﻟﻒ( ﺧﺎﻣﻮﺗﻬﺎي ﻗﺎﺋﻢ ﺑﺮ ﻣﺤﻮر ﻋﻀﻮ a) stirrups perpendicular to axis of member; b) welded wire fabric with wires located perpendicular to axis of member making an angle of 45° or more with longitudinal tension reinforcement; ب( ﺷﺒﻜﻪ ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﺟﻮﺷﻲ از ﻣﻔﺘﻮل ﺑﺎ ﻣﻔﺘﻮﻟﻬﺎي ﻋﻤﻮد c) longitudinal reinforcement with bent portion making an angle of 30° or more with longitudinal tension reinforcement; ج( آرﻣﺎﺗﻮر ﻃﻮﻟﻲ ﺑﺎ ﻗﺴﻤﺖ ﺧﻢ ﺷﺪه اي ﻛﻪ ﺑﺎ آرﻣﺎﺗﻮر d) combinations of stirrups longitudinal reinforcement; and درﺟﻪ ﻳﺎ ﺑﻴﺸﺘﺮ ﺑﺎ45 ﺑﺮ ﻣﺤﻮر ﻋﻀﻮ ﻛﻪ زاوﻳﻪ اي ﺑﻪ اﻧﺪازه .آرﻣﺎﺗﻮر ﻛﺸﺸﻲ ﻃﻮﻟﻲ ﺑﺴﺎزد . درﺟﻪ ﻳﺎ ﺑﻴﺸﺘﺮ ﺑﺴﺎزد30 ﻛﺸﺸﻲ ﻃﻮﻟﻲ زاوﻳﻪ .د ( ﺗﺮﻛﻴﺒﻲ از ﺧﺎﻣﻮﺗﻬﺎ و آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ ﺧﻢ ﺷﺪه bent ﻫ( ﻣﺎرﭘﻴﭻﻫﺎ e) Spirals. 6.11.9.2 Design yield strength of reinforcement shall not exceed 400 MPa. ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﺑﺮاي ﻃﺮاﺣﻲ آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ2-9-11-6 shear . ﻓﺮاﺗﺮ رود400 MPa ﻧﺒﺎﻳﺪ از ﺧﺎﻣﻮت ﻫﺎ ﻳﺎ ﺳﺎﻳﺮ ﻣﻴﻠﮕﺮدﻫﺎ ﻳﺎ ﻣﻔﺘﻮﻟﻬﺎي ﻣﻮرد3-9-11-6 6.11.9.3 Stirrups and other bars or wires used as shear reinforcement shall extend to a distance d from extreme compression fiber and shall be anchored at both ends according to Clause 10.12 of this Standard, to develop design yield strength of reinforcement. از دورﺗﺮﻳﻦd اﺳﺘﻔﺎده ﺑﻪ ﻋﻨﻮان آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺑﺎﻳﺪ ﺗﺎ ﻓﺎﺻﻠﻪ اﻳﻦ اﺳﺘﺎﻧﺪارد12-10 ﺗﺎرﻓﺸﺎري اﻣﺘﺪاد ﻳﺎﻓﺘﻪ و ﻣﻄﺎﺑﻖ ﺑﻨﺪ در دو اﻧﺘﻬﺎ،ﺑﺮاي دﺳﺖﻳﺎﺑﻲ ﺑﻪ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻃﺮاﺣﻲ آرﻣﺎﺗﻮر .ﻣﻬﺎر ﺷﻮﻧﺪ ﻣﺤﺪودﻳﺖﻫﺎي ﻓﺎﺻﻠﻪﮔﺬاري آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ10-11-6 6.11.10 Spacing limits for shear reinforcement اﻟﻒ( ﻓﺎﺻﻠﻪ آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ ﻛﻪ ﺑﻪ ﺻﻮرت ﻋﻤﻮد ﺑﺮ ﻣﺤﻮر a) Spacing of shear reinforcement placed perpendicular to axis of member shall not exceed d/2, or 600 mm. ﻣﻴﻠﻴﻤﺘﺮ ﺑﻴﺸﺘﺮ600 ﻳﺎd/2 ﻋﻀﻮ ﻗﺮار داده ﺷﺪه اﻧﺪ ﻧﺒﺎﻳﺪ از .ﺷﻮد b) Inclined stirrups and bent longitudinal reinforcement shall be so spaced that every 45deg line, extending toward the reaction from mid-depth of member (d/2) to longitudinal tension reinforcement, shall be crossed by at least one line of shear reinforcement. ب( ﺧﺎﻣﻮﺗﻬﺎي ﻣﺎﻳﻞ و آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ ﺧﻢ ﺷﺪه ﺑﺎﻳﺪ درﺟﻪ اﻣﺘﺪاد45 ﻃﻮري در ﻣﻘﻄﻊ ﻗﺮار ﮔﻴﺮﻧﺪ ﻛﻪ ﻫﺮ ﺧﻂ ،( ﺗﺎ آرﻣﺎﺗﻮر ﻛﺸﺸﻲ ﻃﻮﻟﻲd/2) ﻳﺎﻓﺘﻪ از ﻧﻴﻤﻪ ارﺗﻔﺎع ﻋﻀﻮ .ﺣﺪاﻗﻞ ﺗﻮﺳﻂ ﻳﻚ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﻗﻄﻊ ﺷﻮد ﻓﺎﺻﻠﻪ، √ﺑﻴﺸﺘﺮ ﺷﻮدfc′ /6( ازV-Vc) ج( درﻣﻮاردﻳﻜﻪ c) When (V-Vc) exceeds √ fc′/ 6, maximum spacing given in 6.11.10.a and 6.11.10.b shall be reduced by one-half. ب ﺑﺎﻳﺪ-10-11-6 اﻟﻒ و-10-11-6 ﺣﺪاﻛﺜﺮ داده ﺷﺪه در .ﺗﺎ ﻧﺼﻒ ﻛﺎﻫﺶ داده ﺷﻮد ﺣﺪاﻗﻞ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ11-11-6 6.11.11 Minimum shear reinforcement در ﻛﻠﻴﻪ اﻋﻀﺎي ﺧﻤﺸﻲ ﺑﺘﻦ ﻣﺴﻠﺢ ﻛﻪ ﺗﻨﺶ1-11-11-6 6.11.11.1 A minimum area of shear reinforcement shall be provided in all reinforced concrete flexural members where design shear stress v is greater than one-half the permissible shear vc carried by concrete, except: ﻗﺎﺑﻞ ﺗﺤﻤﻞvc ﺑﺰرﮔﺘﺮ از ﻧﺼﻒ ﺑﺮش ﻣﺠﺎزv ﺑﺮﺷﻲ ﻃﺮاﺣﻲ ﺑﺎﻳﺪ ﺣﺪاﻗﻞ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ در ﻣﻘﻄﻊ ﺗﺄﻣﻴﻦ،ﺗﻮﺳﻂ ﺑﺘﻦ اﺳﺖ :ﺷﻮد ﺑﻪ ﺟﺰ در ﻣﻮارد زﻳﺮ 24 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) اﻟﻒ( داﻟﻬﺎ و ﺷﺎﻟﻮدهﻫﺎ a) slabs and footings; b) concrete joist construction defined by Clause 6.9 of this Standard; ب( ﺗﻴﺮﭼﻪﻫﺎي ﺑﺘﻨﻲ ﺳﺎﺧﺘﻤﺎﻧﻲ ﺗﻌﺮﻳﻒ ﺷﺪه ﺗــﻮﺳﻂ ﺑﻨﺪ c) beams with total depth not greater than 250 mm, 2-½ times thickness of flange, or one-half the width of web, whichever is greatest. 250 ج( ﺗﻴﺮﻫﺎﻳﻲ ﻛﻪ ﻋﻤﻖ ﻛﻠﻲ آﻧﻬﺎ از ﺑﺰرﮔﺘﺮﻳﻦ ﻣﻘﺪار . اﻳﻦ اﺳﺘﺎﻧﺪارد9-6 ﺑﺮاﺑﺮ ﺿﺨﺎﻣﺖ ﺑﺎل ﻳﺎ ﻧﺼﻒ ﻋﺮض ﺟﺎن ﺑﺰرﮔﺘﺮ2/5 ،ﻣﻴﻠﻴﻤﺘﺮ .ﻧﻤﻲﺑﺎﺷﺪ 6.11.11.2 Minimum shear reinforcement requirements of 6.11.11.1 are waived if shown by test that required ultimate flexural and shear strength can be developed when shear reinforcement is omitted. ﭼﻨﺎﻧﭽﻪ از ﻃﺮﻳﻖ آزﻣﺎﻳﺶ ﻧﺸﺎن داده ﺷﻮد ﻛﻪ2-11-11-6 6.11.11.3 Where shear reinforcement is required by 6.11.11.1 or by analysis, minimum area of shear reinforcement shall be computed by: در ﻣﻮاردﻳﻜﻪ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺗﻮﺳﻂ ﺑﻨﺪ3-11-11-6 Av = ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ و ﺧﻤﺸﻲ ﻧﻬﺎﻳﻲ ﻻزم ﻣﻲﺗﻮاﻧﺪ در ﺻﻮرت ﺣﺬف ﻣﻲﺗﻮان از ﺣﺪاﻗﻞ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ،آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﻧﻴﺰ ﺗﺄﻣﻴﻦ ﺷﻮد . ﭼﺸﻢ ﭘﻮﺷﻲ ﻛﺮد1-11-11-6 ﺗﻌﻴﻴﻦ ﺷﺪه ﻣﻄﺎﺑﻖ ﺑﻨﺪ ﺣﺪاﻗﻞ، ﻳﺎ ﺗﻮﺳﻂ ﺗﺤﻠﻴﻞ ﻣﻮرد ﻧﻴﺎز ﻣﻲﺑﺎﺷﺪ1-11-11-6 :ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺑﺎﻳﺪ ﺗﻮﺳﻂ راﺑﻄﻪ زﻳﺮ ﻣﺤﺎﺳﺒﻪ ﺷﻮد b S Av = w 3f y b wS 3f y :ﻛﻪ در راﺑﻄﻪ ﻓﻮق Where: bw and s are in millimeters . ﺑﺮﺣﺴﺐ ﻣﻴﻠﻴﻤﺘﺮ ﻣﻲﺑﺎﺷﻨﺪs وbw 6.11.12 Design of shear reinforcement ﻃﺮاﺣﻲ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ12-11-6 6.11.12.1 Where design shear stress v exceeds shear stress carried by concrete vc, shear reinforcement shall be provided in accordance with 6.11.12.2 through 6.11.12.8. از ﺗﻨﺶv در ﻣﻮاردﻳﻜﻪ ﺗﻨﺶ ﺑﺮﺷﻲ ﻃﺮاﺣﻲ1-12-11-6 6.11.12.2 When shear reinforcement perpendicular to axis of member is used: درﺻﻮرت اﺳﺘﻔﺎده از آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﻋﻤﻮد ﺑﺮ2-11-12-6 Av= آرﻣﺎﺗﻮر ﺑﺮﺷﻲ، ﺑﻴﺸﺘﺮ ﺷﻮدvc ﺑﺮﺷﻲ ﺗﺤﻤﻞ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ . ﻃﺮاﺣﻲ ﺷﻮد8-11-12-6 ﺗﺎ2-12-11-6 ﺑﺎﻳﺪ ﺑﺮﻃﺒﻖ ﺿﻮاﺑﻂ :ﻣﺤﻮر ﻋﻀﻮ (V Vc) bw S fS Av = در ﻣﻮاردﻳﻜﻪ ﺧﺎﻣﻮﺗﻬﺎي ﻣﺎﻳﻞ ﺑﻪ ﻋﻨﻮان آرﻣﺎﺗﻮر3-12-11-6 6.11.12.3 When inclined stirrups are used as shear reinforcement, Av = :ﺑﺮﺷﻲ ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار ﮔﻴﺮﻧﺪ (V Vc) bw S Av = f S sin α cos α (V Vc) bw S f S sin α cos α درﻣﻮاردﻳﻜﻪ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺷﺎﻣﻞ ﻳﻚ ﻣﻴﻠﮕﺮد4-12-11-6 6.11.12.4 When shear reinforcement consists of a single bar or single group of parallel bars, all bent up at the same distance from the support, Av = (V Vc) bw S fS ﻣﻨﻔﺮد ﻳﺎ ﻳﻚ ﮔﺮوه ﻣﻴﻠﮕﺮد ﻣﻮازي ﺑﺎﺷﺪ ﻛﻪ ﻫﻤﮕﻲ در ﻓﺎﺻﻠﻪاي :ﺑﺮاﺑﺮ از ﺗﻜﻴﻪﮔﺎه رو ﺑﻪ ﺑﺎﻻ ﺧﻢ ﺷﺪه ﺑﺎﺷﻨﺪ (V - V c)b w d AV fSsinα (V Vc)b w d f Ssinα ﻫﻨﮕﺎﻣﻲ ﻛﻪ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺷﺎﻣﻞ ﻳﻚ ﺳﺮي از5-12-11-6 6.11.12.5 When shear reinforcement consists of a series of parallel bent-up bars or groups of parallel bent-up bars at different distances from the ﻳﺎ ﮔﺮوﻫﻲ از ﻣﻴﻠﮕﺮدﻫﺎي،ﻣﻴﻠﮕﺮدﻫﺎي ﻣﻮازي ﺑﺎ ﺧﻢ رو ﺑﻪ ﺑﺎﻻ ﻣﻮازي ﺧﻢ ﺷﺪه رو ﺑﻪ ﺑﺎﻻ ﺑﺎﺷﺪ ﻛﻪ در ﻓﻮاﺻﻞ ﻣﺘﻔﺎوﺗﻲ از 25 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) support, required area shall be computed by Eq. of Subclause 6.11.12.3. ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮر ﻣﻮرد ﻧﻴﺎز را ﻣﻲﺗﻮان ﺑﺎ،ﺗﻜﻴﻪﮔﺎه ﻗﺮار دارﻧﺪ . ﻣﺤﺎﺳﺒﻪ ﻧﻤﻮد3-12-11-6 اﺳﺘﻔﺎده از ﻣﻌﺎدﻟﻪ زﻳﺮﺑﻨﺪ 6.11.12.6 Only the center three-quarters of the inclined portion of any longitudinal bent bar shall be considered effective for shear reinforcement. ﺗﻨﻬﺎ ﺳﻪ ﭼﻬﺎرم ﺑﺨﺶ ﻣﺮﻛﺰي از ﻫﺮ آرﻣﺎﺗﻮر ﺧﻢ6-12-11-6 6.11.12.7 When more than one type of shear reinforcement is used to reinforce the same portion of a member, required area shall be computed as the sum of the various types separately. In such computations, Vc shall be included only once. ﻫﻨﮕﺎﻣﻲ ﻛﻪ از اﻧﻮاع ﻣﺨﺘﻠﻒ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺑﺮاي7-12-11-6 ﺷﺪه ﻃﻮﻟﻲ را ﻣﻲﺗﻮان ﺑﻪ ﻋﻨﻮان آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﻣﻮﺛﺮ در ﻧﻈﺮ .ﮔﺮﻓﺖ ﻣﺴﺎﺣﺖ،ﻣﺴﻠﺢ ﻛﺮدن ﻗﺴﻤﺘﻲ از ﻳﻚ ﻋﻀﻮ اﺳﺘﻔﺎده ﻣﻲﺷﻮد ﻣﻮرد ﻧﻴﺎز ﺑﺎﻳﺪ ﺑﺮاﺳﺎس اﻧﻮاع ﻣﺨﺘﻠﻒ ﺑﻪ ﻃﻮر ﻣﺠﺰا ﻣﺤﺎﺳﺒﻪ ﺑﺎﻳﺪ ﺗﻨﻬﺎ ﻳﻜﺒﺎر در ﻧﻈﺮ ﮔﺮﻓﺘﻪVc در ﭼﻨﻴﻦ ﻣﺤﺎﺳﺒﺎﺗﻲ.ﺷﻮد .ﺷﻮد . ﺑﻴﺸﺘﺮ ﺷﻮد3√ fc′ /8( ﻧﺒﺎﻳﺪ ازV - Vc) ﻣﻘﺪار8-12-11-6 6.11.12.8 Value of (V -Vc) shall not exceed 3√fc′ / 8. ﺑﺮش– اﺻﻄﻜﺎك13-11-6 6.11.13 Shear-friction Where it is appropriate to consider shear transfer across a given plane such as an existing or potential crack, an interface between dissimilar materials, or an interface between two concretes cast at different times, shear-friction provisions of Clause 9.5 of this Standard may be applied, with limiting maximum stress for shear taken as 55 percent of that given in Section 11.7.5 of ACI318M. Permissible stress in shear-friction reinforcement shall be that given in Clause 6.11.3. در ﻣﻮاردﻳﻜﻪ ﻓﺮض اﻧﺘﻘﺎل ﺑﺮش در ﺳﻄﺢ ﻳﻚ ﺻﻔﺤﻪ ﻣﺸﺨﺺ ﻳﻚ ﺳﻄﺢ، ﻫﻤﺎﻧﻨﺪ ﻳﻚ ﺗﺮك ﺑﺎﻟﻘﻮه ﻳﺎ ﻣﻮﺟﻮد،ﻣﺪﻧﻈﺮ ﺑﺎﺷﺪ ﺗﻤﺎس ﺑﻴﻦ ﻣﺼﺎﻟﺢ ﻏﻴﺮﻣﺸﺎﺑﻪ ﻳﺎ ﻳﻚ ﺳﻄﺢ ﺗﻤﺎس ﺑﻴﻦ دو ﺑﺘﻦ – ﺿﻮاﺑﻂ ﺑﺮش،ﻛﻪ در زﻣﺎﻧﻬﺎي ﻣﺨﺘﻠﻒ رﻳﺨﺘﻪ ﺷﺪه اﻧﺪ اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺎ در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﺣﺪاﻛﺜﺮ5-9 اﺻﻄﻜﺎك ﺑﻨﺪ درﺻﺪ ﻣﻘﺪار داده ﺷـﺪه در55 ﺗﻨﺶ ﻣﺠﺎز ﺑﺮاي ﻳﻚ ﺑﺮش ﻛﻪ ، در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮدACI 318M اﺳﺘﺎﻧﺪارد11.7.5 ﺑﺨﺶ ﺗﻨﺶ ﻣﺠﺎز در آرﻣﺎﺗﻮر ﺑﺮش – اﺻﻄﻜﺎك.ﻣﻲﺗﻮاﻧﺪ ﺑﻜﺎر رود .. ﺧﻮاﻫﺪ ﺑﻮد3-11-6 ﻣﻄﺎﺑﻖ ﺑﻨﺪ 6.11.14 Special provisions for slabs and footings ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي داﻟﻬﺎ و ﺷﺎﻟﻮدهﻫﺎ14-11-6 ﻇﺮﻓﻴﺖ ﺑﺮﺷﻲ داﻟﻬﺎ و ﺷﺎﻟﻮده ﻫﺎ در ﻣﺠﺎورت1-14-11-6 6.11.14.1 Shear capacity of slabs and footings in the vicinity of concentrated loads or reactions is governed by the more severe of two conditions: ﺑﺎرﻫﺎي ﻣﺘﻤﺮﻛﺰ ﻳﺎ ﻋﻜﺲاﻟﻌﻤﻠﻬﺎ ﺑﺎﻳﺪ ﺗﻮﺳﻂ ﺑﺪﺗﺮﻳﻦ ﺣﺎﻟﺖ از :ﺣﺎﻟﺘﻬﺎي زﻳﺮﻛﻨﺘﺮل ﺷﻮد اﻟﻒ( رﻓﺘﺎر ﺗﻴﺮﺷﻜﻞ ﺑﺮاي دال و ﭘﻲ ﺑﺎ ﻳﻚ ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ a) Beam action for slab or footing, with a critical section extending in a plane across the entire width and located at a distance d from face of concentrated load or reaction area. For this condition, the slab or footing shall be designed in accordance with Clause 6.11.7 through 6.11.9. اﻣﺘﺪاد ﻳﺎﻓﺘﻪ در ﺻﻔﺤﻪ اي ﻛﻪ در راﺳﺘﺎي ﺗﻤﺎم ﻋﺮض در ﻳﻚ از ﻣﺤﻞ ﺑﺎر ﻣﺘﻤﺮﻛﺰ ﻳﺎ ﺳﻄﺢ ﻋﻜﺲاﻟﻌﻤﻞ ﻗﺮارd ﻓﺎﺻﻠﻪ دال ﻳﺎ ﭘﻲ ﺑﺎﻳﺪ ﻣﻨﻄﺒﻖ ﺑﺮ ﺑﻨﺪ، ﺑﺮاي اﻳﻦ ﺷﺮاﻳﻂ.ﮔﺮﻓﺘﻪ اﺳﺖ . ﻃﺮاﺣﻲ ﺷﻮد9-11-6 اﻟﻲ7-11-6 ب( رﻓﺘﺎر دوﻃﺮﻓﻪ ﺑﺮاي دال ﻳﺎ ﭘﻲ ﺑﺎ ﻳﻚ ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ b) Two-way action for slab or footing, with a critical section perpendicular to plane of slab and located so that its perimeter is a minimum, but need not approach closer than d/2 to perimeter of concentrated load or reaction area. For this condition, the slab or footing shall be designed in accordance with Clause 6.11.14.2 and 6.11.14.3. ،ﻋﻤﻮد ﺑﺮ ﺻﻔﺤﻪ دال و ﺑﻪ ﻧﺤﻮي ﻛﻪ ﻣﺤﻴﻂ آن ﺣﺪاﻗﻞ ﺑﺎﺷﺪ ﺑﻪ ﻣﺤﻴﻂ ﺑﺎر ﻣﺘﻤﺮﻛﺰ ﻳﺎ ﺳﻄﺢd/2 اﻣﺎ ﻧﺒﺎﻳﺪ ﻛﻪ ﻛﻤﺘﺮ از در اﻳﻦ ﺷﺮاﻳﻂ دال ﻳﺎ ﭘﻲ ﺑﺎﻳﺪ.ﻋﻜﺲاﻟﻌﻤﻞ ﻧﺰدﻳﻚ ﺷﻮد . ﻃﺮاﺣﻲ ﮔﺮدﻧﺪ3-14-11-6 و2-14-11-6 ﻣﻨﻄﺒﻖ ﺑﺮ ﺑﻨﺪ 26 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﺑﺎﻳﺪ ﺗﻮﺳﻂ راﺑﻄﻪ زﻳﺮv ﺗﻨﺶ ﺑﺮﺷﻲ ﻃﺮاﺣﻲ2-14-11-6 6.11.14.2 Design shear stress v shall be computed by: :ﻣﺤﺎﺳﺒﻪ ﺷﻮد v= V bo d v V bod :ﻛﻪ در آن Where: V and bo shall be taken at the critical section defined in Sub-clause 6.11.14.1(b). ﺑﺎﻳﺪ در ﻣﻘﻄــﻊ ﺑﺤﺮاﻧــﻲ ﺗﻌﺮﻳﻒ ﺷــﺪه در زﻳﺮ ﺑﻨــﺪbo وV . در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮﻧﺪ1-14-11-6 6.11.14.3 Design shear stress v shall not exceed Vc given by the following Eq. unless shear reinforcement is provided: داده ﺷﺪهVc ﻧﺒﺎﻳﺪ از، v ﺗﻨﺶ ﺑﺮﺷﻲ ﻃﺮاﺣﻲ3-14-11-6 Vc ﻣﮕﺮ در ﺻﻮرﺗﻲ ﻛﻪ آرﻣﺎﺗﻮر. ﺑﻴﺸﺘﺮ ﺷﻮد،ﺗﻮﺳﻂ ﻣﻌﺎدﻟﻪ زﻳﺮ :ﺑﺮﺷﻲ ﭘﻴﺶﺑﻴﻨﻲ ﺷﻮد 1 2 (1 ) f C 12 βC Vc 1 2 (1 ) f C 12 βC but Vc shall not exceed√ fc′ / 6. βc is the ratio of long side to short side of concentrated load or reaction area. When lightweight aggregate concrete is used, the modifications of Sub-clause 6.11.8 shall apply. ﻧﺴﺒﺖ ﻃﻮل ﺑﻠﻨﺪ ﺑﻪβc .ﺑﻴﺸﺘﺮ ﺷﻮد/6 fc′√ ﻧﺒﺎﻳﺪ ازVc اﻣﺎ ﻫﻨﮕﺎﻣﻲ.ﻃﻮل ﻛﻮﺗﺎه ﺑﺎر ﻣﺘﻤﺮﻛﺰ ﻳﺎ ﺳﻄﺢ ﻋﻜﺲاﻟﻌﻤﻞ ﻣﻲﺑﺎﺷﺪ ،ﻛﻪ ﺑﺘﻦ ﺑﺎ ﺳﻨﮕﺪاﻧﻪ ﺳﺒﻚ ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار ﻣﻲﮔﻴﺮد . ﺑﺎﻳﺪ ﺑﻜﺎر ﺑﺮده ﺷﻮد8-11-6 اﺻﻼﺣﺎت زﻳﺮﺑﻨﺪ 6.11.14.4 If shear reinforcement consisting of bars or wires is provided in accordance with section 11.12.3 of ACI-318M, Vc shall not exceed √fc′/12, and v shall not exceed √ fc′/ 4. اﮔﺮ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺷﺎﻣﻞ ﻣﻴﻠﮕﺮدﻫﺎ ﻳﺎ ﻣﻔﺘﻮﻟﻬﺎي4-14-11-6 6.11.14.5 If shear reinforcement consisting of steel I- or channel-shaped sections (shearheads) is provided in accordance with Clause 9.10.4 of this Standard, v on the critical section defined in 6.11.14.1(b) shall not exceed 0.3√ fc′ and v on the critical section defined in Clause 9.10.4.2 of this Standard shall not exceed √ fc′ / 6. In Eq.(11.40) and (11.41) of ACI 318M, design shear force V shall be multiplied by 2 and substituted for Vu. ﺷﻜﻞI اﮔﺮ ﺗﻘﻮﻳﺖ ﺑﺮﺷﻲ دال از ﻣﻘﺎﻃﻊ ﻓﻮﻻدي5-14-11-6 Vc ، ﺑﺎﺷﺪACI 318M اﺳﺘﺎﻧﺪارد11.12.3 ﻣﻨﻄﺒﻖ ﺑﺮ ﻗﺴﻤﺖ . ﻓﺮاﺗﺮ رود/4 fc′√ ﻧﺒﺎﻳﺪ از ازv ﺑﻴﺸﺘﺮ و/12 fc′√ ﻧﺒﺎﻳﺪ از ﻳﺎ ﻧﺎوداﻧﻲ )ﻛﻼﻫﻚﻫﺎي ﺑﺮﺷﻲ( اﻧﺠﺎم ﺷﺪه و ﺑﺮ ﻃﺒﻖ ﺑﻨﺪ روي ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﺗﻌﺮﻳﻒv ، اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺎﺷﺪ4-10-9 رويv وfc′0.3√ )ب( ﻧﺒﺎﻳﺪ از1-14-11-6 ﺷﺪه در ﺑﻨﺪ اﻳﻦ اﺳﺘﺎﻧﺪارد2-4-10-9 ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﺗﻌﺮﻳﻒ ﺷﺪه در ﺑﻨﺪ 11.41 و11.40 در ﻣﻌﺎدﻻت. √ ﺑﻴﺸﺘﺮ ﺷﻮد/ 6 fc′ ﻧﺒﺎﻳﺪ از 2 ﺑﺎﻳﺪ درV ﻧﻴﺮوي ﺑﺮﺷﻲ ﻃﺮاﺣﻲ، ACI 318M اﺳﺘﺎﻧﺪارد . ﺷﻮدVu ﺿﺮب ﺷﺪه و ﺟﺎﻳﮕﺰﻳﻦ ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي ﺳﺎﻳﺮ اﻋﻀﺎ15-11-6 6.11.15 Special provisions for other members ﺷﺎﻧﻪ ﻫﺎ و دﻳﻮارﻫﺎ، دﺳﺘﻜﻬﺎ،ﺑﺮاي ﻃﺮاﺣﻲ اﻋﻀﺎ ﺧﻤﺸﻲ ﻋﻤﻴﻖ ﺑﻪ ﻫﻤﺮاه، اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺎﻳﺪ اﺳﺘﻔﺎده ﺷﻮد9 ﺿﻮاﺑﻂ وﻳﮋه ﺑﻨﺪ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ ﺗﺄﻣﻴﻦ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ و ﻣﺎﻛﺰﻳﻤﻢ ﻣﻘﺎوﻣﺖ 9 درﺻﺪ ﻣﻘﺎدﻳﺮ داده ﺷﺪه در ﺑﻨﺪ55 ﻣﺤﺪود ﺷﺪه ﺑﻪ ﺻﻮرت ﺑﺎر ﻣﺤﻮريACI 318M اﺳﺘﺎﻧﺪارد11.10.6 در ﻗﺴﻤﺖ و در ﺻﻮرت1/2 ﻃﺮاﺣﻲ ﺑﺎﻳﺪ در ﺻﻮرت ﻓﺸﺎري ﺑﻮدن در . ﺷﻮدNu ﺿﺮب ﺷﻮد و ﺟﺎﻳﮕﺰﻳﻦ2 ﻛﺸﺸﻲ ﺑﻮدن در For design of deep flexural members, brackets and corbels, and walls, the special provisions of Clause 9 of this Standard shall be used, with shear strengths provided by concrete and limiting maximum strengths for shear taken as 55 percent of the values given in Clause 9. In Section 11.10.6 of ACI 318M the design axial load shall be multiplied by 1.2 if compression and 2.0 if tension, and substituted for Nu. اﻋﻀﺎي ﺧﻤﺸﻲ ﺑﺘﻨﻲ ﻣﺮﻛﺐ16-11-6 6.11.16 Composite concrete flexural members ﺗﻨﺶ ﺑﺮﺷﻲ اﻓﻘﻲ،ﺑﺮاي ﻃﺮاﺣﻲ اﻋﻀﺎي ﺧﻤﺸﻲ ﺑﺘﻨﻲ ﻣﺮﻛﺐ درﺻﺪ ﻣﻘﺎوﻣﺘﻬﺎي ﺑﺮﺷﻲ اﻓﻘﻲ داده ﺷﺪه55 ﻧﺒﺎﻳﺪ ازvh ﻣﺠﺎز For design of composite concrete flexural members, permissible horizontal shear stress vh shall not exceed 55 percent of the horizontal shear 27 Nov. 2008 / 1387 آذر strengths given in Appendix C. 7. STRENGTH AND REQUIREMENTS IPS-E-CE-200(1) .در ﭘﻴﻮﺳﺖ ج ﺑﻴﺸﺘﺮ ﺷﻮد ﺿﻮاﺑﻂ ﻣﻘﺎوﻣﺖ و ﺑﻬﺮه ﺑﺮداري-7 SERVICEABILITY 7.1 Required Strength ﻣﻘﺎوﻣﺖ ﻻزم1-7 ﺑﺎﻳﺪ ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ اﺛﺮات ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪار ﻣﻨﺪرجU ﻣﻘﺎوﻣﺖ ﻻزم اﺛﺮ ﺑﺎرﻫﺎﻳﻲ ﻛﻪ ﺑﻪ ﺻﻮرت ﻫﻤﺰﻣﺎن.( ﺑﺎﺷﺪg) ( ﺗﺎa) در ﻣﻌﺎدﻻت .اﻋﻤﺎل ﻧﻤﻲﺷﻮﻧﺪ ﻧﻴﺰ ﺑﺎﻳﺪ ﺑﺮرﺳﻲ ﺷﻮد 7.1.1 — Required strength U shall be at least equal to the effects of factored loads in Eq.(a) through (g).The effect of one or more loads not acting simultaneously shall be investigated. a) U = 1.4(D + F ) b) U = 1.2(D + F + T) + 1.6(L + H) + 0.5(Lr or S or R ) c) U = 1.2D + 1.6(Lr or S or R) + (1.0L or 0.8W) d) U = 1.2D + 1.6W + 1.0L + 0.5(Lr or S or R) e) U = 1.2D + 1.0E + 1.0L + 0.2S f) U = 0.9D + 1.6W + 1.6H g) U = 0.9D + 1.0E + 1.6H :ﺑﺠﺰ در ﻣﻮارد زﻳﺮ except as follows: ﻣﻲﺗﻮان ﺑﻪe ﺗﺎc را در رواﺑﻂL اﻟﻒ( ﺿﺮﻳﺐ ﺑﺎر زﻧﺪه (a) The load factor on the live load L in Eq. (c) to(e) shall be permitted to be reduced to 0.5 except for garages, areas occupied as places of public assembly, and all areas where L is greater than 4.8 N/m2. ﻣﮕﺮ در ﭘﺎرﻛﻴﻨﮓﻫﺎ و ﺳﻄﻮﺣﻲ ﻛﻪ، ﻛﺎﻫﺶ داد0/5 ﻣﻘﺪار در آﻧﺠﺎ اﺟﺘﻤﺎﻋﺎت ﻋﻤﻮﻣﻲ وﺟﻮد داﺷﺘﻪ و ﺗﻤﺎﻣﻲ ﺳﻄﻮﺣﻲ . اﺳﺖ4.8 N/m2 آﻧﻬﺎ ﺑﺰرﮔﺘﺮ ازL ﻛﻪ ﺑﺎر زﻧﺪه (b) Where wind load W has not been reduced by a directionality factor, it shall be permitted to use 1.3W in place of 1.6W in Eq. (d) and (f). ﺗﻮﺳﻂ ﺿﺮﻳﺐ اﺛﺮ ﺗﻐﻴﻴﺮ ﺟﻬﺖ ﻛﺎﻫﺶW ب( ﭼﻨﺎﻧﭽﻪ ﺑﺎر ﺑﺎد (c) Where E, the load effects of earthquake, is based on service-level seismic forces, 1.4E shall be used in place of 1.0E in Eq. (e) and (g). ﺑﺮاﺳﺎس ﻧﻴﺮوﻫﺎي ﻟﺮزهاي،E ج( ﻫﻨﮕﺎﻣﻲ ﻛﻪ اﺛﺮات ﺑﺎر زﻟﺰﻟﻪ (d) The load factor on H, loads due to weight and pressure of soil, water in soil, or other materials, shall be set equal to zero in Eq. (f) and (g) if the structural action due to H counteracts that due to W or E. Where lateral earth pressure provides resistance to structural actions from other forces, it shall not be included in H but shall be included in the design resistance. )ﺑﺎرﻫﺎي ﻧﺎﺷﻲ ازH د( ﭼﻨﺎﻧﭽﻪ اﺛﺮ ﺳﺎزهاي ﻣﺮﺑﻮط ﺑﻪ ﺑﺎر ﺑﻪ ﺟﺎي1.3W ﻣﻲﺗﻮان از،f وd در رواﺑﻂ،ﻧﻴﺎﻓﺘﻪ ﺑﺎﺷﺪ . اﺳﺘﻔﺎده ﻛﺮد1.6W ﺑﺠﺎيg وe ﺑﺎﻳﺪ در رواﺑﻂ،در ﺳﻄﺢ ﺑﻬﺮهﺑﺮداري ﺑﺎﺷﺪ . ﺑﻜﺎر ﺑﺮد1.4E ،1.0E ﻳﺎ دﻳﮕﺮ ﻣﺼﺎﻟﺢ( اﺛﺮ، آب ﻣﻮﺟﻮد در ﺧﺎك،وزن و ﻓﺸﺎر ﺧﺎك f در رواﺑﻂH ﺑﺎﻳﺪ ﺿﺮﻳﺐ ﺑﺎر، را ﺧﻨﺜﻲ ﻛﻨﺪE ﻳﺎW ﺑﺎرﻫﺎي ﻫﻨﮕﺎﻣﻴﻜﻪ ﻓﺸﺎر ﺟﺎﻧﺒﻲ زﻣﻴﻦ. ﺑﺮاﺑﺮ ﺻﻔﺮ ﻗﺮار داده ﺷﻮدg و ،ﺑﺎﻋﺚ اﻳﺠﺎد ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ اﺛﺮات ﺳﺎزهاي ﺳﺎﻳﺮ ﺑﺎرﻫﺎ ﺷﻮد ﻣﻨﻈﻮر ﺷﻮد اﻣﺎ ﺑﺎﻳﺪ در ﻣﻘﺎوﻣﺖH اﻳﻦ ﻧﻴﺮو ﻧﺒﺎﻳﺪ در ﺑﺎر .ﻃﺮاﺣﻲ ﻣﻨﻈﻮر ﺷﻮد ، ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ اﺛﺮات ﺿﺮﺑﻪ، ﭼﻨﺎﻧﭽﻪ در ﻃﺮاﺣﻲ2-1-7 7.1.2 If resistance to impact effects is taken into account in design, such effects shall be included with L. درL ﭼﻨﻴﻦ اﺛﺮاﺗﻲ ﺑﺎﻳﺪ ﻫﻤﺮاه ﺑﺎر زﻧﺪه،ﻣﻮرد ﻧﻈﺮ ﺑﺎﺷﺪ .ﻧﻈﺮﮔﺮﻓﺘﻪ ﺷﻮد 28 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 7.1.3 Estimations of differential settlement, creep, shrinkage, expansion of shrinkage-compensating concrete, or temperature change shall be based on a realistic assessment of such effects occurring in service. اﻧﺒﺴﺎط، اﻓﺖ، ﺧﺰش، ﺗﺨﻤﻴﻦ ﻧﺸﺴﺘﻬﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ3-1-7 7.1.4 If a structure is in a flood zone, or is subjected to forces from atmospheric ice loads, the flood or ice loads and the appropriate load combinations of SEI/ASCE 7 shall be used. اﮔﺮ ﺳﺎزهاي در ﻣﻨﺎﻃﻖ ﺳﻴﻞ ﺧﻴﺰ ﻳﺎ در ﻣﻌﺮض4-1-7 7.1.5 For post-tensioned anchorage zone design, a load factor of 1.2 shall be applied to the maximum prestressing steel jacking force. ﺿﺮﻳﺐ ﺑﺎر، ﺑﺮاي ﻃﺮاﺣﻲ ﻧﺎﺣﻴﻪ ﻣﻬﺎر ﺷﺪه ﭘﺲ ﺗﻨﻴﺪه5-1-7 در ﺑﺘﻦﻫﺎي ﻣﻨﺒﺴﻂ ﺷﻮﻧﺪه و ﻳﺎ ﺗﻐﻴﻴﺮ درﺟﻪ ﺣﺮارت ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ارزﻳﺎﺑﻲ واﻗﻊ ﺑﻴﻨﺎﻧﻪ ﭼﻨﻴﻦ اﺛﺮاﺗﻲ ﻛﻪ در ﺷﺮاﻳﻂ . اﻧﺠﺎم ﮔﻴﺮد،ﺑﻬﺮهﺑﺮداري روي ﻣﻲدﻫﻨﺪ ﺑﺎﻳﺪ ﺑﺎرﻫﺎي ﺳﻴﻞ،ﻧﻴﺮوﻫﺎي ﻧﺎﺷﻲ از ﻳﺨﺒﻨﺪان ﻗﺮار داﺷﺘﻪ ﺑﺎﺷﺪ ﺑﻜﺎرSEI/ASCE 7 از اﺳﺘﺎﻧﺪارد،ﻳﺎ ﻳﺦ و ﺗﺮﻛﻴﺒﺎت ﺑﺎر ﻣﺘﻨﺎﺳﺐ .روﻧﺪ ﺑﺎﻳﺪ در ﺣﺪاﻛﺜﺮ ﻧﻴﺮوﻫﺎي ﺟﻚﻫﺎي ﻓﻮﻻدي ﭘﻴﺶﺗﻨﻴﺪﮔﻲ1/2 .ﺗﺄﺛﻴﺮ داده ﺷﻮد ﻣﻘﺎوﻣﺖ ﻃﺮاﺣﻲ2-7 7.2 Design Strength 7.2.1 Design strength provided by a member, its connections to other members, and its cross sections, in terms of flexure, axial load, shear, and torsion, shall be taken as the nominal strength calculated in accordance with requirements and assumptions of this Standard multiplied by a strength reduction factor Ф. اﺗﺼﺎﻻت آن ﺑﻪ اﻋﻀﺎي، ﻣﻘﺎوﻣﺖ ﻃﺮاﺣﻲ ﻳﻚ ﻋﻀﻮ1-2-7 7.2.2 Strength reduction factor Ф shall be as follows: : ﺑﺸﺮح زﻳﺮ ﻣﻲ ﺑﺎﺷﺪФ ﺿﺮﻳﺐ ﻛﺎﻫﺶ ﻣﻘﺎوﻣﺖ2-2-7 7.2.2.1 Flexure, without axial load…...…….. 0.90 0/90 ................................... ﺧﻤﺶ ﺑﺪون ﺑﺎر ﻣﺤﻮري1-2-2-7 7.2.2.2 Axial load, and axial load with flexure. (For axial load with flexure, both axial load and moment nominal strength shall be multiplied by appropriate single value of Ф.) )ﺑﺮاي ﺑﺎر. ﺑﺎر ﻣﺤﻮري و ﺑﺎر ﻣﺤﻮري ﻫﻤﺮاه ﺑﺎ ﺧﻤﺶ2-2-2-7 ﺑﺮﺷﻲ و ﭘﻴﭽﺸﻲ آن ﺑﺎﻳﺪ از، ﺑﺎر ﻣﺤﻮري،دﻳﮕﺮ و ﺳﻄﻮح ﺧﻤﺸﻲ ﺣﺎﺻﻞ ﺿﺮب ﻣﻘﺎوﻣﺖ اﺳﻤﻲ ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ و ﻣﺤﺎﺳﺒﻪФ و ﺿﺮﻳﺐ ﻛﺎﻫﺶ ﻣﻘﺎوﻣﺖ،ﻓﺮﺿﻴﺎت اﻳﻦ آﻳﻴﻦ ﻧﺎﻣﻪ .ﺷﻮد ﻫﻢ ﺑﺎر ﻣﺤﻮري و ﻫﻢ ﻟﻨﮕﺮ ﻣﻘﺎوم،ﻣﺤﻮري ﻫﻤﺮاه ﺑﺎ ﺧﻤﺶ ( ﺿﺮب ﺷﻮﻧﺪФ اﺳﻤﻲ ﺑﺎﻳﺪ در ﻣﻘﺪار واﺣﺪ ﻣﻨﺎﺳﺐ 0/90 ..............................اﻟﻒ( ﻣﻘﺎﻃﻌﻲ ﻛﻪ ﻛﺸﺶ ﺣﺎﻛﻢ اﺳﺖ a) Tension controlled sections.................... 0.90 :ب( ﻣﻘﺎﻃﻌﻲ ﻛﻪ ﻓﺸﺎر ﺣﺎﻛﻢ اﺳﺖ b) Compression controlled sections: 0/ 7 .................................................. اﻋﻀﺎ ﺑﺎ آرﻣﺎﺗﻮر ﻣﺎرﭘﻴﭻ 0/65 ............................................................... ﺳﺎﻳﺮ اﻋﻀﺎي ﻣﺴﻠﺢ Members with spiral reinforcement ............ 0.7 Other reinforced members ......................... 0.65 ﻛﻤﺘﺮ اﺳﺖ420 MPa آرﻣﺎﺗﻮرﻫــﺎي آن ازfy ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ و ﺗﻮزﻳﻊ آرﻣﺎﺗﻮرﻫــﺎ در آﻧﻬﺎ ﺑﻪ ﺻﻮرت ﻣﺘﻘﺎرن ﺑﻮده و ﻣﻘــﺪار ФPn ﺑﺎ ﻛﺎﻫﺶ ﻣﻘﺪار، ﻧﻴﺴﺖ0/7 ( در آﻧﻬﺎ ﻛﻮﭼﻜﺘﺮازd-d΄)/h ﻣﻲﺗﻮاﻧﺪ ﺑﻪ ﺻﻮرت ﺧﻄﻲ ﺗﺎФ ﻣﻘﺪار، ﺗﺎ ﺻﻔﺮAg fc′0.10 از . اﻓﺰاﻳﺶ ﻳﺎﺑﺪ0/9 Ag ازФPn ﺑﺎ ﻛﺎﻫﺶ ﻣﻘﺪار،در ﺳﺎﻳﺮ اﻋﻀﺎي ﺗﻘﻮﻳﺖ ﺷﺪه ﺗﺎ ﺻﻔﺮ ﻣﻲﺗﻮان،( ﻫﺮﻛﺪام ﻛﻮﭼﻜﺘﺮﺑﺎﺷﺪФPb )ﻳﺎfc′0.10 . اﻓﺰاﻳﺶ داد0/9 را ﺑﻪ ﺻﻮرت ﺧﻄﻲ ﺗﺎФﻣﻘﺪار For members in which fy does not exceed 420 MPa with symmetric reinforcement, and with (d- d )/h not less than 0.70, Ф may be increased linearly to 0.90 as ФPn decreases from 0.10 fc′Ag to zero. For other reinforced members, Ф may be increased linearly to 0.90 as ФPn decreases from 0.10 fc′Ag or ФPb, whichever is smaller, to zero. 0/75 ................................................. ﺑﺮش و ﭘﻴﭽﺶ3-2-2-7 7.2.2.3 Shear and torsion ................................ 0.75 29 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 7.2.2.4 Bearing on concrete ............................0.65 0/65 ............................................. ﻓﺸﺎر وارد ﺑﺮ ﺑﺘﻦ4-2-2-7 7.2.3 Development lengths specified in Chapter 12 of ACI 318M do not require a Ф factor. ACI از12 ﻃﻮلﻫﺎي ﻣﻬﺎري ﻣﺸﺨﺺ ﺷﺪه در ﻓﺼﻞ3-2-7 7.2.4 In regions of high seismic risk, strength reduction factors Ф shall be given as above except for the following: ﺿﺮاﻳﺐ ﻛﺎﻫﺶ، در ﻧﻮاﺣﻲ ﺑﺎ ﺧﻄﺮ ﻟﺮزهاي ﺑﺎﻻ4-2-7 7.2.4.1 Except for determining the strength of joints, the shear strength reduction factor shall be 0.6 for any structural member if its nominal shear strength is less than the shear corresponding to the development of the nominal flexural strength of the member. The nominal flexural strength shall be determined considering the most critical factored axial loads and including earthquake effects. Shear strength reduction factor for joints shall be 0.85. در ﺻﻮرﺗﻴﻜﻪ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ اﺳﻤﻲ ﻛﻤﺘﺮ از ﺑﺮش1-4-2-7 7.2.4.2 The strength reduction factor for axial compression and flexure shall be 0.5 for all frame members with factored axial compressive forces exceeding (fc′Ag/10) if the transverse reinforcement does not conform to Section 21.4.4 of ACI 318M. اﮔـــﺮ آرﻣﺎﺗـــﻮر ﻋــــﺮﺿـــﻲ ﺑﺎ اﻟﺰاﻣﺎت ﻗﺴﻤﺖ2-4-2-7 . ﻧﺪارﻧﺪФ ﻧﻴﺎز ﺑﻪ ﺿﺮﻳﺐ318M ﺑﺎﻳﺪ ﻣﺎﻧﻨﺪ ﺑﻨﺪ ﺑﺎﻻ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮﻧﺪ ﺑﺠﺰ ﺑﺮايФﻣﻘﺎوﻣﺖ :ﻣﻮارد زﻳﺮ ﺑﺠﺰ ﺑﺮاي ﺗﻌﻴﻴﻦ،ﻣﺘﻨﺎﻇﺮ ﺑﺎ ﻣﻘﺎوﻣﺖ ﺧﻤﺸﻲ اﺳﻤﻲ ﻋﻀﻮ ﺑﺎﺷﺪ ﺿﺮﻳﺐ ﻛﺎﻫﺶ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ ﺑﺎﻳﺪ ﺑﺮاي ﻫــﺮ،ﻣﻘﺎوﻣﺖ اﺗﺼﺎﻻت ﻣﻘﺎوﻣﺖ ﺧﻤﺸﻲ اﺳﻤﻲ ﺑﺎﻳﺪ ﺑﺎ. اﺧﺘﻴﺎر ﺷﻮد0/6 ﻋﻀﻮ ﺳﺎزهاي در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﺑﺤﺮاﻧﻲ ﺗﺮﻳﻦ ﺑﺎرﻫﺎي ﻣﺤﻮري ﺿﺮﻳﺒﺪار و ﺷﺎﻣﻞ ﺿﺮﻳﺐ ﻛﺎﻫﺶ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ ﺑﺮاي.اﺛﺮات زﻟﺰﻟﻪ ﺗﻌﻴﻴﻦ ﺷﻮﻧﺪ . ﺑﺎﺷﺪ0.85 ﮔﺮهﻫﺎ ﺑﺎﻳﺪ ﺿﺮﻳﺐ ﻛﺎﻫﺶ ﻣﻘﺎوﻣﺖ، ﻣﻨﻄﺒﻖ ﻧﺒﺎﺷﺪACI 318M , 21.4.4 ﺧﻤﺸﻲ و ﻓﺸﺎري ﺑﺮاي ﺗﻤﺎم اﻋﻀﺎي ﻗﺎب ﺑﺎ ﻧﻴﺮوﻫﺎي ﻓﺸﺎري . در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮد0/5 ،(Ag/ 10) fc′ ﺿﺮﻳﺒﺪار ﺑﻴﺸﺘﺮاز ﻣﻘﺎوﻣﺖ ﻃﺮاﺣﻲ ﺑﺮاي آرﻣﺎﺗﻮرﻫﺎ5-2-7 7.2.5 Design strength for reinforcement ﻣﻘﺎدﻳﺮ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻣﻮرد،ﺑﺠﺰ ﺑﺮاي ﻓﻮﻻدﻫﺎي ﭘﻴﺶﺗﻨﻴﺪه . ﺑﻴﺸﺘﺮ ﺑﺎﺷﺪ550 MPa اﺳﺘﻔﺎده در ﻣﺤﺎﺳﺒﺎت ﻃﺮاﺣﻲ ﻧﺒﺎﻳﺪ از The values of yield strength used in design calculations shall not exceed 550 MPa, except for prestressing steel. ﻣﻘﺎوﻣﺖ ﻟﻬﻴﺪﮔﻲ3-7 7.3 Bearing Strength ﻣﻘﺎوﻣﺖ ﻟﻬﻴﺪﮔﻲ در ﻃﺮاﺣﻲ ﺑﺘﻦ ﻧﺒﺎﻳــــﺪ از1-3-7 ، ﺑﻴﺸﺘﺮ ﺷﻮد ﺑﺠﺰ ﻫﻨﮕﺎﻣﻴﻜﻪ ﺳﻄﺢ ﺗﻜﻴﻪﮔﺎﻫﻲФ (0.85f C A1 ) 7.3.1 Design bearing strength on concrete shall not exceed Ф(0.85 fC A1), except when the supporting surface is wider on all sides than the loaded area, design bearing strength on the loaded area may be multiplied by A2 A1 در اﻳﻦ.در ﺗﻤﺎﻣﻲ وﺟﻮه از ﺳﻄﺢ ﺑﺎرﮔﺬاري ﺷﺪه ﻋﺮﻳﺾﺗﺮ ﺑﺎﺷﺪ ﺻﻮرت ﻣﻘﺎوﻣﺖ ﻟﻬﻴﺪﮔﻲ ﻃﺮاﺣﻲ ﺳﻄﺢ ﺑﺎرﮔﺬاري ﺷﺪه ﻣﻲﺗﻮاﻧﺪ but not more ﺿﺮب ﺷﻮد اﻣﺎ درﻫﺮ ﺻﻮرت ﻧﺒﺎﻳﺪ اﻳﻦ ﺿﺮﻳﺐ از than 2. A2 A1 در . ﺑﺰرﮔﺘﺮ ﺷﻮد2 7.3.2 When the supporting surface is sloped or stepped, A2 may be taken as the area of the lower base of the largest frustum of a right pyramid or cone contained wholly within the support and having for its upper base the loaded area, and having side slopes of 1 vertical to 2 horizontal. ﻫﻨﮕﺎﻣﻲ ﻛﻪ ﺳﻄﺢ ﺗﻜﻴﻪﮔﺎﻫﻲ ﺑﻪ ﺻﻮرت ﺷﻴﺒﺪار ﻳﺎ2-3-7 7.3.3 Clause 7.3 does not apply to post-tensioning anchorages. . ﺑﺮاي ﻣﻬﺎرﻫﺎي ﭘﺲ ﺗﻨﻴﺪه ﺑﻪ ﻛﺎرﻧﻤﻲ رود3-7 ﺑﻨﺪ3-3-7 را ﻣﻲﺗﻮان ﺑﻪ ﻋﻨﻮان ﻣﺴﺎﺣﺖ ﻗﺎﻋﺪه ﺗﺤﺘﺎﻧﻲA2 ،ﭘﻠﻪاي ﺑﺎﺷﺪ ﺑﺰرﮔﺘﺮﻳﻦ ﻫﺮم ﻳﺎ ﻣﺨﺮوﻃﻲ ﻛﻪ ﺑﻪ ﺻﻮرت ﻛﺎﻣﻞ در ﺗﻜﻴﻪﮔﺎه اداﻣﻪ ﻳﺎﻓﺘﻪ در ﻧﻈﺮ ﮔﺮﻓﺖ ﺑﻪ ﻃﻮري ﻛﻪ ﻗﺎﻋﺪه ﻓﻮﻗﺎﻧﻲ آن ﺑﺎرﮔﺬاري ﺷﺪه و وﺟﻮه ﻣﺎﻳﻞ آن داراي ﺷﻴﺐ ﻳﻚ ﻗﺎﺋﻢ ﺑﻪ دو .اﻓﻘﻲ ﻫﺴﺘﻨﺪ 30 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻛﻨﺘﺮل ﺧﻴﺰ4-7 7.4 Control of Deflections 7.4.1 Reinforced concrete members subject to flexure shall be designed to have adequate stiffness to limit deflections or any deformations that may adversely affect strength or serviceability of a structure at service loads. اﻋﻀﺎي ﺑﺘﻦ ﻣﺴﻠﺢ ﺗﺤﺖ ﺧﻤﺶ ﺑﺎﻳﺪ ﺑﻪ ﻧﺤﻮي ﻃﺮاﺣﻲ1-4-7 7.4.2 Minimum thickness stipulated in Table 1 shall apply for one-way construction not supporting or attached to partitions or other construction likely to be damaged by large deflections, unless computation of deflection indicates a lesser thickness may be used without adverse effects. ﺑﺮاي ﺳﻴﺴﺘﻢ ﻫﺎي ﻳﻜﻄﺮﻓﻪ ﻛﻪ ﺑﻪ دﻳﻮارﻫﺎي ﺟﺪاﮔﺮ و2-4-7 ﺷﻮﻧﺪ ﻛﻪ ﺳﺨﺘﻲ ﻛﺎﻓﻲ ﺑﺮاي ﻣﺤﺪود ﻛﺮدن ﺧﻴﺰﻫﺎ ﻳﺎ ﻫﺮ ﺗﻐﻴﻴﺮ ﻣﻜﺎﻧﻲ ﻛﻪ ﺑﺮ روي ﻣﻘﺎوﻣﺖ و ﻗﺎﺑﻠﻴﺖ ﺑﻬﺮه ﺑﺮداري ﺳﺎزه ﺗﺤﺖ .ﺑﺎرﻫﺎي ﺑﻬﺮه ﺑﺮداري اﺛﺮ ﻛﺎﻫﻨﺪه دارد را داﺷﺘﻪ ﺑﺎﺷﺪ ﻳﺎ ﺳﺎﻳﺮ اﺟﺰاي ﺳﺎزهاي ﻛﻪ اﺣﺘﻤﺎل آﺳﻴﺐ رﺳﻴﺪن ﺑﻪ آﻧﻬﺎ در ﻣﺘﺼﻞ ﻧﺒﻮده ﻳﺎ آﻧﻬﺎ را ﺗﺤﻤﻞ ﻧﻤﻲ،ﺧﻴﺰﻫﺎي ﺑﺰرگ وﺟﻮد دارد ﺑﺎﻳﺪ داراي ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ ﺑﺮاﺑﺮ ﻣﻘﺎدﻳﺮدرج ﺷﺪه در،ﻛﻨﻨﺪ ﻧﺸﺎن دﻫﺪ ﻛﻪ، ﻣﮕﺮ آن ﻛﻪ ﻣﺤﺎﺳﺒﺎت ﺧﻴﺰ، ﺑﺎﺷﺪ1 ﺟﺪول اﻣﻜﺎن اﺳﺘﻔﺎده از ﺿﺨﺎﻣﺖ ﻛﻤﺘﺮ ﻧﻴﺰ ﺑﺪون اﻳﺠﺎد اﺛﺮات ﻧﺎﻣﻄﻠﻮب .وﺟﻮد دارد TABLE 1 - MINIMUM THICKNESS OF NON-PRESTRESSED BEAMS OR ONE-WAY SLABS UNLESS DEFLECTIONS ARE COMPUTED(1) ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ ﺗﻴﺮﻫﺎ وداﻟﻬﺎي ﻳﻜﻄﺮﻓﻪ ﻏﻴﺮﭘﻴﺶﺗﻨﻴﺪه-1 ﺟﺪول ( 1) ﺑﺠﺰ در ﻣﻮاردﻳﻜﻪ ﺧﻴﺰ ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﺑﺎﺷﺪ Minimum Thickness, H Simply Members اﻋﻀﺎ ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ Cantilever Supported One End Both Ends ﺗﻜﻴﻪﮔﺎه ﺳﺎده Continuous Continuous ﺑﺎﻳﻚ اﻧﺘﻬﺎي ﭘﻴﻮﺳﺘﻪ ﻫﺮدو اﻧﺘﻬﺎ ﭘﻴﻮﺳﺘﻪ ﻃﺮه Members not supporting or attached to partitions or other construction likely to be damaged by large deflections (اﻋﻀﺎﻳﻲ ﻛﻪ ﺑﻪ ﺟﺪاﮔﺮﻫﺎ ﻳﺎ ﺳﺎﻳﺮ اﺟﺰاي ﺳﺎزهاي )ﻛﻪ اﺣﺘﻤﺎل آﺳﻴﺐ رﺳﻴﺪن ﺑﻪ آﻧﻬﺎ در ﺧﻴﺰﻫﺎي ﺑﺰرگ وﺟﻮد دارد .ﻣﺘﺼﻞ ﻧﺒﻮده ﻳﺎ آﻧﻬﺎ را ﺗﺤﻤﻞ ﻧﻤﻲﻛﻨﻨﺪ Solid one-way slabs دال ﻳﻜﻄﺮﻓﻪ ﺗﻮﭘﺮ Beams or ribbed one-way slabs ﺗﻴﺮﻫﺎ ﻳﺎ داﻟﻬﺎي ﻳﻜﻄﺮﻓﻪ ﺑﺎ ﺗﻴﺮﭼﻪ l / 20 l / 24 l / 28 l / 10 l / 16 l / 18.5 l / 21 l/8 .( ﻃﻮل دﻫﺎﻧﻪﻫﺎ ﺑﺮﺣﺴﺐ ﻣﻴﻠﻴﻤﺘﺮ ﻣﻲﺑﺎﺷﺪ1 1) Span length is in millimeters. 31 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻣﺴﺘﻘﻴﻤﺎً ﺑﺮاي اﻋﻀﺎي ﺳﺎﺧﺘﻪ،ﻣﻘﺎدﻳﺮ اراﺋﻪ ﺷﺪه در ﺟﺪول ﻓﻮق ( ﺑﺎ آرﻣﺎﺗﻮر ﻧﻮعwc = 2300 kg/m³) ﺷﺪه از ﺑﺘﻦ ﻣﻌﻤﻮﻟﻲ ﺑﺮاي ﺳﺎﻳﺮ ﺷﺮاﻳﻂ ﺑﺎﻳﺪ اﺻﻼﺣﺎت زﻳﺮ اﻧﺠﺎم. ﻛﺎرﺑﺮد دارد400 :ﺷﻮد Values given shall be used directly for members with normal weight concrete (wc = 2300 kg/m³) and Grade 400 reinforcement. For other conditions, the values shall be modified as follows: ﺑﻴﻦ a) For structural lightweight concrete having unit weights in the range 1500-2000 kg/m³, the values shall be multiplied by (1.65-0.005 wc) but not less than 1.09, where wc is the unit weight in kg/m³. وزن ﺑﺎ ﺳﺎزهاي ﺳﺒﻚ ﺑﺘﻦ ﺑﺮاي (اﻟﻒ ﻣﻘﺎدﻳﺮ اراﺋﻪ ﺷﺪه در ﺟﺪول ﺑﺎﻳﺪ در1500-2000 kg/m³ اﻣﺎ ﻧﺒﺎﻳﺪ اﻳﻦ ﻣﻘﺪار ﻛﻮﭼﻜﺘﺮ،( ﺿﺮب ﺷﻮد1.65-0.005Wc) kg/m³ وزن ﻣﺨﺼﻮص ﺑﺮﺣﺴﺐwc در اﻳﻨﺠﺎ. ﺷﻮد1/09 از .ﻣﻲﺑﺎﺷﺪ ﻣﻘﺎدﻳﺮ ﺑﺎﻳﺪ در400 MPa ﺑﻪ ﺟﺰfy ب( ﺑﺮاي ﻣﻘﺎدﻳﺮ b) For fy other than 400 MPa, the values shall be multiplied by (0.4 + fy / 700). .( ﺿﺮب ﺷﻮﻧﺪ0.4 + fy / 700) ﻣﻘﺎدﻳﺮ ﺧﻴﺰ، ﭼﻨﺎﻧﭽﻪ ﻣﺤﺎﺳﺒﻪ ﺧﻴﺰ ﻣﻮرد ﻧﻈﺮ ﺑﺎﺷﺪ1-2-4-7 7.4.2.1 Where deflections are to be computed, deflections that occur immediately on application of load shall be computed by usual methods or formulas for elastic deflections, considering effects of cracking and reinforcement on member stiffness. ﺑﺮاﺳﺎس روﺷﻬﺎ و،اﻳﺠﺎد ﺷﺪه ﺑﻼﻓﺎﺻﻠﻪ ﺑﻌﺪ از اﻋﻤﺎل ﺑﺎر ﻓﺮﻣﻮﻟﻬﺎي ﻣﻌﻤﻮل ﺗﻐﻴﻴﺮ ﺷﻜﻠﻬﺎي اﻻﺳﺘﻴﻚ و ﺑﺎ ﻓﺮض اﺛﺮات ﺗﺮك ﺧﻮردﮔﻲ و ﺗﺄﺛﻴﺮ وﺟﻮد آرﻣﺎﺗﻮر روي ﺳﺨﺘﻲ ﻋﻀﻮ ﻣﺤﺎﺳﺒﻪ .ﻣﻲﺷﻮﻧﺪ ﺗﺎ1-2-4-7 ﺧﻴﺰﻫﺎي ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﻣﻨﻄﺒﻖ ﺑﺮ ﺑﻨﺪ2-2-4-7 7.4.2.2 Deflection computed in accordance with 7.4.2.1 through 7.4.2.5 shall not exceed limits stipulated in Table 2. 2 ﻧﺒﺎﻳﺪ از ﻣﺤﺪودهﻫﺎي ﺗﺼﺮﻳﺢ ﺷﺪه در ﺟﺪول5-2-4-7 .زﻳﺎدﺗﺮ ﺷﻮﻧﺪ 32 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) TABLE 2 - MAXIMUM PERMISSIBLE COMPUTED DEFLECTIONS ﺣﺪاﻛﺜﺮ ﺧﻴﺰ ﻣﺠﺎز ﻣﺤﺎﺳﺒﺎﺗﻲ-2 ﺟﺪول Type Of Member ﻧﻮع ﻋﻀﻮ Flat roofs not supporting or attached to nonstructural elements likely to be damaged by large deflections ﺑﺎﻣﻬﺎي ﻣﺴﻄﺤﻲ ﻛﻪ ﺑﻪ اﻋﻀﺎي ﻏﻴﺮﺳﺎزه اي )ﻛـﻪ اﺣﺘﻤـﺎل آﺳـﻴﺐ رﺳﻴﺪن ﺑﻪ آن ﻫﺎ ﺗﺤﺖ ﺧﻴﺰﻫﺎي ﺑﺰرگ وﺟﻮد دارد( ﻣﺘـﺼﻞ ﻧﺒـﻮده .ﻳﺎ آﻧﻬﺎ را ﺗﺤﻤﻞ ﻧﻤﻲﻛﻨﻨﺪ Floors not supporting or attached to nonstructural elements likely to be damaged by large deflections ﻛﻒﻫﺎي ﻣﺴﻄﺢ ﻛﻪ ﺑﻪ اﺟـﺰاي ﻏﻴﺮﺳـﺎزهاي )ﻛـﻪ اﺣﺘﻤـﺎل آﺳـﻴﺐ رﺳﻴﺪن ﺑﻪ آﻧﻬﺎ ﺗﺤﺖ ﺧﻴﺰﻫﺎي ﺑﺰرگ وﺟﻮد دارد( ﻣﺘﺼﻞ ﻧﺒـﻮده ﻳـﺎ .آﻧﻬﺎ را ﺗﺤﻤﻞ ﻧﻤﻲﻛﻨﻨﺪ Roof or floor construction supporting or attached to nonstructural elements likely to be damaged by large deflections ﺳﻴﺴﺘﻢﻫﺎي ﺑﺎمﻫــﺎ و ﻛﻒﻫــﺎﻳﻲ ﻛﻪ ﺑﻪ اﺟﺰاي ﻏﻴﺮﺳﺎزهاي )ﻛﻪ (اﺣﺘﻤﺎل آﺳﻴﺐ رﺳﻴﺪن ﺑﻪ آﻧﻬﺎ ﺗﺤﺖ ﺧﻴﺰﻫﺎي ﺑﺰرگ وﺟﻮد دارد .ﻣﺘﺼﻞ ﺑﻮده ﻳﺎ آﻧﻬﺎ را ﺗﺤﻤﻞ ﻣﻲﻛﻨﻨﺪ Roof or floor construction supporting or attached to nonstructural elements not likely to be damaged by large deflections ﺳﻴﺴﺘﻢ ﻫﺎي ﺑﺎمﻫــﺎ و ﻛﻒﻫــﺎﻳﻲ ﻛﻪ ﺑﻪ اﺟﺰاي ﻏﻴﺮﺳﺎزهاي )ﻛﻪ ﺗﺤﺖ ﺧﻴﺰﻫﺎي ﺑﺰرگ اﺣﺘﻤﺎﻻً آﺳﻴﺐ ﻧﻤﻲﺑﻴﻨﻨﺪ( ﻣﺘﺼﻞ ﺑﻮده ﻳﺎ آﻧﻬﺎ .را ﺗﺤﻤﻞ ﻣﻲﻛﻨﻨﺪ Deflection To Be Considered Deflection Limitation ﺧﻴﺰي ﻛﻪ ﺑﺎﻳﺪ در ﻧﻈﺮ ﮔﺮﻓﺖ ﻣﺤﺪودﻳﺖ ﺧﻴﺰ Immediate deflection due to live load L L ﺧﻴﺰ آﻧﻲ ﺑﺮ اﺛﺮ اﻋﻤﺎل ﺑﺎر زﻧﺪه Immediate deflection due to live load L L ﺧﻴﺰ آﻧﻲ ﺑﺮ اﺛﺮ اﻋﻤﺎل ﺑﺎر زﻧﺪه That part of the total deflection occurring after attachment of nonstructural elements (sum of the long-time deflection due to all sustained loads and the immediate deflection due to any additional live load)(3) آن ﻗﺴﻤﺖ از ﻛﻞ ﺧﻴﺰ ﻛﻪ ﭘﺲ از اﺗﺼﺎل اﻋﻀﺎي ﻏﻴﺮﺳﺎزهاي ﺑﻪ وﺟﻮد ﻣﻲ آﻳﺪ )ﻣﺠﻤﻮع ﺧﻴﺰ دراز ﻣﺪت در اﺛﺮ اﻋﻤﺎل ﺑﺎرﻫﺎي داﺋﻤﻲ و ﺧﻴﺰ آﻧﻲ ﺑﺮ اﺛﺮ اﻋﻤﺎل ﺑﺎر زﻧﺪه (اﺿﺎﻓﻲ (1) l /180 l /360 ( 2) ( 4) l /480 l /240 : ﻳﺎدآوريﻫﺎ Notes : ( اﻳﻦ ﻣﺤﺪودﻳﺖ ﺑﺮاي ﺣﻔﺎﻇﺖ از ﺗﺠﻤﻊ آب ﺑﺎﻳﺪ ﺗﻮﺳﻂ1 1) Limit not intended to safeguard against ponding. Ponding should be checked by suitable calculations of deflection, including added deflections due to ponded water, and considering long-term effects of all sustained loads, camber, construction tolerances, and reliability of provisions for drainage. ﻣﺤﺎﺳﺒﺎت ﻣﻨﺎﺳﺐ ﺗﻐﻴﻴﺮ ﺷﻜﻠﻬﺎي ﻧﺎﺷﻲ از ﺧﻤﺶ ﺷﺎﻣﻞ ، اﺛﺮات دراز ﻣﺪت ﺑﺎرﻫﺎي داﺋﻤﻲ،ﺧﻴﺰ اﺿﺎﻓﻪ ﺑﺮ اﺛﺮ ﺗﺠﻤﻊ آب روادارﻳﻬﺎي اﺟﺮا و ﻗﺎﺑﻠﻴﺖ اﻋﺘﻤﺎد ﺑﻪ ﺿﻮاﺑﻂ،ﺧﻴﺰ ﻣﻌﻜﻮس . ﻛﻨﺘﺮل ﺷﻮد،زﻫﻜﺸﻲ ( در ﺻﻮرت اﻧﺠﺎم اﻗﺪاﻣﺎت ﻛﺎﻓﻲ ﺑﺮاي ﺟﻠﻮﮔﻴﺮي از آﺳﻴﺐ2 2) Limit may be exceeded if adequate measures are taken to prevent damage to supported or attached elements. رﺳﻴﺪن ﺑﻪ اﺟﺰاي ﻣﺘﺼﻞ ﻳﺎ اﺟﺰاي داراي ﺗﻜﻴﻪﮔﺎه ﻣﻲﺗﻮان .اﻳﻦ ﺣﺪ را اﻓﺰاﻳﺶ داد 33 Nov. 2008 / 1387 آذر 5-2-4-7 ( ﺧﻴﺰ دراز ﻣﺪت ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ ﺑﻨﺪ3 3) Long-term deflection shall be determined in accordance with Clause 7.4.2.5 but may be reduced by amount of deflection calculated to occur before attachment of nonstructural elements. This amount shall be determined on basis of accepted engineering data relating to time-deflection characteristics of members similar to those being considered. ﺗﻌﻴﻴﻦ ﺷﻮد اﻣﺎ ﻣﻲﺗﻮان آن را ﺑﻪ اﻧﺪازه ﺗﻐﻴﻴﺮ ﺷﻜﻠﻬﺎي ﻣﺤﺎﺳﺒﺎﺗﻲ ﻛﻪ ﭘﻴﺶ از اﺗﺼﺎل ﺑﻪ اﺟﺰاي ﻏﻴﺮﺳﺎزهاي رخ اﻳﻦ ﻣﻘﺪار ﺑﺎﻳﺪ ﺑﺮاﺳﺎس اﻃﻼﻋﺎت.ﻣﻲدﻫﺪ ﻛﺎﻫﺶ داد ﻣﻬﻨﺪﺳﻲ ﻗﺎﺑﻞ ﻗﺒﻮل ﻣﺮﺑﻮط ﺑﻪ ﻣﺸﺨﺼﺎت زﻣﺎن – ﺧﻴﺰ .اﻋﻀﺎي ﻣﺸﺎﺑﻪ ﺑﺎ آﻧﭽﻪ ﻣﻮرد ﻧﻈﺮ اﺳﺖ ﺑﻪ دﺳﺖ آﻳﺪ .( اﻳﻦ ﺣﺪ ﻧﺒﺎﻳﺪ از رواداري اﻋﻀﺎي ﻏﻴﺮﺳﺎزهاي ﺑﻴﺸﺘﺮ ﺷﻮد4 4) But not greater than tolerance provided for nonstructural elements. Limit may be exceeded if camber is provided so that total deflection minus camber does not exceed limit. ﭼﻨﺎﻧﭽﻪ ﺧﻴﺰ ﻣﻌﻜﻮس ﺑﻪ ﺻﻮرﺗﻲ ﻓﺮاﻫﻢ ﺷﻮد ﻛﻪ ﺧﻴﺰ ﻛﻞ اﻣﻜﺎن اﻓﺰاﻳﺶ،ﻣﻨﻬﺎي ﺧﻴﺰ ﻣﻌﻜﻮس از اﻳﻦ ﺣﺪ ﺗﺠﺎوز ﻧﻜﻨﺪ .اﻳﻦ ﺣﺪ وﺟﻮد دارد ﺑﺎ اﺳﺘﻔﺎده از، ﻣﻘﺎدﻳﺮ ﺳﺨﺘﻲ ﺑﻪ ﺟﺰ در ﻣﻮاردﻳﻜﻪ3-2-4-7 7.4.2.3 Unless stiffness values are obtained by a more comprehensive analysis, immediate deflection shall be computed with modulus of elasticity Ec for concrete as specified in Clause 6.4.1 (normal density or low density concrete) and with the effective moment of inertia as follows, but not greater than Ig: Ie ( IPS-E-CE-200(1) ﻣﻘﺪار ﻳﻚ ﺧﻴﺰ آﻧﻲ ﺑﺎﻳﺪ ﺑﺎ،ﻳﻚ ﺗﺤﻠﻴﻞ ﺟﺎﻣﻊ ﺑﻪ دﺳﺖ آﻳﺪ 1-4-6 ﻛﻪ در ﺑﻨﺪEc اﺳﺘﻔﺎده از ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ ﺑﺘﻦ ﻣﺸﺨﺺ ﺷﺪه )ﺑﺮاي ﺑﺘﻦﻫﺎي ﻣﻌﻤﻮﻟﻲ و ﺳﺒﻚ( و ﻣﻤﺎن اﻳﻨﺮﺳﻲ ﻣﻤﺎن اﻳﻨﺮﺳﻲ ﻣﻮﺛﺮ ﻧﺒﺎﻳﺪ از،ﻣﻮﺛﺮ ﻣﻄﺎﺑﻖ زﻳﺮ ﻣﺤﺎﺳﺒﻪ ﺷﻮد : ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪIg ﻣﻘﺪار M M cr 3 ) l g 1 - ( cr ) 3 l cr Ma Ma Ie ( M M cr 3 ) l g 1 - ( cr ) 3 l cr Ma Ma :ﻛﻪ در آن Where: M cr f r Ig M cr yt f r Ig yt :ﺑﺮاي ﺑﺘﻦ ﺑﺎ ﭼﮕﺎﻟﻲ ﻣﻌﻤﻮﻟﻲ and for normal density concrete: fc′fr = 0.62√ fr = 0.62√ fc′ ﻳﻜﻲ از،در ﺻﻮرﺗﻴﻜﻪ از ﺑﺘﻦ ﺑﺎ ﺳﻨﮕﺪاﻧﻪﻫﺎي ﺳﺒﻚ اﺳﺘﻔﺎده ﺷﻮد :اﺻﻼﺣﺎت زﻳﺮ ﺑﺎﻳﺪ اﻧﺠﺎم ﺷﻮد When low-density aggregate concrete is used, one of the following modifications shall apply: a) When fct is specified and concrete is proportioned in accordance with IPS-C-CE200, fr shall be modified by substituting 1.8 fct for √ fc′ but the value of 1.8 fct shall not exceed√ fc′. ﺗﻌﻴﻴﻦ ﺷﺪه و ﺑﺘــــــﻦ ﺑــﺮاﺳﺎسfct اﻟﻒ( در ﻣﻮاردﻳﻜـــﻪ b) When fct is not specified, fr, shall be multiplied by 0.75 for "all-low-density" concrete, and 0.85 for "sand low- density" concrete. Linear interpolation may be used when partial sand replacement is used. ﺑﺎﻳﺪ ﻣﻘﺪار، ﻣﺸﺨﺺ ﻧﺸﺪه اﺳﺖfct ب( در ﻣﻮاردﻳﻜﻪ ﻣﻘﺪار 1.8 ﺑﺎﻳــﺪfr ﺑﺮاي ﻣﺤﺎﺳﺒﻪ، ﺗﻬﻴــﻪ ﺷﻮدIPS-C-CE-200 در ﻣﻌﺎدﻻت ﻓﻮق وارد ﺷﻮد وﻟﻲ در ﻫﺮfc′√ ﺑﻪ ﺟﺎيfct . ﺗﺠﺎوز ﻛﻨﺪfc′√ از1.8 fct ﺻﻮرت ﻧﺒﺎﻳﺪ ﻣﻘﺪار ﺿﺮب ﺷﻮد و0/75 ﺑﺮاي ﺗﻤﺎم ﺑﺘﻦ ﻫﺎي ﺳﺒﻚ در ﺿﺮﻳﺐfr ﺿﺮب ﺷﻮد و در0/85 ﺑﺮاي ﺑﺘﻦ ﻣﺎﺳﻪ ﺳﺒﻚ در ﺿﺮﻳﺐ ﺻﻮرت اﺳﺘﻔﺎده ﺑﺨﺸﻲ از ﻣﺎﺳﻪ ﺳﺒﻚ در ﺳﺎﺧﺖ ﺑﺘﻦ .ﻣﻲﺗﻮان از روش درونﻳﺎﺑﻲ ﺧﻄﻲ اﺳﺘﻔﺎده ﻛﺮد ﻣﻤﺎن اﻳﻨﺮﺳﻲ ﻣﻮﺛﺮ ﺑﺎ اﺳﺘﻔﺎده، ﺑﺮاي اﻋﻀﺎي ﭘﻴﻮﺳﺘﻪ4-2-4-7 7.4.2.4 For continuous members, effective moment of inertia may be taken as the average of values obtained from Eq. under Sub-clause 7.4.2.3 for the critical positive and negative moment sections. For prismatic members, effective moment of inertia may be taken as the value 3-2-4-7 از ﻣﻴﺎﻧﮕﻴﻦ ﻣﻘﺎدﻳﺮ ﺑـﺪﺳﺖ آﻣﺪه از ﻣﻌﺎدﻟــﻪ زﻳﺮﺑﻨﺪ .ﺑﺮاي ﻟﻨﮕﺮﻫﺎي ﺑﺤﺮاﻧﻲ ﻣﺜﺒﺖ و ﻣﻨﻔﻲ ﻣﻘﺎﻃﻊ ﻣﺤﺎﺳﺒﻪ ﻣﻲﺷﻮد ﺑﺮاي اﻋﻀﺎي ﻣﻨﺸﻮري ﻣﻤﺎن اﻳﻨﺮﺳﻲ ﻣﻮﺛﺮ ﺑﺎ اﺳﺘﻔﺎده از ﻣﻌﺎدﻟﻪ 34 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) obtained from Eq. under Sub-clause 7.4.2.3 at midspan for simple and continuous spans, and support for cantilevers. ﺑﺮاي دﻫﺎﻧﻪﻫﺎي ﺳﺎده و ﭘﻴﻮﺳﺘﻪ در وﺳﻂ3-2-4-7 زﻳﺮﺑﻨﺪ .دﻫﺎﻧﻪ و ﺑﺮاي ﻃﺮه ﻫﺎ در ﻣﺤﻞ ﺗﻜﻴﻪﮔﺎه ﻣﻲﺗﻮاﻧﺪ ﻣﺤﺎﺳﺒﻪ ﺷﻮد 7.4.2.5 Unless values are obtained by a more comprehensive analysis, additional long-term deflection resulting from creep and shrinkage of flexural members (normal density or light density concrete) shall be determined by multiplying the immediate deflection caused by the sustained load considered, by the factor: در ﺻﻮرت ﻋﺪم اﺳﺘﻔﺎده از ﺗﺤﻠﻴﻞﻫﺎي ﺟﺎﻣﻊ ﺑﺮاي5-2-4-7 λΔ ﻣﺤﺎﺳﺒﻪ ﺧﻴﺰ اﺿﺎﻓﻲ دراز ﻣﺪت ﻧﺎﺷﻲ از ﺧﺰش و اﻓﺖ در اﻋﻀﺎي ﻣﻘﺪار اﻳﻦ ﺧﻴﺰ ﺑﺮاي ﺑﺘﻦ ﻣﻌﻤﻮﻟﻲ ﻳﺎ ﺳﺒﻚ ﺑﺎﻳﺪ از،ﺧﻤﺸﻲ ﺣﺎﺻﻠﻀﺮب ﺧﻴﺰ آﻧﻲ )ﺗﺤﺖ اﺛﺮ ﺑﺎرﻫﺎي داﺋﻤﻲ( در ﺿﺮﻳﺐ .ﺑﻪ دﺳﺖ آﻳﺪ ξ 1 50ρ λΔ ξ 1 50ρ در راﺑﻄﻪ ﻓﻮق ﺑﺮاي دﻫﺎﻧﻪﻫﺎي ﺳﺎده و ﭘﻴﻮﺳﺘﻪ در وﺳﻂ دﻫﺎﻧﻪ و ﺑﺮاي′ ﺿﺮﻳﺐ واﺑﺴﺘﻪ ﺑﻪ زﻣﺎن.ﻃﺮهﻫﺎ در ﻣﺤﻞ ﺗﻜﻴﻪﮔﺎه ﻣﻨﻈﻮر ﻣﻲﺷﻮد : را ﻣﻲﺗﻮان ﺑﺮاي ﺑﺎرﻫﺎي داﺋﻤﻲ ﺑﻪ ﺻﻮرت زﻳﺮ در ﻧﻈﺮ ﮔﺮﻓﺖ Where: Shall be the value at midspan for simple and continuous spans, and at support for cantilevers. Time dependent factor for sustained loads may be taken equal to: 5 years or more ................................. 2.0 2/0 ................................................... ﺳﺎل ﻳﺎ ﺑﻴﺸﺘﺮ5 1/4 ................................................................... ﻣﺎه12 1/2 ..................................................................... ﻣﺎه6 1/0 .................................................................... ﻣﺎه3 12 months .......................................... 1.4 6 months............................................ 1.2 3 months............................................ 1.0 ( ﺳﻴﺴﺘﻢ ﻫﺎي دوﻃﺮﻓﻪ )ﻏﻴﺮ ﭘﻴﺶ ﺗﻨﻴﺪه3-4-7 7.4.3 Two-way construction (non-prestressed) ﺑﺮ ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ داﻟﻬﺎ ﻳﺎ ﺳﺎﻳﺮ3-4-7 ﺑﻨﺪ1-3-4-7 7.4.3.1 Clause 7.4.3 shall govern minimum thickness of slabs or other two-way construction designed in accordance with provisions of Chapter 13 of ACI 318M and conforming with the requirement of Section 13.6.1.2 of the same chapter. ،13 ﺳﻴﺴﺘﻢﻫــﺎي دوﻃﺮﻓــﻪاي ﻛﻪ ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ ﻓﺼﻞ ﺣﺎﻛﻢ ﺑﻮده و ﺿﻮاﺑﻂ ﻗﺴﻤﺖ، ﻃﺮاﺣــﻲ ﻣﻲﺷﻮﻧﺪACI 318M . را ﺑﺮآورده ﻣﻲﻛﻨﺪ2-1-6-13 ﻣﻨﺘﻬﻲ ﺑﻪ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ در،ﺿﺨﺎﻣﺖ داﻟﻬﺎي ﺑﺪون ﺗﻴﺮﻫﺎي ﻣﻴﺎﻧﻲ 3-3-4-7 ،2-3-4-7 ﺗﻤﺎم ﺟﻬﺎت ﺑﺎﻳﺪ ﺿﻮاﺑﻂ ﻳﻜﻲ از ﺑﻨﺪﻫﺎي . را ﺑﺮآورده ﺳﺎزد6-3-4-7 ﻳﺎ Thickness of slabs without interior beams spanning between the supports on all sides shall satisfy requirements of one of 7.4.3.2, 7.4.3.3, or 7.4.3.6. Thickness of slabs with beams spanning between supports on all sides shall satisfy requirements of one of 7.4.3.3, or 7.4.3.6. ﺑﺎﻳﺪ ﺿﻮاﺑﻂ ﻳﻜﻲ از،ﺿﺨﺎﻣﺖ داﻟﻬﺎي ﺑﺎ ﺗﻴﺮﻫﺎي ﺗﻜﻴﻪﮔﺎﻫﻲ . را ﺑﺮآورده ﺳﺎزﻧﺪ6-3-4-7 ﻳﺎ3-3-4-7 ﺑﻨﺪﻫـــﺎي 7.4.3.2 Minimum thickness of slabs without interior beams spanning between the supports shall be in accordance with the provisions of Table 3 and shall not be less than the following values: ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ داﻟﻬﺎي ﺑﺪون ﺗﻴﺮﻣﻴﺎﻧﻲ ﻣﻨﺘﻬﻲ ﺑﻪ2-3-4-7 ﺑﻮده و ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از3 ﺗﻜﻴﻪﮔﺎﻫﻬﺎ ﺑﺎﻳﺪ ﻣﻨﻄﺒﻖ ﺑﺮ ﺿﻮاﺑﻂ ﺟﺪول :ﻣﻘﺎدﻳﺮ زﻳﺮ ﺑﺎﺷﺪ ACI a) Slabs without drop panels as defined in 13.2.5 of ACI 318M…...…..................125 mm. اﻟﻒ( داﻟﻬﺎي ﺑﺪون ﻛﺘﻴﺒﻪ ﺳﺮﺳﺘﻮن ﻛﻪ در ﺑﻨﺪ ﻣﻴﻠﻴﻤﺘﺮ125 ....................... ﺗﻌﺮﻳﻒ ﺷﺪه اﻧﺪ318M, 13.2.5 ACI 318M, ب( داﻟﻬﺎي ﺑﺎﻛﺘﻴﺒﻪ ﺳﺮﺳﺘﻮن ﻛﻪ در ﺑﻨﺪ b) Slabs with drop panels as defined in 13.2.5 of ACI 318M ……..........................… 100 mm. ﻣﻴﻠﻴﻤﺘﺮ100 ..................................... ﺗﻌﺮﻳﻒ ﺷﺪه اﻧﺪ13.2.5 35 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) در داﻟﻬﺎي ﺑﺎ ﺗﻴﺮ ﻣﻴﺎﻧﻲ ﻣﻨﺘﻬﻲh ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ3-3-4-7 7.4.3.3 For slabs with beams spanning between the supports on all sides, the minimum thickness, h, shall be as follows: : ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ زﻳﺮ ﺑﺎﺷﻨﺪ،ﺑﻪ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ (a) For f m equal to or less than 0.2, the provisions of 7.4.3.2 shall apply; ﺑﺎﻳﺪ ﺿﻮاﺑﻂ0/2 ﻛﻮﭼﻜﺘﺮ ﻳﺎ ﻣﺴﺎويα fm اﻟﻒ( ﺑﺮاي ﻣﻘﺎدﻳﺮ (b) For f m greater than 0.2 but not greater than 2.0, h shall not be less than Eq.(9-12) of ACI 318M and not less than 125 mm; ﻧﺒﺎﻳﺪh ،2 و ﺣﺪاﻛﺜﺮ0/2 ﺑﺰرﮔﺘﺮ ازα fm ب( ﺑﺮاي ﻣﻘﺎدﻳﺮ (c) For f m greater than 2.0, h shall not be less than Eq.(9-13) of ACI 318M and not less than 90 mm; ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از ﻣﻌﺎدﻟــﻪh ،2 ﺑﺰرﮔﺘﺮ از f m ج( ﺑﺮاي . ﺑﻪ ﻛﺎر رود2-3-4-7 ﺑﻨﺪ ﻛﻤﺘﺮ از ﻣﻘﺎدﻳـــــــﺮ ﺑﺪﺳﺖ آﻣﺪه ﺗﻮﺳﻂ ﻣﻌﺎدﻟﻪ . ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ125 و ﺣﺪاﻗﻞ ﺑﺎﻳﺪACI 318M (9-12) . ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ90 و ﺣﺪاﻗﻞ ﺑﺎﻳﺪACI 318M (9-13) TABLE 3 - MINIMUM THICKNESS OF SLABS WITHOUT INTERIOR BEAMS ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ دال ﻫﺎي ﺑﺪون ﺗﻴﺮﻫﺎي ﻣﻴﺎﻧﻲ-3 ﺟﺪول Yield Stress fy, MPa (1) ﺗﻨﺶ ﺗﺴﻠﻴﻢ Without Drop Panels (2) With Drop Panels(2) (2)()ﺑﺪون ﻛﺘﻴﺒﻪ ﺳﺮ ﺳﺘﻮن (2)()ﺑﺎ ﻛﺘﻴﺒﻪ ﺳﺮ ﺳﺘﻮن Exterior Panels ()ﭼﺸﻤﻪ ﺧﺎرﺟﻲ Interior Panels Exterior Panels ()ﭼﺸﻤﻪ ﺧﺎرﺟﻲ )ﭼﺸﻤﻪ (داﺧﻠﻲ Interior Panels )ﭼﺸﻤﻪ (داﺧﻠﻲ Without edge beams(3) Without edge beams(3) Without edge beams(3) Without edge beams(3) )ﺑﺪون ﺗﻴﺮﻫﺎي (3)(ﻟﺒﻪ )ﺑﺪون ﺗﻴﺮﻫﺎي (3)(ﻟﺒﻪ ()ﺑﺪون ﺗﻴﺮﻫﺎي ﻟﺒﻪ (3) )ﺑﺪون ﺗﻴﺮﻫﺎي (3)(ﻟﺒﻪ 280 /33 ln /36 ln /36 ln /36 ln /40 ln /40 ln 420 /30 ln /33 ln /33 ln /33 ln /36 ln /36 ln 520 /28 ln /31 ln /31 ln /31 ln /34 ln /34 ln :ﻳﺎدآوري ﻫﺎ Notes : 1) For values of reinforcement yield stress between the values given in the table, minimum thickness shall be obtained by linear interpolation. ( ﺑﺮاي ﻣﻘﺎدﻳﺮ ﺗﻨﺶ ﺗﺴﻠﻴﻢ آرﻣﺎﺗﻮر ﺑﻴﻦ ﻣﻘﺎدﻳﺮ داده ﺷﺪه1 2) Drop panel is defined in Section 13.2.5 of ACI 318M. اراﺋﻪACI 318M (13.2.5) ( ﺗﻌﺮﻳﻒ ﻛﺘﻴﺒﻪ در ﻗﺴﻤﺖ2 3) Slabs with beams between columns along exterior edges. The value of αf for the edge ( در داﻟﻬﺎﻳﻲ ﻛﻪ داراي ﺗﻴﺮ ﺑﻴﻦ ﺳﺘﻮﻧﻬﺎ در ﻟﺒﻪﻫﺎي3 ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ ﺑﺎﻳﺪ ﺑﺎ اﺳﺘﻔﺎده از درون ﻳﺎﺑﻲ،در ﺟﺪول .ﺧﻄﻲ ﺑﻪ دﺳﺖ آﻳﺪ .ﺷﺪه اﺳﺖ 36 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) beam shall not be less than 0.8 ﻣﺘﻨﺎﻇﺮ ﺗﻴﺮﻫﺎي ﻛﻨﺎري ﻧﺒﺎﻳﺪαf ﻣﻘﺪار،ﺧﺎرﺟﻲ ﻣﻲﺑﺎﺷﻨﺪ . ﺑﺎﺷﺪ0/8 ﻛﻤﺘﺮ از 4) For two-way construction, ln is the length of clear span in the long direction, measured face-to-face of supports in slabs without beams and face-to-face of beams or other supports in other cases. ﺑﺮاﺑﺮ دﻫﺎﻧﻪ آزاد درln ،( ﺑﺮاي ﺳﻴﺴﺘﻢ ﻫﺎي دوﻃﺮﻓﻪ4 ﺟﻬﺖ ﺑﻠﻨﺪﺗﺮ ﻣﻲﺑﺎﺷﺪ ﻛﻪ ﺑﺮاي داﻟﻬﺎي ﺑﺪون ﺗﻴﺮ از ﻟﺒﻪ ﺑﺮ داﺧﻠﻲ ﺗﻜﻴﻪﮔﺎه ﺗﺎ ﺑﺮ داﺧﻠﻲ ﺗﻜﻴﻪﮔﺎه دﻳﮕﺮ و در ﺳﺎﻳﺮ ﻣﻮارد از ﻟﺒﻪ ﻳﻚ ﺗﻴﺮ ﺗﺎ ﻟﺒﻪ ﺗﻴﺮ دﻳﮕﺮ ﻳﺎ ﻓﺎﺻﻠﻪ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ ﻣﺤﺎﺳﺒﻪ .ﻣﻲﺷﻮد 7.4.3.4 Slab thickness less than the minimum required by 7.4.3.1, 7.4.3.2, and 7.4.3.3 shall be permitted where computed deflections do not exceed the limits of Table 2. ﺿﺨﺎﻣﺖ دال ﻛﻤﺘﺮ از ﺣﺪاﻗﻞ ﻣﻮرد ﻧﻴﺎز ﺑﻨﺪﻫﺎي4-3-4-7 7.4.3.5 At discontinuous edges, an edge beam shall be provided with a stiffness ratio f not less than 0.80; or the minimum thickness required by Equations mentioned in Sub-clause 7.4.3.4 shall be increased by at least 10 percent in the panel with a discontinuous edge. در ﻟﺒﻪﻫﺎي ﻏﻴﺮ ﭘﻴﻮﺳﺘﻪ ﺑﺎﻳﺪ ﻳﻚ ﺗﻴﺮﻛﻨﺎري ﺑﺎ5-3-4-7 7.4.3.6 For slab thickness less than the minimum thickness refer to Section 9.5.3.6 of ACI-318M ﺑﻪ، ﺑﺮاي ﺿﺨﺎﻣﺖ داﻟﻬﺎي ﻛﻤﺘﺮ از ﺿﺨﺎﻣﺖ ﺣﺪاﻗﻞ6-3-4-7 7.4.3.7 Deflection for prestressed concrete shall be calculated according to Sections 9.5.4.1, 9.5.4.2, 9.5.4.3 of ACI 318M. ﺧﻴﺰ ﺑﺮاي ﺑﺘﻦ ﭘﻴﺶﺗﻨﻴﺪه ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﺎ7-3-4-7 7.4.4 Deflection for composite flexural members shall be according to section 9.5.5 of ACI 318M. ﺧﻴﺰ اﻋﻀﺎي ﺧﻤﺸﻲ ﻣﺮﻛﺐ ﺑﺎﻳﺪ ﻣﻨﻄﺒﻖ ﺑﺮ ﻗﺴﻤﺖ4-4-7 در ﻣﻮاردﻳﻜﻪ ﺧﻴﺰ ﻣﺤﺎﺳﺒﻪ3-3-4-7 و2-3-4-7 ،1-3-4-7 . ﺑﻴﺸﺘﺮ ﻧﺸﻮد ﻣﺠﺎز اﺳﺖ2 ﺷﺪه از ﻣﺤﺪودهﻫﺎي ﺟﺪول ﻳﺎ ﺣﺪاﻗﻞ، ﭘﻴﺶﺑﻴﻨﻲ ﺷﻮد0/8 ﺑﺮاﺑﺮαf ﺣﺪاﻗﻞ ﻧﺴﺒﺖ ﺳﺨﺘﻲ 4-3-4-7 ﺿﺨﺎﻣﺖ ﻻزم ﺑﺮاﺳﺎس رواﺑﻂ اﺷﺎره ﺷﺪه در زﻳﺮﺑﻨﺪ درﺻﺪ10 در ﭼﺸﻤﻪﻫﺎي ﺑﺎ ﻟﺒﻪ ﻏﻴﺮ ﭘﻴﻮﺳﺘﻪ ﺣﺪاﻗﻞ ﺑﻪ اﻧﺪازه .اﻓﺰاﻳﺶ ﻳﺎﺑﺪ . ﻣﺮاﺟﻌﻪ ﺷﻮدACI318M اﺳﺘﺎﻧﺪارد9.5.3.6 ﺑﺨﺶ ACI318M اﺳﺘﺎﻧﺪارد9.5.4.1 و9.5.4.2, 9.5.4.3ﻗﺴﻤﺘﻬﺎي .ﻣﺤﺎﺳﺒﻪ ﺷﻮﻧﺪ . ﺑﺎﺷﺪACI 318M اﺳﺘﺎﻧﺪارد9.5.5 ﺧﻤﺶ و ﺑﺎرﻫﺎي ﻣﺤﻮري-8 8. FLEXURE AND AXIAL LOADS ﻓﺮﺿﻴﺎت ﻃﺮاﺣﻲ1-8 8.1 Design Assumptions ACI 318M اﺳﺘﺎﻧﺪارد،10 ﺿﻮاﺑﻂ ﻣﻨﺪرج در ﻓﺼﻞ1-1-8 8.1.1 Provisions of Chapter 10 of ACI 318M shall apply for design of members subject to flexure or axial loads or to combined flexure and axial loads. ﺑﺎﻳﺪ ﺑﺮاي ﻃﺮاﺣﻲ اﻋﻀﺎي ﺗﺤﺖ ﺑﺎرﻫﺎي ﺧﻤﺸﻲ ﻳﺎ ﻣﺤﻮري و ﻳﺎ .ﺗﺮﻛﻴﺐ آﻧﻬﺎ ﺑﻪ ﻛﺎر رود 8.1.2 Strain in reinforcement and concrete shall be assumed directly proportional to the distance from the neutral axis, except that, for deep beams as defined in section 10.7 of ACI 318M, an analysis that considers a nonlinear distribution of strain shall be used. Alternatively, it shall be permitted to use a strut-and-tie model. ﻛﺮﻧﺶ در آرﻣﺎﺗﻮرﻫﺎ و ﺑﺘﻦ ﻣﺴﺘﻘﻴﻤﺎً ﻣﺘﻨﺎﺳﺐ ﺑﺎ ﻓﺎﺻﻠﻪ2-1-8 8.1.3 Maximum usable strain at extreme concrete compression fiber shall be assumed equal to 0.003. ﺣﺪاﻛﺜﺮ ﻛﺮﻧﺶ ﻗﺎﺑﻞ اﺳﺘﻔﺎده در دورﺗﺮﻳﻦ ﺗﺎر ﻓﺸﺎري3-1-8 8.1.4 Stress in reinforcement below fy shall be taken as Es times steel strain. For strains greater than that corresponding to fy, stress in reinforcement shall be considered independent of اﻳﻦ ﺗﻨﺶ، ﺑﺎﺷﺪfy ﭼﻨﺎﻧﭽﻪ ﺗﻨﺶ در آرﻣﺎﺗﻮرﻫﺎ ﻛﻤﺘﺮ از4-1-8 ﺑﻪ ﺟﺰ ﺑﺮاي ﺗﻴﺮﻫﺎي ﻋﻤﻴﻖ ﺗﻌﺮﻳﻒ،از ﺗﺎر ﺧﻨﺜﻲ ﻓﺮض ﻣﻲﺷﻮد ﻛﻪ ﺑﺮاي آﻧﻬﺎ،ACI 318M اﺳﺘﺎﻧﺪارد10.7 ﺷﺪه در ﻗﺴﻤﺖ ﺑﺠﺎي اﻳﻦ روش.ﺑﺎﻳﺪ ﺗﺤﻠﻴﻞ ﻏﻴﺮﺧﻄﻲ ﻛﺮﻧﺶ اﻧﺠﺎم ﮔﻴﺮد .ﻣﻲﺗﻮان از ﻣﺪل ﺧﺮﭘﺎﻳﻲ اﺳﺘﻔﺎده ﻧﻤﻮد . ﻓﺮض ﻧﻤﻮد0/003 ﺑﺘﻦ را ﻣﻲﺗﻮان ﺑﺮاﺑﺮ ﺑﺮاي ﻛﺮﻧﺸﻬﺎي. در ﻛﺮﻧﺶ ﻓﻮﻻد ﺑﺎﺷﺪEs ﺑﺎﻳﺪ ﺑﺮاﺑﺮ ﺣﺎﺻﻠﻀﺮب ﺗﻨﺶ در آرﻣﺎﺗﻮرﻫﺎ ﺑﺎﻳﺪ ﺑﻪ،fy ﺑﺰرﮔﺘﺮ از ﻛﺮﻧﺶ ﻫﺎي ﻣﺘﻨﺎﻇﺮ 37 Nov. 2008 / 1387 آذر strain and equal to fy. IPS-E-CE-200(1) . در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮدfy ﺻﻮرت ﻣﺴﺘﻘﻞ از ﻛﺮﻧﺶ و ﺑﺮاﺑﺮ 8.1.5 Tensile strength of concrete shall be neglected in axial and flexural calculations of reinforced concrete, except when meeting requirements of 18.4 of ACI 318. ﺑﺎﻳﺪ از، در ﻣﺤﺎﺳﺒﺎت ﻣﺤﻮري وﺧﻤﺸﻲ ﺑﺘﻦ ﻣﺴﻠﺢ5-1-8 8.1.6 The relationship between concrete compressive stress distribution and concrete strain shall be assumed to be rectangular, trapezoidal, parabolic, or any other shape that results in prediction of strength in substantial agreement with results of comprehensive tests. راﺑﻄﻪ ﺑﻴﻦ ﺗﻮزﻳﻊ ﻓﺸﺎر ﺑﺘﻦ و ﻛﺮﻧﺶ ﺑﺘﻦ را ﻣﻲﺗﻮان ﺑﻪ6-1-8 ﺑﻪ ﺟﺰ در ﻣﻮاردي ﻛﻪ،ﻣﻘﺎوﻣﺖ ﻛﺸﺸﻲ ﺑﺘﻦ ﺻﺮﻓﻨﻈﺮ ﻧﻤﻮد . ﺑﻴﺎن ﻧﻤﻮده اﺳﺖACI 318M, 18.4 اﻟﺰاﻣﺎت ﺑﻨﺪ ﺳﻬﻤﻲ ﻳﺎ ﺳﺎﻳﺮ اﺷﻜﺎل ﻓﺮض ﻧﻤﻮد، ذوزﻧﻘﻪاي،ﺻﻮرت ﻣﺴﺘﻄﻴﻠﻲ ﻛﻪ ﻣﻮﺟﺐ ﺳﺎزﮔﺎري ﻧﺘﺎﻳﺞ آزﻣﺎﻳﺸﺎت ﺟﺎﻣﻊ ﺑﺎ ﻣﻘﺎدﻳﺮ ﻣﻘﺎوﻣﺖ .ﭘﻴﺶﺑﻴﻨﻲ ﺷﺪه ﺷﻮد ﻛﺎرﺑﺮد ﻛﺎﻣﭙﻴﻮﺗﺮ در ﻃﺮاﺣﻲ2-8 8.2 Use of Computer in Design ﻫﻨﮕﺎﻣﻲ ﻛﻪ از ﻃﺮف، ﻣﺤﺎﺳﺒﺎت ﻣﺮﺑﻮط ﺑﻪ ﻃﺮاﺣﻲ1-2-8 8.2.1 Calculations pertinent to design shall be filed with the drawings when required by the AR(1). When computer programs are used, design assumptions and identified input and output data may be submitted in lieu of calculations. ﺑﺎﻳﺪ ﻫﻤﺮاه ﺑﺎ ﻧﻘﺸﻪ ﻫﺎ اراﺋﻪ،ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ درﺧﻮاﺳﺖ ﺷﻮد ، ﻫﻨﮕﺎﻣﻲﻛﻪ از ﺑﺮﻧﺎﻣﻪ ﻫﺎي ﻛﺎﻣﭙﻴﻮﺗﺮي اﺳﺘﻔﺎده ﻣﻲﺷﻮد.ﺷﻮﻧﺪ ﻓﺮﺿﻴﺎت ﻃﺮاﺣﻲ و اﻃﻼﻋﺎت ورودي و ﺧﺮوﺟﻲ ﺑﺮﻧﺎﻣﻪ را ﻣﻲﺗﻮان .ﺑﻪ ﺟﺎي ﻣﺤﺎﺳﺒﺎت اراﺋﻪ ﻧﻤﻮد 8.2.2 When a computer program has been used by the designer, only skeleton data(2) should normally be required. ﭼﻨﺎﻧﭽﻪ ﻃﺮاح از ﻳﻚ ﺑﺮﻧﺎﻣﻪ ﻛﺎﻣﭙﻴﻮﺗﺮي ﺑﺮاي اﻧﺠﺎم2-2-8 8.2.2.1 Input data should be identified as to member designation, applied loads, and span lengths, etc. ، دادهﻫﺎي ورودي ﺑﺎﻳﺪ ﺷﺎﻣﻞ ﻣﺸﺨﺼﺎت اﻋﻀﺎ1-2-2-8 8.2.2.2 Output data should include member designation and the shears, moments, and reactions at key points in the span. ، دادهﻫﺎي ﺧﺮوﺟﻲ ﺑﺎﻳﺪ ﺷﺎﻣﻞ ﻣﺸﺨﺼﻪ اﻋﻀﺎ2-2-2-8 8.2.2.3 Output data for column design, shall include moment magnification factors, where applicable. دادهﻫﺎي ﺧﺮوﺟﻲ ﺑﺎﻳﺪ ﺷﺎﻣﻞ، ﺑﺮاي ﻃﺮاﺣﻲ ﺳﺘﻮﻧﻬﺎ3-2-2-8 ( ﻣﻮرد2)ﻣﺤﺎﺳﺒﺎت اﺳﺘﻔﺎده ﻣﻲﻛﻨﺪ ﺗﻨﻬﺎ اراﺋﻪ دادهﻫﺎي ﺳﺎﺧﺘﺎري .ﻧﻴﺎز ﻣﻲ ﺑﺎﺷﺪ .ﻣﻘﺎدﻳﺮ ﺑﺎرﻫﺎي وارده و ﻃﻮل دﻫﺎﻧﻪﻫﺎ و ﻏﻴﺮه ﺑﺎﺷﺪ ﻟﻨﮕﺮ و ﻋﻜﺲاﻟﻌﻤﻠﻬﺎي اﻳﺠﺎد ﺷﺪه در ﻧﻘﺎط ﻣﻬﻢ،ﻣﻘﺎدﻳﺮ ﺑﺮش .در ﻃﻮل دﻫﺎﻧﻪﻫﺎ ﺑﺎﺷﺪ .ﺿﺮاﻳﺐ ﺗﺸﺪﻳﺪ ﻟﻨﮕﺮ ﻧﻴﺰ ﺑﺎﺷﺪ = ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎAR (1 1) AR = Authorized Representative of the Owner. ( دادهﻫﺎي ﺳﺎﺧﺘﺎري ﻣﺘﺸﻜﻞ از دادهﻫﺎي ورودي و2 2) Skeleton data consist of sufficient input and output data and other information to allow the AR to perform a detailed review and make comparisons using other program and manual calculations. ﺧﺮوﺟﻲ ﻛﺎﻓﻲ و ﺳﺎﻳﺮ اﻃﻼﻋﺎﺗﻲ ﻣﻲﺑﺎﺷﺪ ﻛﻪ ﺑﻪ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ اﺟﺎزه ﻣﻲدﻫﺪ ﺗﺎ ﻳﻚ ﺑﺎزﻧﮕﺮي ﺟﺰﺋﻲ و ﻣﻘﺎﻳﺴﻪاي را .ﺑﺎ اﺳﺘﻔﺎده از ﻣﺤﺎﺳﺒﺎت دﺳﺘﻲ و راﻳﺎﻧﻪاي اﻧﺠﺎم دﻫﺪ ﺗﺤﻠﻴﻞ ﻣﺪل3-8 8.3 Model Analysis Model analysis may be used to supplement structural analysis and design calculations. ﺑﺮاي ﺗﻜﻤﻴﻞ ﻣﺤﺎﺳﺒﺎت ﺗﺤﻠﻴﻞ و ﻃﺮاﺣﻲ ﻣﻲﺗﻮان از ﻣﺪل .ﺗﺤﻠﻴﻠﻲ اﺳﺘﻔﺎده ﻧﻤﻮد 8.3.1 Documentation of the model analysis should be provided with the related calculations. ﻣﺴﺘﻨﺪات ﺗﺤﻠﻴﻞ ﻣﺪل ﺑﺎﻳﺪ ﻫﻤﺮاه ﻣﺤﺎﺳﺒﺎت ﻣﺮﺑﻮﻃﻪ1-3-8 .ﺗﻬﻴﻪ ﺷﻮﻧﺪ 38 Nov. 2008 / 1387 آذر ﺗﺤﻠﻴﻞ ﻣﺪل ﺑﺎﻳﺪ ﺗﻮﺳﻂ ﻣﻬﻨﺪس و ﻳﺎ ﻣﻌﻤﺎر ﺑﺎ ﺗﺠﺮﺑﻪ2-3-8 8.3.2 Model analysis should be performed by an engineer or architect having experience in this technique. 8.4 Special Provisions Resistance for IPS-E-CE-200(1) .در اﻳﻦ زﻣﻴﻨﻪ ﺻﻮرت ﮔﻴﺮد ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ زﻟﺰﻟﻪ4-8 Earthquake ﺧﻄﺮ زﻟﺰﻟــﻪﺧﻴﺰي ﻳﻚ ﻣﻨﻄﻘــــﻪ ﺑﺮاي ﺳﺎﺧﺘﻤﺎﻧﻬﺎي1-4-8 8.4.1 Seismic risk level of a region shall be determined by standard No.2800-05 BHRC-PNS 253. Procedure of design shall be in accordance with ACI 318M, Chapter 21 "Special Provisions for Seismic Design". ﻣﺮﻛﺰ253- )ﻧﺸﺮﻳﻪ ض2800 ﻣﻌﻤﻮﻟﻲ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس آﻳﻴﻦ ﻧﺎﻣﻪ ﺗﺤﻘﻴﻘﺎت ﺳﺎﺧﺘﻤﺎن و ﻣﺴﻜـــــﻦ اﻳﺮان( و ﺑـﺮاي ﺳﺎﺧﺘﻤﺎﻧﻬﺎي آﻳﻴﻦ ﻧـــﺎﻣﻪ21 ﺻﻨﻌﺘﻲ و ﺗﺄﺳﻴﺴــــﺎت ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﻓﺼــﻞ . ) ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي ﻃـــﺮاﺣﻲ ﻟـﺮزه اي( ﺑﺎﺷﺪACI318M ﺗﺤﻠﻴﻞ ﺗﻮﺳﻂ ﻣﺤﺎﺳﺒﻪ5-8 8.5 Analysis by Calculation ﻋﻤﻮﻣﻲ1-5-8 8.5.1 General ﺗﺤﻠﻴﻞ ﺑﺎﻳﺪ ﺑﺮاي ﺗﻤﺎم ﺑﺎرﻫﺎي اﺻﻠﻲ ﻗﺎﺑﻞ اﻧﺘﻈﺎر در دوران ﺳﺨﺘﻲ و ﭘﺎﻳﺪاري،ﺳﺎﺧﺖ و ﺑﻬﺮهﺑﺮداري ﺳﺎزه ﺻﻮرت ﭘﺬﻳﺮد ﺗﺄﺛﻴﺮات ﻧﺎﺷﻲ از ﺧﺰش و ﺑﺎز ﺗﻮزﻳﻊ آن،ﺳﺎزه و در ﻣﻮارد ﺧﺎص .روي ﺳﺎزه ﺑﺎﻳﺪ در ﻣﺤﺎﺳﺒﺎت ﻣﻨﻈﻮر ﺷﻮد An analysis shall be carried out for all major loads which may be expected to occur during the construction and service life of a building, its stiffness, structural stability and, in certain cases, the adverse redistribution of action effects due to creep also being taken into account. ﻣﺤﺎﺳﺒﻪ ﺗﺄﺛﻴﺮات ﻧﻴﺮوﻫﺎي ﻣﺴﺘﻘﻴﻢ2-5-8 8.5.2 Calculation of resistance action-effects 8.5.2.1 Analysis shall be based on the assumption of imposed loads on their most unfavorable arrangement, this being determined with the aid of influence lines, where appropriate. If, however, buildings may be taken to be subjected to uniformly distribute imposed loads, it is sufficient to base calculations on the assumption that each span is subjected to a full load in its most unfavorable configuration, the loading pattern changing from span to span. ﺗﺤﻠﻴﻞ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﻓﺮض ﺑﺎرﻫﺎي زﻧﺪه در ﺑﺪﺗﺮﻳﻦ1-2-5-8 8.5.2.2 The method of analysis of statically indeterminate structures may be by elastic analysis. روش ﺗﺤﻠﻴﻞ ﺳﺎزهﻫﺎي ﻧﺎﻣﻌﻴﻦ اﺳﺘﺎﺗﻴﻜﻲ ﻣﻲﺗﻮاﻧﺪ2-2-5-8 8.5.2.3 In all calculations a Poissons’ ratio µ, equal to 0.2 shall be assumed. 0/2 ﺑﺎﻳﺪµ در ﺗﻤﺎم ﻣﺤﺎﺳﺒﺎت ﺿﺮﻳﺐ ﭘﻮاﺳﻮن3-2-5-8 8.5.2.4 The coefficient of thermal expansion and contraction for normal weight concrete may be taken as 1.2 × 10-5 per °C. ﺿﺮﻳﺐ اﻧﺒﺴﺎط و اﻧﻘﺒﺎض ﺣﺮارﺗﻲ ﺑﺮاي ﺑﺘﻦ ﺑﺎ وزن4-2-5-8 8.5.2.5 Thermal and shrinkage coefficient for lowdensity concrete shall be determined for the type of low-density aggregate used. ﺿﺮﻳﺐ اﻓﺖ و ﺣﺮارت ﺑﺮاي ﺑﺘﻦ ﺑﺎ ﭼﮕﺎﻟﻲ ﻛﻢ5-2-5-8 ﻣﻮﻗﻌﻴﺖ و در ﻣﻮاﻗﻊ ﻟﺰوم ﺑﻪ ﻛﻤﻚ ﺗﺮﺳﻴﻢ ﺧﻄﻮط ﺗﺄﺛﻴﺮ ﺻﻮرت ﺑﺎ اﻳﻦ ﺣﺎل ﭼﻨﺎﻧﭽﻪ ﺳﺎﺧﺘﻤﺎﻧﻬﺎ در ﻣﻌﺮض ﺑﺎرﻫﺎي زﻧﺪه.ﮔﻴﺮد ﻛﺎﻓﻲ اﺳﺖ ﻛﻪ ﻣﺤﺎﺳﺒﺎت ﺑﺮاﺳﺎس،ﮔﺴﺘﺮده ﻳﻜﻨﻮاﺧﺖ ﺑﺎﺷﻨﺪ ﻓﺮض اﻳﻦ ﻛﻪ ﻫﺮ دﻫﺎﻧﻪ ﺑﺎ ﺣﺪاﻛﺜﺮ ﺑﺎر و ﺑﺎ ﺑﺪﺗﺮﻳﻦ آراﻳﺶ ﻣﻤﻜﻦ اﻟﮕﻮي ﺑﺎرﮔﺬاري از دﻫﺎﻧﻪ ﺑﻪ. اﻧﺠﺎم ﺷﻮد،ﺑﺎرﮔﺬاري ﺷﺪه اﺳﺖ .دﻫﺎﻧﻪ دﻳﮕﺮ ﻣﺘﻐﻴﺮ اﺳﺖ .ﺗﺤﻠﻴﻞ اﻻﺳﺘﻴﻚ ﺑﺎﺷﺪ .ﻟﺤﺎظ ﺷﻮد ﺑﺮ درﺟﻪ ﺳﺎﻧﺘﻴﮕﺮاد در1/2×10-5 ﻣﻌﻤﻮﻟﻲ را ﻣﻲﺗﻮان ﺑﻪ ﺻﻮرت .ﻧﻈﺮ ﮔﺮﻓﺖ ﺗﻌﻴﻴﻦ،ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﻧﻮع ﺳﻨﮕﺪاﻧﻪ ﺳﺒﻜﻲ ﻛﻪ اﺳﺘﻔﺎده ﺷﺪه .ﺷﻮد ﻣﺤﺎﺳﺒﻪ ﺗﺄﺛﻴﺮات ﻧﻴﺮوﻫﺎي ﻏﻴﺮﻣﺴﺘﻘﻴﻢ3-5-8 8.5.3 Calculation of indirect action-effects ﺗﻐﻴﻴﺮات، در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﺗﺄﺛﻴﺮات ﻧﺎﺷﻲ از اﻓﺖ ﺑﺘﻦ1-3-5-8 8.5.3.1 Consideration of the influence of shrinkage, temperature gradients and the settlement of columns, etc. is mandatory if their ﻧﺸﺴﺖ ﺳﺘﻮﻧﻬﺎ و ﻏﻴﺮه اﻟﺰاﻣﻲ اﺳﺖ اﮔﺮ ﺗﺎﺛﻴﺮات،درﺟﻪ ﺣﺮارت اﻟﺰاﻣﻲ اﺳﺖ و اﮔﺮ،آﻧﻬﺎ در ﺟﻬﺖ ﻛﺎﻫﺶ ﻧﺘﺎﻳﺞ ﺗﺤﻠﻴﻞ ﺑﺎﺷﺪ 39 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) effect on the analysis is adverse and optional if their effect is beneficial. Where the effect is beneficial consideration of reduced stiffness as a result of cracking is optional, whilst this is obligatory where the effect is unfavorable. Any reduction in the indirect action-effects as a result of creep may be taken into account. ،ﺗﺎﺛﻴﺮ آﻧﻬﺎ در ﺟﻬﺖ اﻓﺰاﻳﺶ و ﺑﻬﺒﻮد ﻧﺘﺎﻳﺞ ﺗﺤﻠﻴﻞ ﺑﺎﺷﺪ در ﻣﻮارديﻛﻪ در ﻧﻈﺮﮔﺮﻓﺘﻦ اﺛﺮ ﺳﻮدﻣﻨﺪ.اﺧﺘﻴﺎري اﺳﺖ ،ﺗﺎًﺛﻴﺮات ﺑﺎ ﻛﺎﻫﺶ ﺳﺨﺘﻲ ﺑﻪدﻟﻴﻞ ﺗﺮكﺧﻮردن ﺗﻮام اﺳﺖ در ﺣﺎﻟﻴﻜﻪ در ﻣﻮارد اﺛﺮ ﮔﺬاري ﻧﺎﻣﻄﻠﻮب در.اﺧﺘﻴﺎري اﺳﺖ ﻫﺮﮔﻮﻧﻪ ﻛﺎﻫﺶ ﺗﺄًﺛﻴﺮات.ﻧﻈﺮﮔﺮﻓﺘﻦ آﻧﻬﺎ اﺟﺒﺎري ﻣﻲﺑﺎﺷﺪ ﻧﻴﺮوﻫﺎي ﻏﻴﺮﻣﺴﺘﻘﻴﻢ ﺑﺎﻳﺪ ﺑﻪﻋﻨﻮان اﺛﺮات ﺧﺰش ﻣﺪﻧﻈﺮ ﻗﺮار .ﮔﻴﺮد 8.5.3.2 If structures are divided into sufficiently short sections by joints, the influence of creep, shrinkage and differences in temperature may generally be neglected. اﮔﺮ ﺳﺎزهﻫﺎ ﺗﻮﺳﻂ درزﻫﺎﻳﻲ ﺑﻪ ﺑﺨﺸﻬﺎي ﻛﻮﭼﻚ2-3-5-8 8.6 Distribution of Flexural Reinforcement in Beams and One-Way Slabs for Crack Control ﺗﻮزﻳﻊ آرﻣﺎﺗﻮرﻫﺎي ﺧﻤﺸﻲ در ﺗﻴﺮﻫﺎ و داﻟﻬﺎي6-8 8.6.1 Distribution of flexural reinforcement in two way slabs shall be as required by Section 13.3 of ACI 318M. ﺗﻮزﻳﻊ آرﻣﺎﺗﻮرﻫﺎي ﺧﻤﺸﻲ در داﻟﻬﺎي دوﻃﺮﻓﻪ ﺑﺎﻳﺪ1-6-8 8.6.2 Flexural tension reinforcement shall be well distributed within maximum flexural tension zones of a member cross section as required by Clause 8.6.3. آرﻣﺎﺗﻮرﻫﺎي ﻛﺸﺸﻲ ﻧﺎﺷﻲ از ﺧﻤﺶ ﺑﺎﻳﺪ ﺑﺼﻮرت2-6-8 اﻓﺖ و اﺧﺘﻼف در دﻣﺎ،ﺗﻘﺴﻴﻢ ﺷﻮﻧﺪ ﻣﻌﻤﻮ ًﻻ از اﺛﺮ ﺧﺰش .ﻣﻲﺗﻮان ﺻﺮﻓﻨﻈﺮ ﻛﺮد ﻳﻜﻄﺮﻓﻪ ﺑﺮاي ﻛﻨﺘﺮل ﺗﺮك . را ﺑﺮآورده ﺳﺎزدACI 318M اﺳﺘﺎﻧﺪارد13.3 اﻟﺰاﻣﺎت ﺑﺨﺶ ﻣﻨﺎﺳﺐ در ﻣﺤﻠﻬﺎي ﺑﺎ ﺣﺪاﻛﺜﺮ ﻛﺸﺶ ﻧﺎﺷﻲ از ﺧﻤﺶ ﻣﻄﺎﺑﻖ . در ﻣﻘﻄﻊ ﻋﻀﻮ ﺗﻮزﻳﻊ ﺷﻮد3-6-8 ﺑﻨــﺪ s ، ﻓﺎﺻﻠﻪ ﺑﻴﻦ ﻧﺰدﻳﻜﺘﺮﻳﻦ آرﻣﺎﺗﻮرﻫﺎ ﺑﻪ وﺟﻪ ﻛﺸﺸﻲ3-6-8 8.6.3 The spacing of reinforcement closest to the tension face, s shall not exceed that given by: s 380( :ﻧﺒﺎﻳﺪ از ﻣﻘﺪار ﺗﻌﻴﻴﻦ ﺷﺪه ﺗﻮﺳﻂ راﺑﻄﻪ زﻳﺮ ﻓﺮاﺗﺮ رود 280 s 380( ) 2.5C c fs 280 ) 2.5C c fs در اﻳﻦ. ﺑﺰرﮔﺘﺮ ﺷﻮد300(280/fs) در ﻫﺮ ﺻﻮرت ﻧﺒﺎﻳﺪ از ﻣﻘﺪار ﺣﺪاﻗﻞ ﻓﺎﺻﻠﻪ از ﺳﻄﺢ ﺑﻴﺮوﻧﻲ آرﻣﺎﺗﻮرﻫﺎ ﻳﺎ ﻓﻮﻻدﻫﺎيCc رواﺑﻂ اﮔﺮ ﺗﻨﻬﺎ ﻳﻚ آرﻣﺎﺗﻮر ﻳﺎ.ﭘﻴﺶﺗﻨﻴﺪﮔﻲ ﺗﺎ وﺟﻪ ﻛﺸﺸﻲ ﻣﻲﺑﺎﺷﺪ ،ﻣﻔﺘﻮل ﻛﻤﺘﺮﻳﻦ ﻓﺎﺻﻠﻪ را ﺗﺎ دورﺗﺮﻳﻦ وﺟﻪ ﻛﺸﺸﻲ داﺷﺘﻪ ﺑﺎﺷﺪ ﻣﻮرد اﺳﺘﻔﺎده در راﺑﻄﻪ ﺑﺮاﺑﺮ ﻋﺮض دورﺗﺮﻳﻦ وﺟﻪ ﻛﺸﺸﻲs .ﺧﻮاﻫﺪ ﺑﻮد در ﻧﺰدﻳﻜﺘﺮﻳﻦ آرﻣﺎﺗﻮر ﺑﻪ وﺟﻪ ﻛﺸﺸﻲ درfs ﺗﻨﺶ ﻣﺤﺎﺳﺒﺎﺗﻲ ﺣﺎﻟﺖ ﺑﺎر ﺑﻬﺮهﺑﺮداري ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﻟﻨﮕﺮ ﺑﺪون ﺿﺮﻳﺐ ﻣﺤﺎﺳﺒﻪ . ﻗﺮار داد2/3fy راfs ﻣﻲﺗﻮان،ﺷﻮد But not greater than 300(280/fs), where Cc is the least distance from surface of reinforcement or prestressing steel to the tension face. If there is only one bar or wire nearest to the extreme tension face, s is the width of the extreme tension face. Calculated stress fs in reinforcement closest to the tension face at service load shall be computed based on the unfactored moment. It shall be permitted to take fs as 2/3fy. ﻣﻤﻜﻦ اﺳﺖ ﺑﺮاي3-6-8 ﺿﻮاﺑﻂ ﻣﻨﺪرج در ﺑﻨﺪ4-6-8 8.6.4 Provisions of Clause 8.6.3 may not be sufficient for structures subject to very aggressive exposure or designed to be water tight. For such structures, special investigations and precautions are required. ﺳﺎزهﻫﺎﻳﻲ ﻛﻪ در ﻣﻌﺮض ﺷﺮاﻳﻂ ﺧﻮردﮔﻲ ﺷﺪﻳﺪ ﻗﺮار داﺷﺘﻪ ﻳﺎ . ﻛﺎﻓﻲ ﻧﺒﺎﺷﺪ،ﺳﺎزهﻫﺎﻳﻲ ﻛﻪ ﺑﻪ ﻋﻨﻮان آب ﺑﻨﺪ ﻃﺮاﺣﻲ ﻣﻲﺷﻮﻧﺪ ﺑﺮاي ﭼﻨﻴﻦ ﺳﺎزهﻫﺎﻳﻲ ﺑﺮرﺳﻲ و ﻣﺮاﻗﺒﺘﻬﺎي ﺧﺎﺻﻲ ﻣﻮرد ﻧﻴﺎز .اﺳﺖ ﺷﻜﻞ ﺗﺤﺖ ﻛﺸﺶT در ﺷﺮاﻳﻄﻲ ﻛﻪ ﺑﺎل ﺗﻴﺮﻫﺎي5-6-8 8.6.5 Where flanges of T-beam construction are in tension, part of the flexural tension reinforcement 40 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) shall be distributed over an effective flange width equal to 1/10 the span. If the effective flange width exceeds 1/10 the span, some longitudinal reinforcement shall be provided in the outer portions of the flange. ﻗﺴﻤﺘﻲ از آرﻣﺎﺗﻮرﻫﺎي ﻛﺸﺸﻲ ﻧﺎﺷﻲ از ﺧﻤﺶ ﺑﺎﻳﺪ در،ﺑﺎﺷﺪ .ﻋﺮض ﻣﻮﺛﺮ ﺑﺎل ﻣﻌﺎدل ﻳﻚدﻫﻢ ﻃﻮل دﻫﺎﻧﻪ ﺗﻮزﻳﻊ ﺷﻮﻧﺪ ،ﭼﻨﺎﻧﭽﻪ ﻋﺮض ﻣﻮﺛﺮ ﺑﺎل ﺑﺰرﮔﺘﺮ از ﻳﻚدﻫﻢ ﻃﻮل دﻫﺎﻧﻪ ﺷﻮد .ﺑﺎﻳﺪ ﺗﻌﺪادي آرﻣﺎﺗﻮر ﻃﻮﻟﻲ در ﻗﺴﻤﺘﻬﺎي ﺧﺎرﺟﻲ ﺑﺎل ﻗﺮار داد 8.6.6 Where h of a beam or joist exceeds 900 mm, longitudinal skin reinforcement shall be uniformly distributed along both side faces of the member. Skin reinforcement shall extend for a distance h /2 from the tension face. The spacing s shall be as provided in 8.6.3, where Cc is the least distance from the surface of the skin reinforcement or prestressing steel to the side face. It shall be permitted to include such reinforcement in strength computations if a strain compatibility .analysis is made to determine stress in the individual bars or wires. ﻣﻴﻠﻴﻤﺘﺮ900 ﻳﻚ ﺗﻴﺮ ﻳﺎ ﺗﻴﺮﭼﻪ ازh درﻣﻮاردﻳﻜﻪ6-6-8 8.7 Shrinkage and Temperature Reinforcement آرﻣﺎﺗﻮر اﻓﺖ و ﺣﺮارت7-8 8.7.1 Reinforcement for shrinkage and temperature stresses normal to flexural reinforcement shall be provided in structural slabs where the flexural reinforcement extends in one direction only. در داﻟﻬﺎي ﻳﻜﻄﺮﻓﻪ ﻛﻪ آرﻣﺎﺗﻮرﻫﺎي ﺧﻤﺸﻲ آﻧﻬﺎ ﺗﻨﻬﺎ1-7-8 8.7.1.1 Shrinkage and temperature reinforcement shall be provided in accordance with either Subclause 8.7.2 or 8.7.3. آرﻣﺎﺗﻮرﻫﺎي اﻓﺖ و ﺣﺮارت ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﺎ ﺿﻮاﺑﻂ1-1-7-8 8.7.2 Deformed reinforcement conforming to IPSC-CE-200 used for shrinkage and temperature reinforcement shall be provided in accordance with the following: آرﻣﺎﺗﻮرﻫﺎي آﺟﺪار ﻣﻮرد اﺳﺘﻔﺎده ﺑﺮاي آرﻣﺎﺗﻮر اﻓﺖ و2-7-8 8.7.2.1 Area of shrinkage and temperature reinforcement shall provide at least the following ratios of reinforcement area to gross concrete area, but not less than 0.0014: ﻧﺴﺒﺖ ﺳﻄﺢ ﻣﻘﻄﻊ آرﻣﺎﺗﻮر اﻓﺖ و ﺣﺮارت ﺑﻪ ﺳﻄﺢ1-2-7-8 آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ ﺟﺪاري ﺑﺎﻳﺪ بﻃﻮر ﻳﻜﻨﻮاﺧﺖ در،ﺑﻴﺸﺘﺮ ﺷﻮد ﺑﺎﻳﺪ آرﻣﺎﺗﻮرﻫﺎي ﺟﺪاري ﺑﻪ.راﺳﺘﺎي ﻫﺮ دو وﺟﻪ ﺗﻮزﻳﻊ ﺷﻮﻧﺪ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖs ﻓﺎﺻﻠﻪ. از وﺟــﻪ ﻛﺸﺸﻲ اﻣﺘﺪاد ﻳﺎﺑﺪh /2 اﻧﺪازه ﺣﺪاﻗﻞ ﻓﺎﺻﻠﻪ از ﺳﻄﺢ ﺑﻴﺮوﻧﻲCc ﺗﻌﻴﻴﻦ ﺷﻮد ﻛﻪ3-6-8 ﺑﻨــﺪ آرﻣﺎﺗﻮرﻫﺎي ﺟﺪاري ﻳﺎ ﻓﻮﻻدﻫﺎي ﭘﻴﺶﺗﻨﻴﺪﮔﻲ ﺗﺎ وﺟﻪ ﻛﻨﺎري ﭼﻨﻴﻦ آرﻣﺎﺗﻮرﻫﺎﻳﻲ را ﺑﻪ ﺷﺮﻃﻲ ﻣﻲﺗﻮان در ﻣﺤﺎﺳﺒﺎت.اﺳﺖ ﻣﻘﺎوﻣﺖ ﻣﻨﻈﻮر ﻛﺮد ﻛﻪ ﻳﻚ ﺗﺤﻠﻴﻞ ﻫﻤﺴﺎزي ﻛﺮﻧﺶ ﺑﺮاي .ﺗﻌﻴﻴﻦ ﺗﻨﺶ در ﻫﺮ ﻳﻚ از ﻣﻴﻠﮕﺮدﻫﺎ ﻳﺎ ﻣﻔﺘﻮﻟﻬﺎ اﻧﺠﺎم ﭘﺬﻳﺮد ﺑﺎﻳﺪ از آرﻣﺎﺗﻮرﻫﺎي ﻣﺮﺑﻮط ﺑﻪ،در ﻳﻚ ﺟﻬﺖ ﻗﺮار ﻣﻲﮔﻴﺮﻧﺪ ﺗﻨﺶ اﻓﺖ و ﺣﺮارت ﻛﻪ ﻋﻤﻮد ﺑﺮ آرﻣﺎﺗﻮرﻫﺎي ﺧﻤﺸﻲ ﻫﺴﺘﻨﺪ .اﺳﺘﻔﺎده ﺷﻮد . ﺗﻌﻴﻴﻦ ﺷﻮﻧﺪ3-7-8 ﻳﺎ2-7-8 ﻳﻜﻲ از ﺑﻨﺪﻫﺎي ﻫﺴﺘﻨﺪ ﺑﺎﻳﺪ ﺑﺮاﺳﺎسIPS-C-CE-200 ﺣﺮارت ﻛﻪ ﻣﻄﺎﺑﻖ :ﺿﻮاﺑﻂ زﻳﺮ ﻣﺤﺎﺳﺒﻪ ﺷﻮﻧﺪ ﻣﻘﻄﻊ ﻛﻞ ﺑﺘﻦ ﺑﺎﻳﺪ ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ ﻧﺴﺒﺘﻬﺎي زﻳﺮ ﺑﺎﺷﺪ اﻣﺎ اﻳﻦ : ﺷﻮد0/0014 ﻧﺴﺒﺖ ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از (1) 350 ﻳﺎ280 اﻟﻒ( داﻟﻬﺎﻳﻲ ﻛﻪ از ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﻧﻮع a) Slabs where grade 280 or 350(1) deformed bars are used ..........................................0.0020. 0/0020 ........................................................... اﺳﺘﻔﺎده ﻣﻲﺷﻮد (1) b) Slabs where Grade 420 deformed bars or welded wire fabric (plain or deformed) are used......................................................... 0.0018 ب( داﻟﻬﺎﻳﻲ ﻛﻪ در آﻧﻬﺎ از ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﻳﺎ ﺷﺒﻜﻪﻫﺎي (ﺟﻮش ﺷـــــﺪه از ﻣﻔﺘﻮل )ﺳﺎده ﻳﺎ آﺟﺪار 0/0018 .......................................................... اﺳﺘﻔﺎده ﻣﻲﺷﻮد c) Slabs where reinforcement with yield stress exceeding 420 MPa measured at a yield strain of 0.35 percent is used 420 MPa ج( داﻟﻬﺎﻳﻲ ﻛﻪ در آﻧﻬﺎ ﺗﻨﺶ ﺗﺴﻠﻴﻢ آرﻣﺎﺗﻮرﻫﺎ از درﺻﺪ ﻣﻲﺑﺎﺷﺪ0/35 ﺑﻴﺸﺘﺮ ﺷﺪه و ﻛﺮﻧﺶ ﺗﺴﻠﻴﻢ آﻧﻬﺎ ﺑﺮاﺑﺮ 0.0018 420 fy ASTM A615M ( ﺑﺮاي ﻣﺸﺨﺼﻪ ﻧﻮع آرﻣﺎﺗﻮرﻫﺎ ﺑﻪ1 1) For designation of grades refer to ASTM A615M. .ﻣﺮاﺟﻌﻪ ﺷﻮد 41 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻓﺎﺻﻠﻪ آرﻣﺎﺗﻮرﻫﺎي اﻓﺖ و ﺣﺮارت ﻧﺒﺎﻳﺪ از ﻫﻴﭽﻜﺪام2-2-7-8 8.7.2.2 Shrinkage and temperature reinforcement shall be spaced not farther apart than five times the slab thickness, nor 450 mm. ﻣﻴﻠﻴﻤﺘﺮ ﺑﻴﺸﺘﺮ450 ﭘﻨﺞ ﺑﺮاﺑﺮ ﺿﺨﺎﻣﺖ دال و،از دو ﻣﻘﺪار .ﺷﻮد 8.7.2.3 At all sections where required, reinforcement for shrinkage and temperature stresses shall develop the specified yield strength fy in tension. در ﻛﻠﻴﻪ ﻣﻘﺎﻃﻊ در ﺻﻮرت ﻧﻴﺎز آرﻣﺎﺗﻮر ﻣﺮﺑﻮط ﺑﻪ3-2-7-8 8.7.3 Prestressing tendons conforming to IPS-M-CE-105(1) used for shrinkage and temperature reinforcement shall be provided in accordance with the following: ﻛﺎﺑﻠﻬﺎي ﭘﻴﺶ ﺗﻨﻴﺪه ﻣﻮرد اﺳﺘﻔﺎده ﺟﻬﺖ آرﻣﺎﺗﻮر اﻓﺖ3-7-8 8.7.3.1 Tendons shall be proportioned to provide a minimum average compressive stress of 0.7 MPa on gross concrete area using effective prestress, after losses, in accordance with Chapter 18 of ACI 318M. ﻛﺎﺑﻠــﻬﺎ ﺑﺎﻳﺪ ﺑـــﻪ ﺻﻮرﺗﻲ ﻃﺮاﺣﻲ و ﺗﻮزﻳﻊ ﺷﻮﻧﺪ1-3-7-8 8.7.3.2 Spacing of tendons shall not exceed 1.8 m. . ﻣﺘﺮ ﺑﺎﺷﺪ1/8 ﻓﺎﺻﻠﻪ ﻛﺎﺑﻠﻬﺎ ﻧﺒﺎﻳﺪ ﺑﻴﺶ از2-3-7-8 8.7.3.3 When spacing of tendons exceeds 1.4 meter, additional bonded shrinkage and temperature reinforcement conforming to Subclause 8.7.2 shall be provided between the tendons at slab edges extending from the slab edge for a distance equal to the tendon spacing. ، ﻣﺘﺮ ﺷﻮد1/4 ﭼﻨﺎﻧﭽﻪ ﻓﺎﺻﻠﻪ ﻛﺎﺑﻠﻬﺎ ﺑﻴﺶ از3-3-7-8 ﻣﺸﺨﺺ ﺷﺪه را درfy ﺗﻨﺶ اﻓﺖ و ﺣﺮارت ﺑﺎﻳﺪ ﻗﺎﺑﻠﻴﺖ اﻧﺘﻘﺎل .ﻛﺸﺶ داﺷﺘﻪ ﺑﺎﺷﺪ ﺑﺎﻳﺪ ﺷﺮاﻳﻂ زﻳﺮ راIPS-M-CE-105 و ﺣﺮارت ﻣﻄﺎﺑﻖ ﺑﺎ ﺑﻨﺪ .ﺑﺮآورده ﺳﺎزﻧﺪ ﻛﻪ ﺑــﺎ اﺳﺘﻔـــﺎده از ﭘﻴﺶ ﺗﻨﺶ ﻣﻮﺛﺮ و ﭘﺲ از رﻫﺎﺳﺎزي ﺑﺘﻮاﻧﻨﺪ ﺣﺪاﻗﻞ ﺗﻨﺶACI 318M اﺳﺘﺎﻧﺪارد18 ﻣﻄﺎﺑﻖ ﻓﺼﻞ را ﺑﺮ ﺳﻄﺢ ﻣﻘﻄﻊ ﻛﻞ ﺑﺘﻦ وارد0.7 MPa ﻣﺘﻮﺳﻄﻲ ﺑﺮاﺑﺮ .ﻛﻨﻨﺪ 2-7-8 آرﻣﺎﺗﻮرﻫﺎي ﺗﻘﻮﻳﺘﻲ اﻓﺖ و ﺣﺮارت ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ ﺑﻨﺪ ﺑﺎﻳﺪ ﺑﻴﻦ ﻛﺎﺑﻠﻬﺎ و ﻟﺒﻪﻫﺎي اﻧﺘﻬﺎﻳﻲ دال ﻗﺮار ﮔﻴﺮد و در ﻃﻮﻟﻲ .ﺑﺮاﺑﺮ ﻓﺎﺻﻠﻪ ﻛﺎﺑﻞ ﺗﺎ ﻟﺒﻪ دال اﻣﺘﺪاد ﻳﺎﺑﺪ ﻓﺎﺻﻠﻪ ﺑﻴﻦ ﻛﺎﺑﻠﻬﺎ در ﻧﻮاﺣﻲ زﻟﺰﻟﻪ ﺧﻴﺰ ﺑﺎﻳﺪ ﻣﻨﻄﺒﻖ4-3-7-8 8.7.3.4 Spacing of tendons in seismic zones shall be according to Chapter 21 of ACI 318M. . ﺑﺎﺷﺪACI 318M اﺳﺘﺎﻧﺪارد21ﺑﺮ ﻓﺼﻞ ﺗﻨﮓﻫﺎ8-8 8.8 Tie Reinforcement 8.8.1 All nonprestressed bars shall be enclosed by lateral ties, at least 10 in size for longitudinal bars 30 or smaller, and at least 15 in sizes for 35, 45, 55 bars, and bundled longitudinal bars. Deformed wire or welded wire fabric of equivalent area is allowed. ﺗﻤﺎم ﻣﻴﻠﮕﺮدﻫﺎي ﻏﻴﺮ ﭘﻴﺶﺗﻨﻴﺪه و ﻣﻴﻠﮕﺮدﻫﺎي ﻃﻮﻟﻲ1-8-8 8.8.2 Vertical spacing of ties shall not exceed 16 longitudinal bar diameters, 48 tie bar or wire diameters, or least dimension of the compression member. ﺑﺮاﺑﺮ16 ﻓﺎﺻﻠﻪ ﻗﺎﺋﻢ ﺗﻨﮕﻬﺎ ﻧﺒﺎﻳﺪ از ﻫﻴﭽﻴﻚ از ﻣﻘﺎدﻳﺮ2-8-8 8.8.3 Ties shall be arranged such that every corner and alternate longitudinal bar shall have lateral support provided by the corner of a tie with an included angle of not more than 135° and no bar shall be farther than 150 mm clear on each side along the tie from such a laterally supported bar. Where longitudinal bars are located around the ﺗﻨﮕﻬﺎ ﺑﺎﻳﺪ ﺑﻪ ﺻﻮرﺗﻲ ﻗﺮارﮔﻴﺮﻧﺪ ﻛﻪ ﻫﺮﻳﻚ از3-8-8 و ﺑﺮاي 10 ﻳﺎ ﻛﻮﭼﻜﺘﺮ ﺑﺎﻳﺪ ﺗﻮﺳﻂ ﺗﻨﮕﻬﺎي ﻋﺮﺿﻲ 30 وﮔﺮوه ﻣﻴﻠﮕﺮدﻫﺎي ﻃﻮﻟﻲ 55، 45، 35 ﻣﻴﻠﮕﺮدﻫﺎي ﻃﻮﻟﻲ اﺳﺘﻔﺎده از آرﻣﺎﺗﻮرﻫﺎي آﺟﺪار ﻳﺎ، اﺳﺘﻔﺎده ﺷﻮد 15 از ﺗﻨﮕﻬﺎي .ﺷﺒﻜﻪ ﻫﺎي ﺟﻮﺷﻲ از ﻣﻔﺘﻮل ﺑﺎ ﺳﻄﺢ ﻣﻘﻄﻊ ﻣﻌﺎدل ﻣﺠﺎز اﺳﺖ ﺑﺮاﺑﺮ ﻗﻄﺮ )ﻣﻴﻠﮕﺮد ﻳﺎ ﻣﻔﺘﻮل( ﺗﻨﮓ ﻳﺎ48 ،ﻗﻄﺮ ﻣﻴﻠﮕﺮد ﻃﻮﻟﻲ .ﻛﻮﭼﻜﺘﺮﻳﻦ ﺑﻌﺪ ﻋﻀﻮ ﻓﺸﺎري ﺑﻴﺸﺘﺮ ﺷﻮد ﻣﻴﻠﮕﺮدﻫﺎي ﮔﻮﺷﻪ و ﺳﺎﻳﺮ آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ داراي اﺗﻜﺎ ﺟﺎﻧﺒﻲ درﺟﻪ ﺑﺎﺷﻨﺪ و ﻫﻴﭻ ﻣﻴﻠﮕﺮدي135 ﺑﻮده و داراي زاوﻳﻪ ﺣﺪاﻛﺜﺮ ﻣﻴﻠﻴﻤﺘﺮ ﻧﺴﺒﺖ ﺑﻪ150 ﻧﺒﺎﻳﺪ ﺑﺎ ﻓﺎﺻﻠﻪ آزاد ﺑﺰرﮔﺘﺮ از در ﻣﻮاردﻳﻜﻪ.ﻣﻴﻠﮕﺮدﻫﺎي ﻣﺠﺎور ﺧﻮد در ﮔﻮﺷﻪ ﺗﻨﮓ واﻗﻊ ﺷﻮﻧﺪ 42 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) perimeter of a circle, a complete circular tie may be used. آرﻣﺎﺗﻮرﻫــﺎي ﻃﻮل ﺣﻮل ﻣﺤﻴﻂ ﻳﻚ داﻳﺮه در ﻣﻘﻄﻊ ﻗﺮار .ﮔﺮﻓﺘــﻪاﻧﺪ اﺳﺘﻔﺎده از ﻳﻚ ﺗﻨﮓ داﻳﺮه اي ﻛﺎﻣﻞ ﻣﺠﺎز ﻣﻲﺑﺎﺷﺪ 8.8.4 Ties shall be located vertically not more than 1/2 a tie spacing above the top of footing or slab in any story, and shall be spaced as provided herein to not more than 1/2 a tie spacing below the lowest horizontal reinforcement in slab or drop panel above. ﻓﺎﺻﻠﻪ ﻗﺎﺋﻢ ﺗﻨﮕﻬﺎ از ﺑﺎﻻي ﭘﻲ ﻳﺎ دال ﻫﺮ ﻃﺒﻘﻪ ﻧﺒﺎﻳﺪ4-8-8 ﻫﻤﭽﻨﻴﻦ ﺗﻨﮕﻬﺎ ﺑﺎﻳﺪ.ﺑﻴﺶ از ﻧﺼﻒ ﻓﺎﺻﻠﻪ ﺗﻨﮕﻬﺎ از ﻳﻜﺪﻳﮕﺮ ﺷﻮد ﺑﻨﺤﻮي ﻗﺮار ﮔﻴﺮﻧﺪ ﻛﻪ ﻓﺎﺻﻠﻪ آﺧﺮﻳﻦ ﺗﻨﮓ از ﭘﺎﺋﻴﻦﺗﺮﻳﻦ آرﻣﺎﺗﻮر از ﻧﺼﻒ،اﻓﻘﻲ دال ﻳﺎ ﻛﺘﻴﺒﻪ ﺳﺮ ﺳﺘﻮن ﻣﺮﺑﻮط ﺑﻪ دال ﻓﻮﻗﺎﻧﻲ .ﻓﺎﺻﻠﻪ ﺗﻨﮕﻬﺎ ﺑﻴﺸﺘﺮ ﻧﺸﻮد 8.8.5 Where beams or brackets frame from four directions into a column, ties may be terminated not more than 80 mm below the lowest reinforcement in shallowest of such beams or brackets. درﻣﻮاردﻳﻜﻪ ﺗﻴﺮﻫﺎ ﻳﺎ دﺳﺘﻜﻬﺎ در ﻫﺮ ﭼﻬﺎر وﺟﻪ ﺳﺘﻮن5-8-8 8.8.6 Ties for seismic regions shall be designed according to Chapter 21 of ACI 318M. ﺗﻨﮕﻬﺎ ﺑﺮاي ﻧﻮاﺣﻲ زﻟﺰﻟﻪ ﺧﻴﺰ ﺑﺎﻳﺪ ﻣﻨﻄﺒﻖ ﺑﺮ ﻓﺼﻞ6-8-8 ﻗﺮار ﮔﺮﻓﺘﻪاﻧﺪ ﻣﻲﺗﻮان از اداﻣﻪ دادن ﺗﻨﮕﻬﺎ در ﻓﺎﺻﻠﻪ ﻛﻤﺘﺮ از ﻣﻴﻠﻴﻤﺘﺮ زﻳﺮ ﭘﺎﻳﻴﻦﺗﺮﻳﻦ ﻣﻴﻠﮕﺮد در ﻛﻢ ﻋﻤﻖﺗﺮﻳﻦ ﺗﻴﺮ ﻳﺎ80 .دﺳﺘﻚ ﺻﺮﻓﻨﻈﺮ ﻛﺮد . ﻃﺮاﺣﻲ ﺷﻮﻧﺪACI 318 M اﺳﺘﺎﻧﺪارد21 ﺑﺮش و ﭘﻴﭽﺶ-9 9. SHEAR AND TORSION ﻋﻤﻮﻣﻲ1-9 9.1 General ﻣﻘﺎوﻣﺖ ﻓﺸﺎري ﺑﺘﻦ ﻧﺒﺎﻳﺪ ﺑﻪ،در ﺗﺤﻠﻴﻞ ﻃﺮاﺣﻲ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ .ﺣﺴﺎب آورده ﺷﻮد The design analysis of shear reinforcement shall not take into account the compressive strength of the concrete. ﭘﻴﭽﺶ1-1-9 9.1.1 Torsion ﻧﻴﺎزي ﺑﻪ ﻛﻨﺘﺮل، ﺷﻜﻞ و ﻏﻴﺮهT ﺗﻴﺮﻫﺎي،( در ﺗﻴﺮﻫﺎ1 1) A check for torsion moments in beams, Tbeams, etc., need not be carried out unless such moments are required for structural stability. ﻣﮕﺮ در ﺻﻮرﺗﻴﻜﻪ ﭼﻨﻴﻦ،ﻟﻨﮕﺮﻫﺎي ﭘﻴﭽﺸﻲ ﻧﻤﻲﺑﺎﺷﺪ .ﻟﻨﮕﺮﻫﺎﻳﻲ در ﭘﺎﻳﺪاري ﺳﺎزه ﻣﻮﺛﺮ ﺑﺎﺷﻨﺪ 2) The torsional stiffness of beams may be neglected for the purpose of the analysis. If it is taken into account, however, allowance shall be made for the fact that in the transition from one state1) to another, cracking causes a greater decrease in torsional stiffness than in bending stiffness. ( ﺑﺮاي ﺗﺤﻠﻴﻞ ﻣﻲﺗﻮان از ﺳﺨﺘﻲ ﭘﻴﭽﺸﻲ ﺗﻴﺮﻫﺎ ﺻﺮﻓﻨﻈﺮ2 ﻛﺮد ﻳﺎ اﮔﺮ ﺳﺨﺘﻲ ﭘﻴﭽﺸﻲ ﺗﻴﺮﻫﺎ در ﻣﺤﺎﺳﺒﺎت ﻣﻨﻈﻮر ﺷﻮد در اﻧﺘﻘﺎل از ﻳﻚ ﺣﺎﻟﺖ ﺑﻪ ﺣﺎﻟﺖ دﻳﮕﺮ اﻳﺠﺎد ﺗﺮك ﺑﺎﻋﺚ ﻛﺎﻫﺶ ﺑﻴﺸﺘﺮ ﺳﺨﺘﻲ ﭘﻴﭽﺸﻲ ﻧﺴﺒﺖ ﺑﻪ ﺳﺨﺘﻲ ﺧﻤﺸﻲ .ﻣﻲﺷﻮد ،ﭼﻨﺎﻧﭽﻪ ﺳﺨﺘﻲ ﭘﻴﭽﺸﻲ در ﺗﺤﻠﻴﻞ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻧﺸﺪه ﺑﺎﺷﺪ ﺑﻪ ﺟﺎي آن ﻟﻨﮕﺮﻫﺎي ﭘﻴﭽﺸﻲ و اﻧﺘﻘﺎل آﻧﻬﺎ ﺑﻪ ﺗﻜﻴﻪﮔﺎه ﺑﺎ .ﭘﻴﺶﺑﻴﻨﻲ ﺟﺰﺋﻴﺎت ﻣﻨﺎﺳﺐ ﻓﻮﻻد ﮔﺬاري ﻣﻨﻈﻮر ﺧﻮاﻫﺪ ﺷﺪ If the analysis does not take account of torsional stiffness, the torsion moments and their transmission to the supports shall instead be taken into account by making suitable reinforcement detailing provisions. : ﻳﺎدآوريﻫﺎ Notes : State 1: Is the state of reinforced concrete assuming full contribution of the concrete in the tension zone. ﺣﺎﻟﺘﻲ از ﺑﺘﻦ ﻣﺴﻠﺢ ﻛﻪ در آن ﻓﺮض ﺑﺮ ﻣﺸﺎرﻛﺖ:ﺣﺎﻟﺖ اول .ﻛﺎﻣﻞ ﺑﺘﻦ در ﻧﺎﺣﻴﻪ ﻛﺸﺸﻲ اﺳﺖ State 2: Is the state of reinforced concrete where the contribution of the concrete in the tension zone is neglected. ﺣﺎﻟﺘﻲ از ﺑﺘﻦ ﻣﺴﻠﺢ ﻛﻪ در آن از ﻣﺸﺎرﻛﺖ ﺑﺘﻦ در:ﺣﺎﻟﺖ دوم .ﻧﺎﺣﻴﻪ ﻛﺸﺸﻲ ﺻﺮﻓﻨﻈﺮ ﻣﻲﺷﻮد 43 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻧﻴﺮوﻫﺎي ﺑﺮﺷﻲ2-1-9 9.1.2 Shear forces 1) The shear forces which play a key role in the calculation of shear stresses and bond stresses in buildings may be determined on the assumption that all spans are fully loaded, any continuity of spans or any restraint being taken into account. ( ﻧﻴﺮوﻫﺎي ﺑﺮﺷﻲ را ﻛﻪ ﻧﻘﺶ ﻛﻠﻴﺪي در ﻣﺤﺎﺳﺒﺎت ﺗﻨﺸﻬﺎي1 2) Where openings, recesses, sharp increases in depth, etc., result in a relatively large local reduction in cross section, the shear forces acting in this reduced cross section shall be calculated on the assumption of the least favorable loading conditions in that section. اﻓﺰاﻳﺶ ﻋﻤﻖ و، ﺗﻮرﻓﺘﮕﻲﻫﺎ،( درﻣﻮاردي ﻛﻪ از ﺑﺎزﺷﻮﻫﺎ2 ﻣﻲﺗﻮان ﺑﺎ،ﺑﺮﺷﻲ و ﺗﻨﺸﻬﺎي ﭘﻴﻮﺳﺘﮕﻲ در ﺳﺎزهﻫﺎ دارﻧﺪ ﻓﺮض اﻳﻦ ﻛﻪ ﺗﻤﺎم دﻫﺎﻧﻪﻫﺎ ﻛﺎﻣﻼً ﺑﺎرﮔﺬاري ﺷﺪه و ﭘﻴﻮﺳﺘﮕﻲ . ﺗﻌﻴﻴﻦ ﻛﺮد،دﻫﺎﻧﻪﻫﺎ و ﻫﺮ ﻧﻮع ﻗﻴﺪ در آﻧﻬﺎ ﻣﻨﻈﻮر ﺷﺪه ﻏﻴﺮه ﻣﻨﺠﺮ ﺑﻪ ﻛﺎﻫﺶ ﻣﻮﺿﻌﻲ ﻧﺴﺒﺘﺎً زﻳﺎد در ﺳﻄﺢ ﻣﻘﻄﻊ ﻧﻴﺮوﻫﺎي ﺑﺮﺷﻲ وارده در اﻳﻦ ﺳﻄﺢ ﻣﻘﻄﻊ ﻛﺎﻫﺶ،ﺷﻮد ﺑﺎﻳﺪ ﺑﺎ ﻓﺮض ﻧﺎﻣﻄﻠﻮبﺗﺮﻳﻦ ﺷﺮاﻳﻂ ﺑﺎرﮔﺬاري در آن،ﻳﺎﻓﺘﻪ . ﻣﺤﺎﺳﺒﻪ ﺷﻮد،ﻣﻘﻄﻊ ﻛﻤﺎﻧﺶ2-9 9.2 Buckling ﻛﻨﺘﺮل ﻛﻤﺎﻧﺶ ﺑﺮاﺳﺎس ﻓﺮض وﺟﻮد ﻫﻤﺰﻣﺎن ﺧﻤﺶ1-2-9 9.2.1 The check for safety against buckling shall be based on an assumption of coexistent skew bending and longitudinal compression, in which the buckling configuration is generally free of torsion. The accidental eccentricities in two directions shall be calculated separately for both main axes and shall be taken into account in combination with the design eccentricity. ﻣﻮرب و ﻓﺸﺎر ﻣﺤﻮري اﻧﺠﺎم ﻣﻲﺷﻮد ﺑﺮاﻳﻦ اﺳﺎس ﻛﻤﺎﻧﺶ ﺧﺮوج از ﻣﺮﻛﺰ ﺗﺼﺎدﻓﻲ در ﻫﺮ دو،ﻣﻌﻤﻮﻻً ﺑﺎ ﭘﻴﭽﺶ ﻧﻤﻲﺑﺎﺷﺪ ﺟﻬﺖ و ﺑﺮاي ﻫﺮ دو ﻣﺤﻮر اﺻﻠﻲ ﺟﺪاﮔﺎﻧﻪ ﻣﺤﺎﺳﺒﻪ ﺷﺪه و ﺑﺎ .ﺧﺮوج از ﻣﺤﻮر ﻃﺮاﺣﻲ ﺗﺮﻛﻴﺐ ﻣﻲﺷﻮد ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ3-9 9.3 Shear Strength 9.3.1 Design of cross sections subject to shear shall be based on: ﻃﺮاﺣﻲ ﺑﺮش ﻣﻘﻄﻊ ﺑﺮاﺳﺎس راﺑﻄﻪ زﻳﺮ ﺻﻮرت1-3-9 Vu ФVn Vu ФVn :ﻣﻲﮔﻴﺮد :ﻛﻪ در راﺑﻄﻪ ﻓﻮق . ﻧﻴﺮوي ﺑﺮﺷﻲ ﺿﺮﻳﺒﺪار ﻣﻘﻄﻊ:Vu ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ اﺳﻤﻲ ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﺑﺎ اﺳﺘﻔﺎده از راﺑﻄﻪ زﻳﺮ:Vn :اﺳﺖ Where: Vu is factored shear force at section considered. Vn is nominal shear strength computed by: Vn = Vc + Vs Vn = Vc + Vs :ﻛﻪ در راﺑﻄﻪ ﻓﻮق . ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ اﺳﻤﻲ ﺗﺄﻣﻴﻦ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ ﻣﻲﺑﺎﺷﺪ:Vc ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ اﺳﻤﻲ ﺗﺄﻣﻴﻦ ﺷﺪه ﺗﻮﺳﻂ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ:Vs .ﻣﻲﺑﺎﺷﺪ Where: Vc is nominal shear strength provided by concrete Vs is nominal shear strength provided by shear reinforcement. ﺑﺮاي ﻣﻘﺎوﻣﺖ ﺗﺄﻣﻴﻦ ﺷﺪه ﺗﻮﺳﻂ ﺑﺘﻦ در اﻋﻀﺎي ﻏﻴﺮ2-3-9 9.3.2 For shear strength provided by concrete for non-prestressed and prestressed members reference is made to Section 11.3 and 11.4 of ACI 318M respectively and for shear strength provided by shear reinforcement to Section 11.5.6 of the same code. 11.4 و11.3 ﭘﻴﺶﺗﻨﻴﺪه و ﭘﻴﺶﺗﻨﻴﺪه ﺑﻪ ﺗﺮﺗﻴﺐ ﺑﻪ ﻗﺴﻤﺘﻬﺎي و ﺑﺮاي ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ ﺗﺄﻣﻴﻦ ﺷﺪهACI 318M اﺳﺘﺎﻧﺪارد ﻫﻤﺎن اﺳﺘﺎﻧﺪارد11.5.6 ﺗﻮﺳﻂ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺑﻪ ﻗﺴﻤﺖ .ﻣﺮاﺟﻌﻪ ﺷﻮد 44 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ و ﭘﻴﭽﺸﻲ ﺗﺮﻛﻴﺐ ﺷﺪه ﺑﺮاي اﻋﻀﺎي4-9 9.4 Combined Shear and Torsion Strength for Non-Prestressed Members with Rectangular or Flanged Sections ﻏﻴﺮﭘﻴﺶﺗﻨﻴﺪه ﺑﺎ ﻣﻘﻄﻊ ﻣﺴﺘﻄﻴﻠﻲ ﻳﺎ ﺑﺎﻟﺪار آﺳﺘﺎﻧﻪ ﭘﻴﭽﺶ1-4-9 9.4.1 Threshold torsion ﻛﻤﺘﺮ از ﻣﻘﺎدﻳﺮ زﻳﺮ ﺑﺎﺷﺪTu ﭼﻨﺎﻧﭽﻪ ﻟﻨﮕﺮ ﭘﻴﭽﺸﻲ ﺿﺮﻳﺒﺪار .ﻣﻲﺗﻮان از اﺛﺮات ﭘﻴﭽﺶ ﺻﺮﻓﻨﻈﺮ ﻛﺮد It shall be permitted to neglect torsion effects if the factored torsional moment Tu is less than: اﻟﻒ( ﺑﺮاي اﻋﻀﺎي ﻏﻴﺮ ﭘﻴﺶ ﺗﻨﻴﺪه (a) For non-prestressed members: A 2 cp Ф 0.083 f c ( ) p cp Ф 0.083 f c ( ،ب( ﺑﺮاي اﻋﻀﺎي ﻏﻴﺮ ﭘﻴﺶﺗﻨﻴﺪه ﻛﻪ ﺗﺤﺖ ﻧﻴﺮوي ﻣﺤﻮري (b) For non-prestressed members subjected to an axial tensile or compressive force: Ф 0.083 f c ( A 2 cp ) p cp :ﻛﺸﺸﻲ ﻳﺎ ﻓﺸﺎري ﻗﺮار دارﻧﺪ Nu A 2 cp ) 1 p cp 0.33A g f c Ф 0.083 f c ( Nu A 2 cp ) 1 p cp 0.33A g f c For members cast monolithically with a slab, the overhanging flange width used in computing Acp and Pcp shall conform to 9.4.2. For a hollow section, Ag shall be used in place of Acp in 9.4.1, and the outer boundaries of the section shall conform to 9.4.2. ،ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ ﺑﻪ ﺻﻮرت ﻳﻜﭙﺎرﭼﻪ ﺑﺎ دال رﻳﺨﺘﻪ ﻣﻲﺷﻮﻧﺪ ﻣﻮردPcp ﻳﺎAcp ﻋﺮض ﻗﺴﻤﺖ ﺑﻴﺮون زده ﺑﺎل ﻛﻪ در ﻣﺤﺎﺳﺒﻪ ﺑﺮاي ﻣﻘﺎﻃﻊ. ﺑﺎﺷﺪ2-4-9 اﺳﺘﻔﺎده ﻗﺮار ﮔﻴﺮد ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﺑﻨﺪ . ﺷﻮدAcp ﺑﺎﻳﺪ ﺟﺎﻳﮕﺰﻳﻦAg ﻣﻘﺪار1-4-9 ﺗﻮﺧﺎﻟﻲ در ﺑﻨﺪ 2-4-9 ﻫﻤﭽﻨﻴﻦ ﺣﺪود ﺧﺎرﺟﻲ ﻣﻘﻄﻊ ﻧﻴﺰ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﺑﻨﺪ .ﺗﻌﻴﻴﻦ ﺷﻮﻧﺪ 9.4.2 For monolithic or fully composite construction, a beam includes that portion of slab on each side of the beam extending a distance equal to the projection of the beam above or below the slab, whichever is greater, but not greater than four times the slab thickness. ﻳﻚ ﺗﻴﺮ، در ﺳﻴﺴﺘﻢﻫﺎي ﻳﻜﭙﺎرﭼﻪ ﻳﺎ ﻛﺎﻣﻼً ﻣﺮﻛﺐ2-4-9 9.4.3 Design of cross sections subject to torsion shall be based on ﻃﺮاﺣﻲ ﻣﻘﺎﻃﻊ در ﻣﻌﺮض ﭘﻴﭽﺶ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس راﺑﻄﻪ3-4-9 Tu ФTn Tu ФTn ﻛﻪ در ﻫﺮ ﺳﻤﺖ ﺗﻴﺮ ﺑﻪ.ﻗﺴﻤﺘﻬﺎﻳﻲ از دال را ﺷﺎﻣﻞ ﻣﻲﺷﻮد اﻧﺪازه ﺑﻴﺮون آﻣﺪﮔﻲ ﺗﻴﺮ در ﺑﺎﻻ ﻳﺎ ﭘﺎﺋﻴﻦ دال ﻣﻲ ﺑﺎﺷﺪ )ﻫﺮ ﻛﺪام ﻛﻪ ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪ( اﻣﺎ اﻳﻦ ﻣﻘﺪار ﻧﺒﺎﻳﺪ از ﭼﻬﺎر ﺑﺮاﺑﺮ .ﺿﺨﺎﻣﺖ دال ﺑﺰرﮔﺘﺮ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد :زﻳﺮ ﺻﻮرت ﭘﺬﻳﺮد :ﻛﻪ در راﺑﻄﻪ ﻓﻮق . ﻟﻨﮕﺮ ﭘﻴﭽﺸﻲ ﺿﺮﻳﺒﺪار در ﻣﻘﻄﻊ:Tu Where: Tu is factored torsional moment at section considered and, ﻟﻨﮕﺮ ﻣﻘﺎوم ﭘﻴﭽﺸﻲ اﺳﻤﻲ ﻣﺤﺎﺳﺒﻪ ﺷﺪه ﺗﻮﺳﻂ راﺑﻄﻪ:Tn ﻟﻨﮕﺮ ﻣﻘﺎوم ﭘﻴﭽﺸﻲ اﺳﻤﻲ ﺗﺄﻣﻴﻦ ﺷﺪهTc ﻛﻪTn = Tc + Ts ACI 318M اﺳﺘﺎﻧﺪارد11.6.3 ﺗﻮﺳﻂ ﺑﺘﻦ ﺑﺮﻃﺒﻖ ﺑﺨﺶ .ﻣﻲﺑﺎﺷﺪ ﻟﻨﮕﺮ ﻣﻘﺎوم ﭘﻴﭽﺸﻲ اﺳﻤﻲ ﺗﺄﻣﻴﻦ ﺷﺪه ﺗﻮﺳﻂ آرﻣﺎﺗﻮر:Ts ACI 318M اﺳﺘﺎﻧﺪارد11.6.3 ﭘﻴﭽﺸﻲ ﻣﻨﻄﺒﻖ ﺑﺮ ﺑﺨﺶ .ﻣﻲﺑﺎﺷﺪ Tn is nominal torsional moment strength computed by Tn = Tc + Ts where Tc is nominal torsional moment strength provided by concrete in accordance with section 11.6.3 of ACI 318M, and Ts is nominal torsional moment strength provided by torsion reinforcement in accordance with Section 11.6.3 of ACI 318M. ﺑﺮش اﺻﻄﻜﺎك5-9 9.5 Shear Friction درﻣﻮاردﻳﻜﻪ اﻧﺘﻘﺎل ﺑﺮش در ﺳﻄﺢ ﻳﻚ ﺻﻔﺤﻪ )ﻣﺎﻧﻨﺪ1-5-9 9.5.1 Where it is appropriate to consider shear 45 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) transfer across a given plane, such as: an existing or potential crack, an interface between dissimilar materials, or an interface between two concretes cast at different times, provisions of Section 11.7 of ACI 318M shall be applied. ﻳﻚ ﺗﺮك ﻣﻮﺟﻮد ﻳﺎ ﺑﺎﻟﻘﻮه ﺑﺎﺷﺪ( ﺗﻤﺎس ﺑﻴﻦ ﺳﻄﻮح ﺑﺎ ﻣﺼﺎﻟﺢ ﻏﻴﺮ ﻣﺸﺎﺑﻪ ﻳﺎ ﺳﻄﺢ ﺗﻤﺎس ﺑﻴﻦ دو ﺑﺘﻦ ﻛﻪ در زﻣﺎﻧﻬﺎي ﻣﺨﺘﻠﻒ 11.7 ﺑﺎﻳﺪ ﺿﻮاﺑﻂ ﻗﺴﻤﺖ. ﻣﻮردﻧﻈﺮ ﺑﺎﺷﺪ،رﻳﺨﺘﻪ ﺷﺪهاﻧﺪ . اﻋﻤﺎل ﺷﻮدACI 318M اﺳﺘﺎﻧﺪارد 9.5.2 Shear-friction reinforcement shall be appropriately placed along the shear plane and shall be anchored to develop the specified yield strength on both sides by embedment, hooks, or welding to special devices. آرﻣﺎﺗﻮر ﺑﺮش– اﺻﻄﻜﺎك ﺑﺎﻳﺪ ﺑﻪ ﺻﻮرت ﻣﻨﺎﺳﺐ در2-5-9 9.6 Special Provisions for Deep Flexural Members ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي اﻋﻀﺎي ﺧﻤﺸﻲ ﻋﻤﻴﻖ6-9 آﻧﻬﺎ از ﭼﻬﺎر ﺑﺮاﺑﺮ ارﺗﻔﺎع ﻛﻞ ﻣﻘﻄﻊln ﺑﺮاي اﻋﻀﺎﻳﻲ ﻛﻪ1-6-9 9.6.1 For members with ln not exceeding four times the overall member depth or regions of beams with concentrated loads within twice the member depth from the support that are loaded on one face and supported on the opposite face so that compression struts can develop between the loads and supports , provisions of section 11.8 of ACI 318M shall apply. ﺑﺰرﮔﺘﺮ ﻧﺒﻮده ﻳﺎ ﺑﺮاي ﻧﻮاﺣﻲ از ﺗﻴﺮﻫﺎ ﺑﺎ ﺑﺎرﻫﺎي ﻣﺘﻤﺮﻛﺰ در ﻛﻪ در روي ﻳﻚ وﺟﻪ،ﻓﺎﺻﻠﻪ دو ﺑﺮاﺑﺮ ارﺗﻔﺎع ﻣﻘﻄﻊ ﺗﺎ ﺗﻜﻴﻪﮔﺎه ،ﺑﺎرﮔﺬاري ﺷﺪهاﻧﺪ و ﺗﻜﻴﻪﮔﺎﻫﻬﺎ در وﺟﻪ ﻣﻘﺎﺑﻞ ﻗﺮار دارﻧﺪ ﺑﻨﺤﻮي ﻛﻪ ﺑﺘﻮان ﺑﻴﻦ ﺑﺎرﻫﺎ و ﺗﻜﻴﻪﮔﺎﻫﻬﺎ اﻋﻀﺎي ﻓﺸﺎري اﻳﺠﺎد ﺑﺎﻳﺪACI 318M اﺳﺘﺎﻧﺪارد11.8 ﺿﻮاﺑﻂ ﻗﺴﻤﺖ،ﻧﻤﻮد .رﻋﺎﻳﺖ ﺷﻮد 9.6.2 Adequate anchorage shall be provided for tension reinforcement in flexural members where reinforcement stress is not directly proportional to moment; such as sloped, stepped, or tapered footings; brackets; deep flexural members; or members in which tension reinforcement is not parallel to compression face. ﺑﺮاي آرﻣﺎﺗﻮرﻫﺎي ﻛﺸﺸﻲ در اﻋﻀﺎي ﺧﻤﺸﻲ ﻛﻪ ﺗﻨﺶ2-6-9 9.7 Special Provisions for Brackets and Corbels ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي دﺳﺘﻜﻬﺎ و ﺷﺎﻧﻪﻫﺎ7-9 9.7.1 For brackets and corbels with a shear spanto-depth ratio a/d not greater than unity, and subject to a horizontal tensile force Nuc not larger than Vu, provisions of Section 11.9 of ACI 318M shall apply. Distance d shall be measured at face of support. (See Fig 1.) ﺷﺎﻧﻪﻫﺎي ﺑﺎ ﻧﺴﺒﺖ دﻫﺎﻧﻪ ﺑﺮش ﺑﻪ ارﺗﻔﺎع، ﺑﺮاي دﺳﺘﻜﻬﺎ1-7-9 راﺳﺘﺎي ﺻﻔﺤﻪ ﺑﺮش ﻗﺮار ﮔﻴﺮد و ﺑﺮاي رﺳﻴﺪن ﺑﻪ ﻣﻘﺎوﻣﺖ ﺗﻮﺳﻂ ﮔﻴﺮداري،ﺗﺴﻠﻴﻢ ﻣﺸﺨﺼﻪ در ﻫﺮ دو وﺟﻪ ﺳﻄﺢ ﺑﺮش . ﻣﻬﺎر ﺷﻮﻧﺪ،ﻣﺴﺘﻘﻴﻢ ﻗﻼﺑﻬﺎ ﻳﺎ ﺟﻮش دادن ﺑﻪ وﺳﺎﻳﻞ ﻣﺨﺼﻮص ﻫﻤﺎﻧﻨﺪ،آرﻣﺎﺗﻮرﻫﺎ ﺑﻪ ﺻﻮرت ﻣﺴﺘﻘﻴﻢ ﺑﺎ ﻟﻨﮕﺮ ﺗﻨﺎﺳﺐ ﻧﺪارد اﻋﻀﺎي، دﺳﺘﻜﻬﺎ، ﭘﻠﻪاي ﻳﺎ ﻣﺎﻫﻴﭽﻪاي،ﺷﺎﻟﻮدهﻫﺎي ﺷﻴﺐدار ﺧﻤﺸﻲ ﻋﻤﻴﻖ ﻳﺎ اﻋﻀﺎﻳﻲ ﻛﻪ در آﻧﻬﺎ آرﻣﺎﺗﻮرﻫﺎي ﻛﺸﺸﻲ ﻣﻮازي . ﺑﺎﻳﺪ ﻣﻬﺎر ﻣﻨﺎﺳﺒﻲ ﺗﺄﻣﻴﻦ ﺷﻮد،وﺟﻪ ﻓﺸﺎري ﻧﻴﺴﺘﻨﺪ Nuc ﺑﺰرﮔﺘﺮ از واﺣﺪ ﻛﻪ ﺗﺤﺖ ﺗﺄﺛﻴﺮ ﻧﻴﺮوي ﻛﺸﺸﻲ اﻓﻘﻲa/d اﺳﺘﺎﻧﺪارد11.9 ﺗﻤﻬﻴﺪات ﺑﺨﺶ، ﻧﺒﺎﺷــﺪVu ﻛـــﻪ ﺑﺰرﮔﺘﺮ از ﺑﺎﻳﺪ از ﺑﺮ ﺗﻜﻴﻪﮔﺎهd ﻓﺎﺻﻠﻪ. ﺑﺎﻳﺪ ﺑﻪ ﻛﺎر ﺑﺮده ﺷﻮدACI 318M .( ﻣﺮاﺟﻌﻪ ﺷﻮد1 اﻧﺪازهﮔﻴﺮي ﺷﻮد )ﺑﻪ ﺷﻜﻞ 46 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﺻﻔﺤﻪ اﺗﻜﺎﺋﻲ آرﻣﺎﺗﻮر اﺻﻠﻲ ﻣﻴﻠﮕﺮد ﻣﻬﺎري ﺧﺎﻣﻮت ﻫﺎي ﺑﺴﺘﻪ ﻳﺎ ﺗﻨﮕﻬﺎ ﻣﻴﻠﮕﺮد ﻣﻬﺎر ﻛﻨﻨﺪه ﺧﺎﻣﻮت ﻫﺎ ﻳﺎ ﺗﻨﮕﻬﺎ NOTATION USED IN CLAUSE 9.7.1 Fig. 1 1-7-9 ﻧﻤﺎدﻫﺎي ﻣﻮرد اﺳﺘﻔﺎده در ﺑﻨﺪ 1 ﺷﻜﻞ ﻣﻘﻄﻊ ﺗﻜﻴﻪﮔﺎه ﺑﺎﻳﺪ ﺑﺮاي اﻋﻤﺎل ﻫﻤﺰﻣﺎن ﻳﻚ ﺑﺮش2-7-9 9.7.2 Section at face of support shall be designed to resist simultaneously a shear Vu, a moment [Vua + Nuc(h-d)], and a horizontal tensile force Nuc. [ و ﻳﻚ ﻧﻴﺮوي ﻛﺸﺸﻲ اﻓﻘﻲVua + Nuc(h-d)] ﻳﻚ ﻟﻨﮕﺮ،Vu . ﻃﺮاﺣﻲ ﺷﻮدNuc ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي دﻳﻮارﻫﺎ8-9 9.8 Special Provisions for Walls ﻃﺮاﺣﻲ ﺑﺮاي ﻧﻴﺮوي ﺑﺮﺷﻲ ﻋﻤﻮد ﺑﺮ ﺳﻄﺢ دﻳﻮار ﺑﺎﻳﺪ1-8-9 9.8.1 Design for shear forces perpendicular to face of wall shall be in accordance with provisions for slabs in Section 11.12 of ACI 318M. Design for horizontal shear forces in plane of wall shall be in accordance with Section 11.10.2 through 11.10.8 of ACI 318M. For design of shear reinforcement for walls refer to Section 11.10.9 of the same code. اﺳﺘﺎﻧﺪارد11.2 ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ داﻟﻬﺎ ﻛﻪ در ﻗﺴﻤﺖ ﻃــﺮاﺣﻲ در ﻣﻘﺎﺑﻞ، ﺑﻴﺎن ﺷﺪه ﺻﻮرت ﮔﻴﺮدACI 318M ﻧﻴﺮوﻫﺎي اﻓﻘﻲ ﺑﺮﺷﻲ داﺧﻞ در ﺻﻔﺤﻪ دﻳﻮار ﺑﺎﻳــﺪ ﻣﻄﺎﺑﻖ اﺳﺘﺎﻧﺪارد11.10.8 اﻟﻲ11.10.2 ﺿﻮاﺑﻂ ﻗﺴﻤﺘﻬﺎي ﺑﺮاي ﻃﺮاﺣﻲ آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺑﺮاي. ﺻﻮرت ﮔﻴﺮدACI 318M . ﻫﻤﺎن اﺳﺘﺎﻧﺪارد ﻣﺮاﺟﻌﻪ ﺷﻮد11.10.9 دﻳﻮارﻫﺎ ﺑﻪ ﻗﺴﻤﺖ اﻧﺘﻘﺎل ﻟﻨﮕﺮﻫﺎ ﺑﻪ ﺳﺘﻮن ﻫﺎ9-9 9.9 Transfer of Moments to Columns ، زﻟﺰﻟﻪ ﻳﺎ ﺳﺎﻳﺮ ﺑﺎرﻫﺎي ﺟﺎﻧﺒﻲ، ﺑﺎد، درﻣﻮاردﻳﻜﻪ ﺑﺎر ﻗﺎﺋﻢ1-9-9 9.9.1 When gravity load, wind, earthquake, or other lateral forces cause transfer of moment at connections of framing elements to columns, the shear resulting from moment transfer shall be considered in the design of lateral reinforcement in the columns. ،ﺑﺎﻋﺚ اﻧﺘﻘﺎل ﻟﻨﮕﺮ در اﺗﺼﺎﻻت اﻋﻀﺎي ﻗﺎب ﺑﻪ ﺳﺘﻮﻧﻬﺎ ﻣﻲﺷﻮﻧﺪ ﻧﻴﺮوي ﺑﺮﺷﻲ ﺣﺎﺻﻞ از اﻧﺘﻘﺎل ﻟﻨﮕﺮ ﺑﺎﻳﺪ در ﻃﺮاﺣﻲ آرﻣﺎﺗﻮر .ﻋﺮﺿﻲ ﺳﺘﻮن ﻣﻮرد ﺗﻮﺟﻪ ﻗﺮار ﮔﻴﺮد 47 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 9.9.2 Except for connection not part of a primary seismic load-resisting system that are restrained on four sides by beams or slabs of approximately equal depth, connections shall have lateral reinforcement not less than that required by Equation: ﺑﺠﺰ اﺗﺼﺎﻻﺗﻲ ﻛﻪ ﺑﺨﺸﻲ از ﺳﻴﺴﺘﻢ اﺻﻠﻲ ﻣﻘﺎوم در2-9-9 Av = b w s 3f y Av = b w s 3f y Where bw and s are in millimeters, within the column for a depth not less than that of the deepest connection of framing elements to the columns. اﻳﻦ. در راﺑﻄﻪ ﻓﻮق ﺑﺮﺣﺴﺐ ﻣﻴﻠﻴﻤﺘﺮ ﻣﻲﺑﺎﺷﻨﺪs وbw ﻛﻪ آرﻣﺎﺗﻮرﻫﺎ ﺑﺎﻳﺪ در داﺧﻞ ﺳﺘﻮن و در ﺗﺮازي ﻛﻪ از ارﺗﻔﺎع ﻗﺮار،ﺑﺰرﮔﺘﺮﻳﻦ اﺗﺼﺎل اﻋﻀﺎي ﻗﺎب ﺑﻪ ﺳﺘﻮن ﻛﻮﭼﻜﺘﺮ ﻧﺒﺎﺷﺪ .ﮔﻴﺮﻧﺪ ﺑﺮاﺑﺮ ﺑﺎر زﻟﺰﻟﻪ ﻧﻴﺴﺘﻨﺪ و از ﻫﺮ ﭼﻬﺎر وﺟﻪ ﺗﻮﺳﻂ ﺗﻴﺮﻫﺎ ﻳﺎ ،داﻟﻬﺎﻳﻲ ﻛﻪ ﺗﻘﺮﻳﺒﺎً داراي ارﺗﻔﺎع ﻣﺴﺎوي ﻫﺴﺘﻨﺪ ﻣﻬﺎر ﺷﺪهاﻧﺪ ﺳﺎﻳﺮ اﺗﺼﺎﻻت ﺑﺎﻳﺪ داراي آرﻣﺎﺗﻮر ﺟﺎﻧﺒﻲ ﺑﺰرﮔﺘﺮ ﻳﺎ ﻣﺴﺎوي راﺑﻄﻪ :زﻳﺮ ﺑﺎﺷﻨﺪ ﺿﻮاﺑﻂ وﻳﮋه ﺑﺮاي داﻟﻬﺎ و ﭘﻲﻫﺎ10-9 9.10 Special Provisions for Slabs and Footings 9.10.1 The shear strength of slabs and footings in the vicinity of columns, concentrated loads, or reactions is governed by the more severe of two conditions: ، ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ داﻟﻬﺎ و ﭘﻲﻫﺎ در ﻣﺠﺎورت ﺳﺘﻮﻧﻬﺎ1-10-9 9.10.1.1 Beam action where each critical section to be investigated extends in a plane across the entire width. For beam action the slab or footing shall be designed in accordance with Sections 11.1 through 11.5 of ACI 318M. رﻓﺘﺎر ﺗﻴﺮي ﺷﻜﻞ داﻟﻬﺎ ﻛﻪ ﺑﺎﻳﺪ در ﻫﺮ ﻳﻚ از1-1-10-9 9.10.1.2 Two-way action where each of the critical sections to be investigated shall be located so that its perimeter bo is a minimum but need not approach closer than d/2 to: ﺑﺮاي ﻫﺮ ﻳﻚ از ﻣﻘﺎﻃﻊ ﺑﺤﺮاﻧﻲ ﺑﺎﻳﺪ، رﻓﺘﺎر دوﻃﺮﻓﻪ2-1-10-9 ﺑﺎرﻫﺎي ﻣﺘﻤﺮﻛﺰ ﻳﺎ ﻧﻴﺮوﻫﺎي ﻋﻜﺲاﻟﻌﻤﻞ ﺑﺮاﺳﺎس ﺑﺤﺮاﻧﻲ ﺗﺮﻳﻦ :دو ﺣﺎﻟﺖ ﺑﻨﺪ ﺑﻌﺪي ﻛﻨﺘﺮل ﻣﻲﺷﻮد در ﺻﻔﺤﻪاي در ﺳﺮاﺳﺮ ﻋﺮض،ﻣﻘﺎﻃﻊ ﺑﺤﺮاﻧﻲ ﺑﺮرﺳﻲ ﺷﻮد داﻟﻬﺎ و ﺷﺎﻟﻮدهﻫﺎ ﺑﺎﻳﺪ، ﺑﺮاي ﻋﻤﻠﻜﺮد ﺗﻴﺮي ﺷﻜﻞ.اﻣﺘﺪاد ﻣﻲﻳﺎﺑﺪ ACI 318M اﺳﺘﺎﻧﺪارد11.5 ﺗﺎ11.1 ﻃﺒﻖ ﻗﺴﻤﺘﻬﺎي .ﻃﺮاﺣﻲ ﺷﻮﻧﺪ اﻣﺎ، ﺣﺪاﻗﻞ ﻣﻘﺪار را داﺷﺘﻪ ﺑﺎﺷﺪbo ﻣﺤﻴﻂ ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﻧﺴﺒﺖ ﺑﻪd/2 اﻟﺰاﻣﻲ ﻧﺪارد ﻛﻪ اﻳﻦ ﻣﻘﻄﻊ در ﻓﺎﺻﻠﻪ ﻛﻤﺘﺮ از :ﻣﻮارد زﻳﺮ واﻗﻊ ﺷﻮد a) edges or corners of columns, concentrated loads, or reaction areas, or, ﺑﺎرﻫﺎي ﻣﺘﻤﺮﻛﺰ ﻳﺎ ﺳﻄﻮح، ﮔﻮﺷﻪﻫﺎي ﺳﺘﻮﻧﻬﺎ،اﻟﻒ( ﻟﺒﻪﻫﺎ b) Changes in slab thickness such as edges of capitals or drop panels. ب( ﺗﻐﻴﻴﺮ در ﺿﺨﺎﻣﺖ دال ﻣﺎﻧﻨﺪ ﻟﺒﻪ ﻫﺎي ﺳﺮﺳﺘﻮﻧﻬﺎ ﻳﺎ ﻋﻜﺲاﻟﻌﻤﻞ ﻳﺎ For two-way action the slab or footing shall be designed in accordance with references stated in Clause 9.10.2. ﻛﺘﻴﺒﻪﻫﺎ داﻟﻬﺎ و ﭘﻲﻫﺎ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﻣﺮاﺟﻊ ﺑﻴﺎن،ﺑﺮاي ﻋﻤﻠﻜﺮد دوﻃﺮﻓﻪ . ﻃﺮاﺣﻲ ﺷﻮﻧﺪ2-10-9 ﺷﺪه در ﺑﻨﺪ 9.10.1.3 For square or rectangular columns, concentrated loads, or reaction areas, the critical sections may have four straight sides. ﺑﺎرﻫﺎي، ﺑﺮاي ﺳﺘﻮﻧﻬﺎي ﻣﺴﺘﻄﻴﻠﻲ ﻳﺎ ﻣﺮﺑﻌﻲ3-1-10-9 9.10.2 For additional special provisions and equations reference is made to Sections 11.12.2 through 11.12.6 of ACI 318M. ﺑﺮاي ﺳﺎﻳﺮ ﺿﻮاﺑﻂ وﻳﮋه و ﻣﻌﺎدﻻت ﺑﻪ2-10-9 ﻣﺘﻤﺮﻛﺰ ﻳﺎ ﺳﻄﻮح ﻋﻜﺲاﻟﻌﻤﻞ ﻣﻘﺎﻃﻊ ﺑﺤﺮاﻧﻲ ﻣﻲﺗﻮاﻧﻨﺪ داراي .ﭼﻬﺎر وﺟﻪ ﻣﺴﺘﻘﻴﻢ ﺑﺎﺷﻨﺪ ACI 318M اﺳﺘﺎﻧﺪارد11.12.6 ﺗﺎ11.12.2 ﻗﺴﻤﺘﻬﺎي .ﻣﺮاﺟﻌﻪ ﺷﻮد 48 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ ﺷﺎﻣﻞ ﻣﻴﻠﻪ ﻫﺎ و ﻳﺎ ﻣﻔﺘﻮﻟﻬﺎﻳﻲ3-10-9 9.10.3 Shear reinforcement consisting of bars or wires can be used in slabs provided that it is well anchored. The anchorage detail for slabs and slabcolumn joints shall be as shown in Fig. 2 (a, b, c). ﻫﺴﺘﻨﺪ ﻛﻪ ﻣﻲﺗﻮاﻧﻨﺪ در داﻟﻬﺎ ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار ﮔﻴﺮﻧﺪ ﺑﺸﺮﻃﻲ ﺟﺰﺋﻴﺎت ﻣﻬﺎري ﺑﺮاي داﻟﻬﺎ و اﺗﺼﺎﻻت.ﻛﻪ ﺧﻮب ﻣﻬﺎر ﺷﻮﻧﺪ .ج( ﺑﺎﺷﺪ،ب، )اﻟﻒ2 دال ﺑﺎﻳﺪ ﻣﺎﻧﻨﺪ ﺷﻜﻞ-ﺳﺘﻮن 49 آذر Nov. 2008 / 1387 )IPS-E-CE-200(1 Closed Stirrups Slab Shear Reinforcement (a اﻟﻒ( آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ دال ﺧﺎﻣﻮتﻫﺎي ﺑﺴﺘﻪ )ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﺧﺎرج از آرﻣﺎﺗﻮر ﺑﺮﺷﻲ دال( )ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﮔﺬرﻧﺪه از آرﻣﺎﺗﻮرﻫﺎي ﺑﺮش دال( )ﻧﺨﺴﺘﻴﻦ ﺧﻂ ﺷﺎﺧﻪ ﻫﺎي ﺧﺎﻣﻮت( )ﭘﻼن( )دال( )ﻧﻤﺎ( )ﺳﺘﻮن( b) Arrangement Of Stirrup Shear Reinforcement, Interior Column. (TO BE CONTINUED…) ANCHORAGE DETAILS Fig. 2 ب( ﻗﺮارﮔﻴﺮي آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ در ﺳﺘﻮن داﺧﻠﻲ ﺟﺰﺋﻴﺎت ﻣﻬﺎري )اداﻣﻪ دارد( ﺷﻜﻞ 2 50 آذر Nov. 2008 / 1387 )IPS-E-CE-200(1 )ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﺧﺎرج از آرﻣﺎﺗﻮر ﺑﺮش دال( )ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﮔﺬرﻧﺪه از )ﻟﺒﻪ دال( )ﭘﻼن( آرﻣــﺎﺗﻮرﻫــﺎي ﺑﺮش دال( )ﻧﺨﺴﺘﻴﻦ ﺧﻂ ﭘﺎﻳﻪ ﻫﺎي ﺧﺎﻣﻮت( c) Arrangement of Stirrup Shear Reinforcement, Edge Column ANCHORAGE DETAILS Fig. 2 ج( ﻗﺮارﮔﻴﺮي آرﻣﺎﺗﻮرﻫﺎي ﺑﺮﺷﻲ در ﺳﺘﻮن ﻛﻨﺎري ﺟﺰﺋﻴﺎت ﻣﻬﺎري ﺷﻜﻞ 2 4-10-9ﻫﺮ ﻛﻼﻫﻚ ﺑﺮﺷﻲ ﺗﺸﻜﻴﻞ ﺷﺪه از ﻣﻘﺎﻃﻊ ﻓﻮﻻدي 9.10.4 Each shearhead shall consist of steel shapes (steel I or channel-shaped sections) fabricated by welding with a full penetration weld into identical arms at right angles. Shearhead arms shall not be interrupted within the column section. )ﻣﻘﺎﻃﻊ ﻓﻮﻻدي Iﺷﻜﻞ ﻳﺎ ﻧﺎوداﻧﻲ(ﻛﻪ ﺗﻮﺳﻂ ﺟﻮش ﻧﻔﻮذ ﻛﺎﻣﻞ در ﻓﻮاﺻﻞ ﻳﻜﺴﺎن ﺑﺎ زاوﻳﻪ 90درﺟﻪ ﺳﺎﺧﺘﻪ ﺷﺪه اﺳﺖ .ﻓﻮاﺻﻞ ﻗﺮارﮔﻴﺮي ﻛﻼﻫﻜﻬﺎي ﺑﺮﺷﻲ ﻧﺒﺎﻳﺪ در ﻣﺤﻞ ﺳﺘﻮن ﻗﻄﻊ ﺷﻮﻧﺪ. 51 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 9.10.4.1 A shearhead shall not be deeper than 70 times the web thickness of the steel shape. ﺑﺮاﺑﺮ70 ارﺗﻔﺎع ﻛﻼﻫﻚ ﺑﺮﺷﻲ ﻧﺒﺎﻳﺪ ﺑﻴﺶ از1-4-10-9 9.10.4.2 The critical slab section for shear shall be perpendicular to the plane of the slab and shall cross each shearhead arm at three-quarters the distance 0.75 [lv - (c1/2)] from the column face to the end of the shearhead arm. (Fig. 3) ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ دال ﺑﺮاي ﺑﺮش ﺑﺎﻳﺪ ﻋﻤﻮد ﺑﺮ ﺻﻔﺤﻪ2-4-10-9 .ﺿﺨﺎﻣﺖ ﺟﺎن ﻣﻘﻄﻊ ﻓﻮﻻدي ﺑﺎﺷﺪ دال ﺑﻮده و ﻫﺮ ﺑﺎزوي ﻛﻼﻫﻚ ﺑﺮﺷﻲ را در ﻓﺎﺻﻠﻪ از وﺟﻪ ﺳﺘﻮن ﺑﻪ ﺳﻤﺖ اﻧﺘﻬﺎي ﺑﺎزوي0.75 [lv - (c1/2)] .(3 ﻛﻼﻫﻚ ﺑﺮﺷﻲ ﻗﻄﻊ ﻛﻨﺪ )ﺷﻜﻞ ﺟﺞ ()ﺑﺪون ﻛﻼﻫﻚ ﺑﺮﺷﻲ ()ﻛﻼﻫﻚ ﺑﺮﺷﻲ داﺧﻠﻲ ﻛﻮﭼﻚ ()ﻛﻼﻫﻚ ﺑﺮﺷﻲ داﺧﻠﻲ ﺑﺰرگ ()ﻛﻼﻫﻚ ﺑﺮﺷﻲ ﻟﺒﻪ اي ﻛﻮﭼﻚ ()ﻛﻼﻫﻚ ﺑﺮﺷﻲ ﻟﺒﻪ اي ﺑﺰرگ LOCATION OF CRITICAL SECTION DEFINED IN SUB-CLAUSE 9.10.4.2 Fig. 3 2-4-10-9 ﻣﻮﻗﻌﻴﺖ ﻣﻘﻄﻊ ﺑﺤﺮاﻧﻲ ﺗﻌﺮﻳﻒ ﺷﺪه در ﺑﻨﺪ 3 ﺷﻜﻞ 52 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻣﻬﺎر و وﺻﻠﻪ آرﻣﺎﺗﻮرﻫﺎ-10 10. DEVELOPMENT AND SPLICES OF REINFORCEMENT ﻣﻬﺎر آرﻣﺎﺗﻮرﻫﺎ – ﻋﻤﻮﻣﻲ1-10 10.1 Development of Reinforcement-General ﻛﺸﺶ ﻳﺎ ﻓﺸﺎر ﻣﺤﺎﺳﺒﻪ ﺷﺪه در آرﻣﺎﺗﻮرﻫﺎ در ﻫﺮ ﻣﻘﻄﻊ از اﻋﻀﺎي ﺑﺘﻦ ﻣﺴﻠﺢ ﺑﺎﻳﺪ در ﻫﺮ وﺟﻪ ﻣﻘﻄﻊ ﺗﻮﺳﻂ ﻃﻮل ﮔﻴﺮاﻳﻲ ﻗﻼب ﻳﺎ ﻫﺮ دﺳﺘﮕﺎه ﻣﻜﺎﻧﻴﻜﻲ ﻳﺎ ﺗﺮﻛﻴﺒﻲ از آﻧﻬﺎ ﻗﺎﺑﻞ دﺳﺘﻴﺎﺑﻲ ﻗﻼﺑﻬﺎ ﻧﺒﺎﻳﺪ ﻓﻘﻂ ﺑﺮاي ﻣﻬﺎر ﻛﺮدن آرﻣﺎﺗﻮرﻫﺎي ﺗﺤﺖ.ﺑﺎﺷﺪ .ﻛﺸﺶ ﺑﻜﺎر روﻧﺪ Calculated tension or compression in reinforcement at each section of reinforced concrete members shall be developed on each side of that section by embedment length, hook or mechanical device, or a combination thereof. Hooks may be used in developing bars in tension only. 10.1.1 The values of √ fc′used for calculation in this clause shall not exceed 8.3 MPa. ﻣﻮرد اﺳﺘﻔﺎده ﺑﺮاي ﻣﺤﺎﺳﺒﺎت در اﻳﻦfc′√ ﻣﻘﺎدﻳﺮ1-1-10 10.2 Development of Deformed Bars and Deformed Wire in Tension ﻣﻬﺎر ﻣﻴﻠﮕﺮدﻫﺎ و ﻣﻔﺘﻮﻟﻬﺎي آﺟﺪار در ﻛﺸﺶ2-10 ﻃﻮل ﻣﻬﺎري ﺑﺮاي ﻣﻴﻠﮕﺮدﻫﺎ و ﻣﻔﺘﻮﻟﻬﺎي آﺟﺪار در1-2-10 10.2.1 Development length for deformed bars and deformed wire in tension shall be according to Section 12.2.1 through 12.2.5 of ACI 318M, but shall not be less than 300 mm. اﺳﺘﺎﻧﺪارد12.2.5 ﺗﺎ12.2.1 ﻛﺸﺶ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﻗﺴﻤﺖ ﻣﻴﻠﻴﻤﺘﺮ300 ﺑﺎﺷﺪ اﻣﺎ اﻳﻦ ﻣﻘﺪار ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ ازACI 318M .ﺑﺎﺷﺪ 10.3 Development of Deformed Compression . ﺑﻴﺸﺘﺮ ﺷﻮد8/3 MPa ﺑﺨﺶ ﻧﺒﺎﻳﺪ از ﻣﻬﺎر ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار در ﻓﺸﺎر3-10 Bars in ﻃﻮل ﻣﻬﺎري ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار در ﻓﺸﺎر ﺑﺎﻳﺪ ﺑﺮ ﻃﺒﻖ1-3-10 10.3.1 Development length for deformed bars in compression shall be according to Section 12.3.1 through 12.3.2 of ACI 318M. ﺗﻌﻴﻴﻦACI 318M اﺳﺘﺎﻧﺪارد12.3.2 ﺗﺎ12.3.1 ﻗﺴﻤﺖ .ﺷﻮد ﻣﻬﺎر ﮔﺮوه ﻣﻴﻠﮕﺮدﻫﺎ4-10 10.4 Development of Bundled Bars 10.4.1 Development length of individual bars within a bundle, in tension or compression, shall be that for the individual bar, increased 20 percent for three-bar bundle, and 33 percent for four-bar bundle. ﻃﻮل ﻣﻬﺎري ﻫﺮﻳﻚ از ﻣﻴﻠﮕﺮدﻫﺎي ﻣﻮﺟﻮد در ﻳﻚ1-4-10 10.5 Development of Standard Hooks in Tension ﻣﻬﺎر ﻗﻼب ﻫﺎي اﺳﺘﺎﻧﺪارد در ﻛﺸﺶ5-10 ﺑﺎﻳﺪ ﺑﺮاﺑﺮ ﻃﻮل ﻣﻬﺎري ﻫﺮ، ﺗﺤﺖ ﻛﺸﺶ ﻳﺎ ﻓﺸﺎر،ﮔﺮوه ﻣﻴﻠﮕﺮد 20 ﻣﻴﻠﮕﺮد ﻣﻨﻔﺮد ﺑﺎﺷﺪ ﻛﻪ ﺑﺮاي ﮔﺮوه ﻫﺎي ﺳﻪ ﺗﺎﻳﻲ ﺑﻪ ﻣﻴﺰان درﺻﺪ اﻓﺰاﻳﺶ33 درﺻﺪ و ﺑﺮاي ﮔﺮوه ﻫﺎي ﭼﻬﺎرﺗﺎﻳﻲ ﺑﻪ ﻣﻴﺰان .ﻣﻲﻳﺎﺑﺪ ﻃﻮل ﻣﻬﺎري ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﺗﺤﺖ ﻛﺸﺶ ﻛﻪ ﺑﻪ1-5-10 10.5.1 Development length for deformed bars in tension terminating in a standard hook shall be computed according to Section 12.5 of ACI 318M , but it shall not be less than the larger of 8 d b (nominal diameter of bar) and 150 mm. 12.5 ﻳﻚ ﻗﻼب اﺳﺘﺎﻧﺪارد ﻣﻨﺘﻬﻲ ﻣﻲﺷﻮد ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﻗﺴﻤﺖ ﻣﺤﺎﺳﺒــﻪ ﺷﻮﻧﺪ اﻣﺎ اﻳﻦ ﻃﻮل ﻧﺒﺎﻳﺪ ازACI 318M اﺳﺘﺎﻧﺪارد . ﻣﻴﻠﻴﻤﺘﺮ ﻛﻮﭼﻜﺘﺮ ﺑﺎﺷﺪ150 )ﻗﻄﺮ اﺳﻤﻲ ﻣﻴﻠﮕﺮد( و8 db ﻣﻬﺎر ﻣﻜﺎﻧﻴﻜﻲ6-10 10.6 Mechanical Anchorage از ﻫﺮ وﺳﻴﻠﻪ ﻣﻜﺎﻧﻴﻜﻲ ﻛﻪ ﻗﺎدر ﺑﻪ ﻣﻬﺎر آرﻣﺎﺗﻮر در ﺑﺘﻦ1-6-10 10.6.1 Any mechanical device capable of developing the strength of reinforcement without damage to concrete is allowed as anchorage. ﻣﻲﺗﻮان ﺑﻪ ﻋﻨﻮان ﻣﻬﺎر،ﺑﺪون آﺳﻴﺐ رﺳﺎﻧﺪن ﺑﻪ ﺑﺘﻦ ﺑﺎﺷﺪ .اﺳﺘﻔﺎده ﻧﻤﻮد 53 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 10.6.2 Test results showing adequacy of such mechanical devices shall be presented to the AR(1). ﻧﺘﺎﻳﺞ آزﻣﺎﻳﺸﺎﺗﻲ ﻛﻪ ﻧﺸﺎن دﻫﻨﺪه ﻛﻔﺎﻳﺖ ﭼﻨﻴﻦ2-6-10 10.6.3 Development of reinforcement may consist of a combination of mechanical anchorage plus additional embedment length of reinforcement between the point of maximum bar stress and the mechanical anchorage. ﻣﻬﺎر آرﻣﺎﺗﻮرﻫﺎ ﻣﻲﺗﻮاﻧﺪ ﺑﻪ وﺳﻴﻠﻪ ﺗﺮﻛﻴﺒﻲ از ﻣﻬﺎر3-6-10 ﺑﺎﻳﺪ ﺑﻪ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ اراﺋﻪ داده،وﺳﺎﻳﻞ ﻣﻜﺎﻧﻴﻜﻲ ﻫﺴﺘﻨﺪ .ﺷﻮد ﻣﻜﺎﻧﻴﻜﻲ ﺑﻪ ﻋﻼوه ﻃﻮل ﮔﻴﺮاﻳﻲ اﺿﺎﻓﻲ ﺗﺄﻣﻴﻦ ﺷﺪه ﺗﻮﺳﻂ آرﻣﺎﺗﻮر ﺑﻴﻦ ﻧﻘﻄﻪ ﺣﺪاﻛﺜﺮ ﺗﻨﺶ در ﻣﻴﻠﮕﺮد ﻣﻬﺎر ﻣﻜﺎﻧﻴﻜﻲ اﻳﺠﺎد .ﺷﻮد = ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎAR (1 1) AR = Authorized Representative of the Owner. ﻣﻬﺎر ﺷﺒﻜﻪ ﺟﻮشﺷﺪه از ﻣﻔﺘﻮل آﺟﺪار در ﻛﺸﺶ7-10 10.7 Development of Welded Deformed Wire Fabric in Tension ﻣﻬﺎر ﺷﺒﻜﻪ ﺟﻮشﺷﺪه از ﻣﻔﺘﻮل آﺟﺪار و ﺳﺎده در1-7-10 10.7.1 Development length of welded deformed and plain wire fabric in tension shall be according to Sections 12.7 and 12.8 of ACI 318M. اﺳﺘﺎﻧﺪارد12.8 و12.7 ﻛﺸﺶ ﺑﺎﻳﺪ ﺑـــﺮ ﻃﺒﻖ ﻗﺴﻤﺘﻬــﺎي . ﺑﺎﺷﻨﺪACI 318M ﻣﻬﺎر رﺷﺘﻪ ﭘﻴﺶ ﺗﻨﻴﺪه8-10 10.8 Development of Prestressing Strand 10.8.1 Development of pretensioning strands shall be according to Section 12.9.1 through 12.9.3 of ACI 318M. ﻣﻬﺎر رﺷﺘﻪ ﻫﺎي ﭘﻴﺶ ﺗﻨﻴﺪه ﺑﺎﻳﺪ ﺑﺮ ﻃﺒﻖ ﻗﺴﻤﺘﻬﺎي1-8-10 10.9 Development of Flexural ReinforcementGeneral ﻣﻬﺎر آرﻣﺎﺗﻮر ﺧﻤﺸﻲ – ﻋﻤﻮﻣﻲ9-10 10.9.1 Tension reinforcement may be developed by bending across the web to be anchored or made continuous with reinforcement on the opposite face of member. ﻣﻬﺎر آرﻣﺎﺗﻮر ﻛﺸﺸﻲ ﻣﻲﺗﻮاﻧﺪ ﺑﺎ اﺳﺘﻔﺎده از ﺧﻢ ﻛﺮدن1-9-10 . ﺑﺎﺷﺪACI 318M اﺳﺘﺎﻧﺪارد12.9.3 ﺗﺎ12.9.1 آن در ﻋﺮض ﺟﺎن و ﻳﺎ ﺑﺎ ﭘﻴﻮﺳﺘﻪ ﺷﺪن ﺑﺎ آرﻣﺎﺗﻮر ﻣﻮﺟﻮد در .وﺟﻪ ﻣﻘﺎﺑﻞ ﻋﻀﻮ ﺗﺄﻣﻴﻦ ﺷﻮد 10.9.2 Critical sections for development of reinforcement in flexural members are at points of maximum stress and at points within the span where adjacent reinforcement terminates, or is bent. ، ﻣﻘﺎﻃﻊ ﺑﺤﺮاﻧﻲ ﺑﺮاي ﻣﻬﺎر آرﻣﺎﺗﻮر در اﻋﻀﺎي ﺧﻤﺸﻲ2-9-10 10.9.3 Reinforcement shall extend beyond the point at which it is no longer required to resist flexure for a distance equal to the effective depth of member or 12 db, whichever is greater, except at supports of simple spans and at free end of cantilevers. آرﻣﺎﺗﻮرﻫﺎ ﺑﺎﻳﺪ ﺗﺎ ﻣﺤﻠﻲ ﻛﻪ در آن ﺑﻪ ﻣﻘﺎوﻣﺖ ﺧﻤﺸﻲ3-9-10 10.9.4 Continuing reinforcement shall have an embedment length not less than the development length ld beyond the point where bent or terminated tension reinforcement is no longer required to resist flexure. اﺿﺎﻓﻪ ﻃﻮل آرﻣﺎﺗﻮر ﺑﺎﻳﺪ از ﻧﻘﻄﻪاي ﻛﻪ آرﻣﺎﺗﻮر4-9-10 10.9.5 Flexural reinforcement shall not be terminated in a tension zone unless one of the following conditions is satisfied: آرﻣﺎﺗﻮر ﺧﻤﺸﻲ ﻧﺒﺎﻳﺪ در ﻳﻚ ﻧﺎﺣﻴﻪ ﻛﺸﺸﻲ ﻗﻄﻊ5-9-10 ﺷﺎﻣﻞ ﻧﻘﺎط ﻣﺎﻛﺰﻳﻤﻢ ﺗﻨﺶ و ﻧﻘﺎﻃﻲ در ﻃﻮل دﻫﺎﻧﻪ ﻛﻪ .آرﻣﺎﺗﻮرﻫﺎي ﻣﺠﺎور آن ﻗﻄﻊ ﻳﺎ ﺧﻢ ﺷﺪه ﺑﺎﺷﺪ ،12 db ﺑﻪ ﻓﺎﺻﻠﻪاي ﻣﻌﺎدل ﻋﻤﻖ ﻣﻮﺛﺮ ﻋﻀﻮ ﻳﺎ،ﻧﻴﺎزي ﻧﻴﺴﺖ اداﻣﻪ ﻳﺎﺑﺪ ﺑﺠﺰ در ﺗﻜﻴﻪﮔﺎﻫﻬﺎي،ﻫﺮﻛﺪام ﻛﻪ ﺑﺰرﮔﺘﺮ ﺑﺎﺷﻨﺪ .دﻫﺎﻧﻪﻫﺎي ﺳﺎده و در اﻧﺘﻬﺎي آزاد اﻋﻀﺎي ﻃﺮهاي ﻛﺸﺸﻲ ﻗﻄﻊ ﻳﺎ ﺧﻢ ﺷﺪه و دﻳﮕﺮ ﻧﻴﺎزي ﺑﻪ ﻣﻘﺎوﻣﺖ ﺧﻤﺸﻲ . ﺑﺎﺷﺪld داراي ﻃﻮل ﮔﻴﺮاﻳﻲ ﺑﺰرﮔﺘﺮ از ﻃﻮل ﻣﻬﺎري،ﻧﺪارد : ﻣﮕﺮ ﻳﻜﻲ از ﺷﺮوط زﻳﺮ ﺑﺮآورده ﺷﻮد،ﺷﻮد 54 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 10.9.5.1 Shear at the cutoff point does not exceed two-thirds that permitted, including shear strength of shear reinforcement provided. ، در ﻧﻘﺎط ﻗﻄﻊ ﻧﺒﺎﻳﺪ ﺑﺮﺷﻲ از دوﺳﻮم ﻣﻘﺪار ﻣﺠﺎز1-5-9-10 10.9.5.2 Stirrup area in excess of that required for shear and torsion is provided along each terminated bar or wire over a distance from the termination point equal to three-fourths the effective depth of member. Excess stirrup area Av shall be not less than 0.42b w s f yt . Spacing s shall ﻋﻼوه، در اﻣﺘﺪاد ﻫﺮ ﻣﻴﻠﮕﺮد ﻳﺎ ﻣﻔﺘﻮل ﻗﻄﻊ ﺷﺪه2-5-9-10 . ﺑﻴﺸﺘﺮ ﺷﻮد،ﺷﺎﻣﻞ ﻣﻘﺎوﻣﺖ ﺑﺮش آرﻣﺎﺗﻮر ﺑﺎﻳﺪ ﺧﺎﻣﻮﺗﻬﺎي اﺿﺎﻓﻪ در اﻣﺘﺪاد،ﺑﺮﺧﺎﻣﻮﺗﻬﺎي ﺑﺮش و ﭘﻴﭽﺶ از ﻧﻘﻄﻪ ﻗﻄﻊ ﭘﻴﺶ،ﻓﺎﺻﻠﻪاي ﺑﺮاﺑﺮ ﺳﻪ ﭼﻬﺎرم ﻋﻤﻖ ﻣﻮﺛﺮ ﻋﻀﻮ ﻧﺒﺎﻳﺪ از ﻣﻘﺪارAv ﻣﺴﺎﺣﺖ ﺧﺎﻣﻮﺗﻬﺎي اﺿﺎﻓﻲ.ﺑﻴﻨﻲ ﺷﻮﻧﺪ ﻧﺒﺎﻳﺪ ازs ﻫﻤﭽﻨﻴﻦ ﻓﺎﺻﻠﻪ. ﻛﻤﺘﺮ ﺷﻮد0.42b w s f yt not exceed (d 8)β b where b is the ratio of area of reinforcement cut off to total area of tension reinforcement at the section. در اﻳﻦ راﺑﻄﻪ ﻧﺴﺒﺖ ﻣﺴﺎﺣﺖ b ﻛﻪ،( ﺑﻴﺸﺘﺮ ﺷﻮدd 8) b آرﻣﺎﺗﻮر ﻗﻄﻊ ﺷﺪه ﺑﻪ ﻣﺴﺎﺣﺖ ﻛﻞ آرﻣﺎﺗﻮر ﻛﺸﺸﻲ در ﻣﻘﻄﻊ .ﻣﻲﺑﺎﺷﺪ 10.9.5.3 For 35 bar and smaller, continuing reinforcement provides double the area required for flexure at the cutoff point and shear does not exceed three-fourths that permitted. اﺿﺎﻓﻪ ﻃﻮل، و ﻛﻮﭼﻜﺘﺮ 35 ﺑﺮاي ﻣﻴﻠﮕﺮدﻫﺎي3-5-9-10 10.9.6 Adequate anchorage shall be provided for tension reinforcement in flexural members where reinforcement stress is not directly proportional to moment, such as: sloped, stepped, or tapered footings; brackets; deep flexural members; or members in which tension reinforcement is not parallel to compression face. ﺑﺮاي آرﻣﺎﺗﻮرﻫﺎي ﻛﺸﺸﻲ در اﻋﻀﺎي ﺧﻤﺸﻲ ﻛﻪ ﺗﻨﺶ6-9-10 10.10 Development of Reinforcement Positive دو ﺑﺮاﺑﺮ ﻣﺴﺎﺣﺖ ﻻزم ﺑﺮاي ﺧﻤﺶ در ﻧﻘﻄﻪ ﻗﻄﻊ را،آرﻣﺎﺗﻮر .ﺗﺄﻣﻴﻦ ﻛﺮده و ﺑﺮش ﻧﺒﺎﻳﺪ از ﺳﻪ ﭼﻬﺎرم ﻣﻘﺪار ﻣﺠﺎز ﺑﻴﺸﺘﺮ ﺷﻮد ، ﻣﺜﻞ ﭘﻲﻫﺎي ﺷﻴﺒﺪار،آرﻣﺎﺗﻮر ﻣﺴﺘﻘﻴﻤﺎً ﺑﺎ ﻟﻨﮕﺮ ﺗﻨﺎﺳﺐ ﻧﺪارد اﻋﻀﺎي ﺧﻤﺸﻲ ﻋﻤﻴﻖ ﻳﺎ اﻋﻀﺎﻳﻲ، دﺳﺘﻜﻬﺎ،ﭘﻠﻪاي ﻳﺎ ﻣﺎﻫﻴﭽﻪاي ﺑﺎﻳﺪ،ﻛﻪ در آﻧﻬﺎ آرﻣﺎﺗﻮرﻫﺎي ﻛﺸﺸﻲ ﻣﻮازي وﺟﻪ ﻓﺸﺎري ﻧﻴﺴﺖ .ﻣﻬﺎر ﻣﻨﺎﺳﺐ ﺗﺄﻣﻴﻦ ﺷﻮد ﻣﻬﺎر آرﻣﺎﺗﻮر ﻟﻨﮕﺮ ﻣﺜﺒﺖ10-10 Moment ﺣﺪاﻗﻞ ﻳﻚ ﺳﻮم آرﻣﺎﺗﻮر ﻟﻨﮕﺮ ﻣﺜﺒﺖ در اﻋﻀﺎي ﺳﺎده1-10-10 10.10.1 At least one-third the positive moment reinforcement in simple members and one-fourth the positive moment reinforcement in continuous members shall extend along the same face of member into the support. In beams, such reinforcement shall extend into the support at least 150 mm. و ﻳﻚ ﭼﻬﺎرم آرﻣﺎﺗﻮر ﻟﻨﮕﺮ ﻣﺜﺒﺖ در اﻋﻀﺎي ﭘﻴﻮﺳﺘﻪ ﺑﺎﻳﺪ در در.ﻣﺴﻴﺮ ﻫﻤﺎن وﺟﻪ ﻋﻀﻮ ﺑﻪ داﺧﻞ ﺗﻜﻴﻪﮔﺎه اﻣﺘﺪاد ﭘﻴﺪا ﻛﻨﺪ ﻣﻴﻠﻴﻤﺘﺮ150 ﺗﻴﺮﻫﺎ ﭼﻨﻴﻦ آرﻣﺎﺗﻮرﻫﺎﻳﻲ ﺑﺎﻳﺪ ﺣﺪاﻗﻞ ﺑﻪ اﻧﺪازه .ﺑﻪ داﺧﻞ ﺗﻜﻴﻪﮔﺎه اﻣﺘﺪاد ﻳﺎﺑﻨﺪ 10.10.2 When a flexural member is part of a primary lateral load resisting system, positive moment reinforcement required to be extended into the support by Clause 10.10.1 shall be anchored to develop the specified yield strength fy in tension at the face of support. درﻣﻮاردﻳﻜﻪ ﻳﻚ ﻋﻀﻮ ﺧﻤﺸﻲ ﺑﻪ ﻋﻨﻮان ﺑﺨﺸﻲ از2-10-10 ،ﺳﻴﺴﺘﻢ اﺻﻠﻲ ﻣﻘﺎوم در ﺑﺮاﺑﺮ ﺑﺎرﻫﺎي ﺟﺎﻧﺒﻲ ﻋﻤﻞ ﻣﻲﻛﻨﺪ ﺑﻪ داﺧﻞ1-10-10 آرﻣﺎﺗﻮرﻫﺎي ﻟﻨﮕﺮ ﻣﺜﺒﺖ ﻛﻪ ﻣﻄﺎﺑﻖ ﺑﻨﺪ ﺗﻜﻴﻪﮔﺎﻫﻬﺎ اﻣﺘﺪاد ﭘﻴﺪا ﻛﺮده اﻧﺪ ﺑﺎﻳﺪ در ﺑﺮﺗﻜﻴﻪﮔﺎه ﺑﺮاي ﺗﺄﻣﻴﻦ . ﻣﻬﺎر ﺷﻮﻧﺪ، ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻣﺸﺨﺼﻪ در ﻛﺸﺶfy و12.11.3 ﺑﺮاي ﺳﺎﻳﺮ ﺷﺮاﻳﻂ ﺑﻪ ﻗﺴﻤﺘﻬﺎي3-10-10 10.10.3 For additional provisions, reference is made to sections 12.11.3 and 12.11.4 of ACI 318M. . ﻣﺮاﺟﻌﻪ ﺷﻮدACI 318M اﺳﺘﺎﻧﺪارد12.11.4 55 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) Moment ﻣﻬﺎر آرﻣﺎﺗﻮر ﻟﻨﮕﺮ ﻣﻨﻔﻲ11-10 10.11.1 Negative moment reinforcement in a continuous, restrained, or cantilever member, or in any member of a rigid frame, shall be anchored in or through the supporting member by embedment length, hooks, or mechanical anchorage. ﻣﻘﻴﺪ ﻳﺎ، آرﻣﺎﺗﻮر ﻟﻨﮕﺮ ﻣﻨﻔﻲ در ﻳﻚ ﻋﻀﻮ ﭘﻴﻮﺳﺘﻪ1-11-10 10.11 Development of Reinforcement Negative ﺑﺎﻳﺪ ﺑﺎ اﺳﺘﻔﺎده از،ﻃﺮهاي ﻳﺎ در ﻫﺮ ﻋﻀﻮي از ﻳﻚ ﻗﺎب ﺻﻠﺐ ﻗﻼﺑﻬﺎ ﻳﺎ ﻣﻬﺎرﻫﺎي ﻣﻜﺎﻧﻴﻜﻲ در داﺧﻞ ﻋﻀﻮ،ﻃﻮل ﻣﻬﺎري .ﺗﻜﻴﻪﮔﺎﻫﻲ ﻳﺎ از ﻃﺮﻳﻖ ﻋﺒﻮر از آن ﻣﻬﺎر ﺷﻮد 10.11.2 Negative moment reinforcement shall have an embedment length into the span as required by Sub-Clauses 10.1 and 10.9.3. آرﻣﺎﺗﻮر ﻟﻨﮕﺮ ﻣﻨﻔﻲ ﺑﺎﻳﺪ داراي ﻳﻚ ﻃﻮل ﮔﻴﺮاﻳﻲ در2-11-10 10.11.3 At least one-third the total tension reinforcement provided for negative moment at a support shall have an embedment length beyond the point of inflection not less than effective depth of member, 12 db, or one-sixteenth the clear span, whichever is greater. ﺣﺪاﻗﻞ ﻳﻚ ﺳﻮم ﻛﻞ آرﻣﺎﺗﻮر ﻛﺸﺸﻲ ﺗﺄﻣﻴﻦ ﺷﺪه3-11-10 . ﺑﺎﺷﺪ3-9-10 و1-10 داﺧﻞ دﻫﺎﻧﻪ ﻣﻄﺎﺑﻖ زﻳﺮﺑﻨﺪﻫﺎي ﺑﺮاي ﻟﻨﮕﺮ ﻣﻨﻔﻲ در ﺗﻜﻴﻪﮔﺎه ﺑﺎﻳﺪ داراي ﻳﻚ ﻃﻮل ﮔﻴﺮاﻳﻲ ﭘﺲ ،از ﻧﻘﻄﻪ ﻋﻄﻒ ﺑﺎﺷﺪ ﻛﻪ اﻳﻦ ﻃﻮل ﻧﺒﺎﻳﺪ از ﺑﺰرﮔﺘﺮﻳﻦ ﺳﻪ ﻣﻘﺪار ﻳﺎ ﻳﻚ ﺷﺎﻧﺰدﻫﻢ ﻃﻮل آزاد دﻫﺎﻧﻪ ﻛﻤﺘﺮ12db ،ﻋﻤﻖ ﻣﻮﺛﺮ ﻋﻀﻮ .ﺑﺎﺷﺪ ﻣﻬﺎر آرﻣﺎﺗﻮر ﺟﺎن12-10 10.12 Development of Web Reinforcement آرﻣﺎﺗﻮر ﺟﺎن ﺑﺎﻳﺪ ﺗﺎ آﻧﺠﺎﻳﻲ ﻛﻪ ﺗﻮﺳﻂ ﺿﻮاﺑﻂ ﭘﻮﺷﺶ1-12-10 10.12.1 Web reinforcement shall be carried as close to compression and tension surfaces of member as cover requirements and proximity of other reinforcement will permit. For further detail refer to Section 12.13 of ACI-318M-2002 and Figs. 4 and 5 of this Standard. ﺑﻪ ﺳﻄﻮح ﻓﺸﺎري و،و ﻓﺎﺻﻠﻪ ﺑﺎ آرﻣﺎﺗﻮرﻫﺎي دﻳﮕﺮ ﻣﺠﺎز اﺳﺖ ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﻗﺴﻤﺖ.ﻛﺸﺸﻲ ﻋﻀﻮ ﻧﺰدﻳﻚ ﺑﺎﺷﺪ اﻳﻦ5 و4 و ﺷﻜﻠﻬﺎيACI 318M اﺳﺘﺎﻧﺪارد12.13 .اﺳﺘﺎﻧﺪارد ﻣﺮاﺟﻌﻪ ﺷﻮد 56 آذر Nov. 2008 / 1387 )IPS-E-CE-200(1 زﻳﺮﺑﻨﺪ 1-12-10را ﻣﻼﺣﻈﻪ ﻛﻨﻴﺪ ﺣﺪاﻛﺜﺮ 4 d ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ 50ﻣﻴﻠﻴﻤﺘﺮ ﺣﺪاﻛﺜﺮ ﺣﺪاﻛﺜﺮ ﺧﻢ ﻫﺸﺖ ﺑﺮاﺑﺮ ﻗﻄﺮ ﺳﻴﻢ )ﺣﺪاﻗﻞ( ANCHORAGE IN COMPRESSION ZONE OF WELDED SMOOTH WIRE FABRIC U-STIRRUPS Fig. 4 ﻣﻬﺎر در ﻧﺎﺣﻴﻪ ﻓﺸﺎري ﺧﺎﻣﻮتﻫﺎي uﺷﻜﻞ ﺳﺎﺧﺘﻪ ﺷﺪه از آرﻣﺎﺗﻮر ﺟﻮش ﺷﺪه از ﺳﻴﻢ ﺳﺎده ﺷﻜﻞ 4 )دو ﻣﻔﺘﻮل اﻓﻖ ﺑﺎﻻ و ﭘﺎﺋﻴﻦ( )ﺣﺪاﻗﻞ ﺑﺰرﮔﺘﺮﻳﻦ 4 )زﻳﺮﺑﻨﺪ 1-12-10را ﻣﻼﺣﻈﻪ ﻛﻨﻴﺪ( d ﻳﺎ 50ﻣﻴﻠﻴﻤﺘﺮ( )ﺣﺪاﻗﻞ ﺑﺰرﮔﺘﺮﻳﻦ ﻣﻔﺘﻮﻟﻬﺎي ﻗﺎﺋﻢ ﺻﺎف ﻳﺎ آﺟﺪار ﻻزم 4 d ﻳﺎ 50ﻣﻴﻠﻴﻤﺘﺮ( )آرﻣﺎﺗﻮر اﺻﻠﻲ( )ﺣﺪاﻗﻞ 50ﻣﻴﻠﻴﻤﺘﺮ( )زﻳﺮﺑﻨﺪ 1-12-10را ﻣﻼﺣﻈﻪ ﻛﻨﻴﺪ( ﻣﻔﺘﻮل ﺑﻴﺮوﻧﻲ ﻛﻪ در ﺑﺎﻻﺗﺮﻳﻦ و ﭘﺎﺋﻴﻦ ﺗﺮﻳﻦ آرﻣﺎﺗﻮر اﺻﻠﻲ ﻗﺮار ﻧﺪارد ANCHORAGE OF SINGLE LEG WELDED WIRE FABRIC SHEAR REINFORCEMENT Fig. 5 )ﻣﻬﺎر آرﻣﺎﺗﻮر ﺑﺮﺷﻲ از ﻧﻮع آرﻣﺎﺗﻮر ﺟﻮش ﺷﺪه از ﻣﻔﺘﻮل ﺗﻚ ﺷﺎﺧﻪ( ﺷﻜﻞ 5 57 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) وﺻﻠﻪ ﻫﺎي آرﻣﺎﺗﻮرﻫﺎ – ﻋﻤﻮﻣﻲ13-10 10.13 Splices of Reinforcement-General 10.13.1 Splices of reinforcement shall be made only as required or permitted on design drawings, or in specifications, or as authorized by the AR. وﺻﻠﻪﻫﺎي آرﻣﺎﺗﻮرﻫﺎ ﺑﺎﻳﺪ ﻓﻘﻂ ﻣﻄﺎﺑﻖ ﻧﻘﺸﻪﻫﺎي1-13-10 10.14 Splices of Deformed Bars and Deformed Wire in Tension وﺻﻠﻪ ﻣﻴﻠﮕﺮدﻫﺎ و ﻣﻔﺘﻮﻟﻬﺎي آﺟﺪار ﺗﺤﺖ ﻛﺸﺶ14-10 10.14.1 Minimum length of lap for tension lap splices shall be as required for Class A, or B, splice, but not less than 300 mm, where: ﺣﺪاﻗﻞ ﻃﻮل ﭘﻮﺷﺶ ﺑﺮاي وﺻﻠﻪﻫﺎي ﭘﻮﺷﺸﻲ ﺑﺎﻳﺪ1-14-10 Class A Splice...............................................1.0 l d 1/0 d ....................................................................... A وﺻﻠﻪ ﻧﻮع Class B Splice...............................................1.3 l d 1/3 d .......................................................................... B وﺻﻠﻪ ﻧﻮع Where is the tensile development length for the specified yield strength fy in accordance with Clause 10.2, without the modification factor of excess reinforcement. ﻃﻮل ﻣﻬﺎري ﻛﺸﺸﻲ ﺑﺮاي ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ d ﻛﻪ در آن راﺑﻄﻪ ﺑﺪون ﺿﺮﻳﺐ اﺻﻼﺣﻲ ﺑﺮاي،2-10 ﺑﺮاﺳﺎس ﺑﻨﺪ،fy ﻣﺸﺨﺼﻪ .آرﻣﺎﺗﻮر اﺿﺎﻓﻲ ﻣﻲﺑﺎﺷﺪ 10.15 Splices of Deformed Bars in Compression وﺻﻠﻪ ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﺗﺤﺖ ﻓﺸﺎر15-10 10.15.1 Compression lap splice length shall be 0.07 fy db, for fy of 420 MPa or less, or (0.13 fy24) db for fy greater than 420 MPa, but not less than 300 mm. For fc′less than 21 MPa, length of lap shall be increased by one-third. ﻛﻮﭼﻜﺘﺮ ﻳﺎfy ﻃﻮل وﺻﻠﻪ ﭘﻮﺷﺸﻲ ﻓﺸﺎري ﺑﺮاي1-15-10 10.16 Special Splice Requirements for Columns ﺿﻮاﺑﻂ وﻳﮋه وﺻﻠﻪ ﺑﺮاي ﺳﺘﻮﻧﻬﺎ16-10 10.16.1 Lap splices, butt welded mechanical connections, or end-bearing shall be used with the limitations of through 10.16.4. A splice shall requirements for all load combinations column. اﺟﺮا،ﻃﺮاﺣﻲ ﻳﺎ ﻣﺸﺨﺼﺎت ﻓﻨﻲ و ﻳﺎ ﺑﺎ ﻧﻈﺮ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ .ﺷﻮﻧﺪ ﺑﻮده وB ﻳﺎA ﺑﺮاﺑﺮ ﻣﻘﺎدﻳﺮ ﻣﻮرد ﻧﻴﺎز ﺑﺮاي وﺻﻠﻪ ﻫﺎي ﻛﻼس : ﻣﻴﻠﻴﻤﺘﺮ ﻛﻤﺘﺮ ﺷﻮد300 ﻧﺒﺎﻳﺪ از ﺑﺰرﮔﺘﺮ ازfy و ﺑﺮاي0/07 fy db ﺑﺎﻳﺪ ﺑﺮاﺑﺮ420 MPa ﻣﺴﺎوي 300 ( ﺑﺎﺷﺪ اﻣﺎ ﻧﺒﺎﻳﺪ از0/13 fy - 24)db ﺑﺎﻳﺪ ﺑﺮاﺑﺮ420 MPa ﻃﻮل،21 MPa ﻛﻮﭼﻜﺘﺮ ازfc′ ﺑﺮاي.ﻣﻴﻠﻴﻤﺘﺮ ﻛﻤﺘﺮ ﺷﻮد .ﭘﻮﺷﺶ ﺑﺎﻳﺪ ﺑﻪ اﻧﺪازه ﻳﻚ ﺳﻮم اﻓﺰاﻳﺶ ﻳﺎﺑﺪ splices, splices 10.16.2 satisfy for the وﺻﻠﻪﻫﺎي ﭘﻮﺷﺸﻲ و وﺻﻠﻪﻫﺎي ﺟﻮشﺷﺪه ﻟﺐ ﺑﻪ1-16-10 اﺗﺼﺎﻻت ﻣﻜﺎﻧﻴﻜﻲ ﻳﺎ وﺻﻠﻪﻫﺎي ﺑﺎ اﻧﺘﻬﺎي اﺗﻜﺎﻳﻲ ﺑﺎﻳﺪ ﺑﺎ،ﻟﺐ . ﺑﻜﺎر روﻧﺪ4-16-10 ﺗﺎ2-16-10 رﻋﺎﻳﺖ ﻣﺤﺪودﻳﺘﻬﺎي ﺑﻨﺪ ﻳﻚ وﺻﻠﻪ ﺑﺎﻳﺪ ﺿﻮاﺑﻂ ﻣﺮﺑﻮط ﺑﻪ ﺗﻤﺎم ﺗﺮﻛﻴﺒﺎت ﺑﺎرﮔﺬاري ﺑﺮاي .ﺳﺘﻮﻧﻬﺎ را ﺑﺮآورده ﻛﻨﺪ وﺻﻠﻪﻫﺎي ﭘﻮﺷﺸﻲ در ﺳﺘﻮﻧﻬﺎ2-16-10 10.16.2 Lap splices in columns در ﻣﻮاردﻳﻜﻪ ﺗﻨﺶ ﻣﻴﻠﮕﺮدﻫﺎ ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي1-2-16-10 10.16.2.1 Where the bar stress due to factored loads is compressive, lap splices shall conform to 10.15.1 and, where applicable, to 10.16.2.4 or 10.16.2.5. وﺻﻠﻪﻫﺎي ﭘﻮﺷﺸﻲ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﻨﺪ،ﺿﺮﻳﺒﺪار ﻓﺸﺎري ﺑﺎﺷﺪ ﻳﺎ4-2-16-10 و در ﻣﻮارد ﻣﻤﻜﻦ ﻣﻄﺎﺑﻖ ﺑﻨﺪﻫﺎي1-15-10 . ﺑﺎﺷﺪ5-2-16-10 درﻣﻮاردﻳﻜﻪ ﺗﻨﺶ ﻣﻴﻠﮕﺮد ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي2-2-16-10 10.16.2.2 Where the bar stress due to factored loads is tensile and does not exceed 0.5 fy in tension, lap splices shall be Class B tension lap splices if more than one-half of the bars are spliced at any section, or Class A tension lap splices if half or fewer of the bars are spliced at any section and alternate lap splices are staggered by l d . ، در ﻛﺸﺶ ﻛﻤﺘﺮ ﺑﺎﺷﺪ0/5 fy ﺿﺮﻳﺒﺪار از ﻧﻮع ﻛﺸﺸﻲ ﺑﻮده و از ﻳﺎ اﮔﺮ، ﺑﺎﺷﻨﺪB وﺻﻠﻪ ﻫﺎ ﺑﺎﻳﺪ از ﻧﻮع وﺻﻠﻪ ﻫﺎي ﻛﺸﺸﻲ ﻛﻼس ﻧﺼﻒ ﻳﺎ ﻛﻤﺘﺮ ﻣﻴﻠﮕﺮدﻫﺎ در ﻫﺮ ﻣﻘﻄﻊ وﺻﻠﻪ ﺷﻮﻧﺪ و ﻓﺎﺻﻠﻪﻫﺎي ﺑﺎﺷﺪ وﺻﻠﻪﻫﺎي ﻛﺸﺸﻲ ﺑﺎﻳﺪ از d ﭘﻮﺷﺸﻲ ﻳﻚ درﻣﻴﺎن ﺑﺮاﺑﺮ . ﺑﺎﺷﻨﺪA ﻧﻮع وﺻﻠﻪ ﻫﺎي ﻛﺸﺸﻲ ﻛﻼس 58 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) 10.16.2.3 Where the bar stress due to factored loads is greater than 0.5 fy in tension, lap splices shall be Class B tension lap splices. درﻣﻮاردﻳﻜﻪ ﺗﻨﺶ ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪار از3-2-16-10 10.16.2.4 In tied reinforced compression members, where ties throughout the lap splice length have an effective area not less than 0.0015 hs, lap splice length may be multiplied by 0.83, but lap length shall not be less than 300 mm. Tie legs perpendicular to dimension h shall be used in determining effective area. در اﻋﻀﺎي ﻣﺴﻠﺢ ﻓﺸﺎري ﻛﻪ ﺗﻨﮕﻬﺎي ﻣﻮﺟﻮد در4-2-16-10 ﺑﺎﺷﺪ وﺻﻠﻪ ﻫﺎي ﭘﻮﺷﺸﻲ ﺑﺎﻳﺪ از0/5 fy ﻧﻮع ﻛﺸﺸﻲ و ﺑﺰرﮔﺘﺮ از . ﺑﺎﺷﺪB ﻧﻮع وﺻﻠﻪﻫﺎي ﭘﻮﺷﺸﻲ ﻛﺸﺸﻲ ﻛﻼس ﺳﺮاﺳﺮ ﻃﻮل وﺻﻠﻪ ﭘﻮﺷﺸﻲ داراي ﻣﺴﺎﺣﺖ ﻣﻮﺛﺮ ﺑﺰرﮔﺘﺮ از ﺑﺎﺷﻨﺪ ﻃﻮل وﺻﻠﻪ ﭘﻮﺷﺸﻲ را ﻣﻲﺗﻮان در ﻋﺪد0/0015hs ﻣﻴﻠﻴﻤﺘﺮ300 ﺿﺮب ﻧﻤﻮد اﻣﺎ ﻃﻮل وﺻﻠﻪ ﻧﺒﺎﻳﺪ از0/83 ﻫﻨﮕﺎم ﺗﻌﻴﻴﻦ ﻣﺴﺎﺣﺖ ﻣﻮﺛﺮ ﺑﺎﻳﺪ از ﺷﺎﺧﻪﻫﺎي.ﻛﻮﭼﻜﺘﺮ ﺷﻮد . اﺳﺘﻔﺎده ﻧﻤﻮدh ﻋﻤﻮد ﺑﺮ ﺑﻌﺪ ﻃﻮل، در اﻋﻀﺎي ﻓﺸﺎري ﻣﺴﻠﺢ ﺑﺎ آرﻣﺎﺗﻮر ﻣﺎرﭘﻴﭻ5-2-16-10 10.16.2.5 In spirally reinforced compression members, lap splice length of bars within a spiral may be multiplied by 0.75, but lap length shall not be less than 300 mm. 10.16.3 Welded splices or connectors in columns وﺻﻠﻪ ﭘﻮﺷﺸﻲ ﻣﻴﻠﮕﺮدﻫﺎ در ﻳﻚ ﻣﺎرﭘﻴﭻ را ﻣﻲﺗﻮان در ﻋﺪد ﻣﻴﻠﻴﻤﺘﺮ ﻛﻤﺘﺮ300 اﻣﺎ اﻳﻦ ﻃﻮل ﻧﺒﺎﻳﺪ از، ﺿﺮب ﻧﻤﻮد0/75 .ﺑﺎﺷﺪ وﺻﻠﻪﻫﺎي ﺟﻮش ﺷﺪه ﻳﺎ اﺗﺼﺎل دﻫﻨﺪهﻫﺎي3-16-10 mechanical ﻣﻜﺎﻧﻴﻜﻲ در ﺳﺘﻮﻧﻬﺎ Welded splices or mechanical connectors in columns shall meet the requirements of Section 12.14.3.3 or 12.14.3.4 of ACI 318M. وﺻﻠﻪﻫﺎي ﺟﻮش ﺷﺪه ﻳﺎ اﺗﺼﺎل دﻫﻨﺪهﻫﺎي ﻣﻜﺎﻧﻴﻜﻲ در ﺳﺘﻮﻧﻬﺎ اﺳﺘﺎﻧﺪارد12.14.3.4 ﻳﺎ12.14.3.3 ﺑﺎﻳﺪ اﻟﺰاﻣﺎت ﻗﺴﻤﺘﻬﺎي . را ﺑﺮآورده ﺳﺎزﻧﺪACI 318M وﺻﻠﻪﻫﺎي ﺑﺎ اﻧﺘﻬﺎي اﺗﻜﺎﻳﻲ در ﺳﺘﻮﻧﻬﺎ4-16-10 10.16.4 End bearing splices in columns End bearing splices complying with Section 12.16.4 of ACI 318M may be used for column bars stressed in compression, provided the splices are staggered or additional bars are provided at splice locations. The continuing bars in each face of the column shall have a tensile strength, based on the specified yield strength fy, not less than 0.25 fy times the area of the vertical reinforcement in that face. اﺳﺘﺎﻧﺪارد12.16.4 وﺻﻠﻪﻫــﺎي ﺑﺎ اﻧﺘﻬﺎي اﺗﻜﺎﺋﻲ ﻣﻄﺎﺑﻖ ﻗﺴﻤﺖ را ﻣﻲﺗﻮان ﺑﺮاي ﻣﻴﻠﮕﺮدﻫﺎي ﻣﻮﺟﻮد درACI 318M ﺳﺘﻮﻧﻬﺎﻳﻲ ﻛﻪ ﺗﺤﺖ ﺗﻨﺶ ﻓﺸﺎري ﻣﻲﺑﺎﺷﻨﺪ ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار داد ﺑﻪ ﺷﺮﻃﻲ ﻛﻪ وﺻﻠﻪﻫﺎ ﺑﻪ ﺻﻮرت ﻳﻚ در ﻣﻴﺎن ﺑﻮده ﻳﺎ ﻣﻘﺎوﻣﺖ.ﻣﻴﻠﮕﺮدﻫﺎي اﺿﺎﻓﻲ در ﻣﺤﻞ وﺻﻠﻪﻫﺎ ﻗﺮار داده ﺷﻮﻧﺪ درﺻﺪ25 ﻛﺸﺸﻲ ﻣﻴﻠﮕﺮدﻫﺎي ﻃﻮﻟﻲ در ﻫﺮ وﺟﻪ ﺳﺘﻮن ﻧﺒﺎﻳﺪ از . ﺿﺮﺑﺪر ﺳﻄﺢ ﻣﻘﻄﻊ آرﻣﺎﺗﻮرﻫﺎي ﻗﺎﺋﻢ آن وﺟﻪ ﻛﻤﺘﺮ ﺑﺎﺷﺪfy 10.17 For splices of welded deformed and plain wire fabric in tension refer to Sections 12.18 and 12.19 of ACI 318M- 2002, respectively. ﺑﺮاي وﺻﻠﻪﻫﺎي ﺷﺒﻜﻪﻫﺎي ﺟﻮشﺷﺪه از ﻣﻔﺘﻮل آﺟﺪار و17-10 12.19 و12.18 ﺳﺎده در ﻛﺸﺶ ﺑﻪ ﺗﺮﺗﻴﺐ ﺑﻪ ﻗﺴﻤﺘﻬﺎي . ﻣﺮاﺟﻌﻪ ﺷﻮدACI 318-2002 اﺳﺘﺎﻧﺪارد 59 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻃﺮاﺣﻲ ﺑﺘﻦ ﻏﻴﺮﻣﺴﻠﺢ-11 11. PLAIN CONCRETE DESIGN اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ1-11 11.1 General Requirements وﻗﺘﻴﻜﻪ، ﺑﺘﻦ ﻏﻴﺮﻣﺴﻠﺢ ﻧﺒﺎﻳﺪ در اﻋﻀﺎي ﺳﺎزه اي1-1-11 11.1.1 Plain concrete shall not be used for structural members where special design considerations are required for earthquake or blast. ﻣﻼﺣﻈﺎت ﻃﺮاﺣﻲ ﺧﺎص ﺑﺮاي زﻟﺰﻟﻪ ﻳﺎ اﻧﻔﺠﺎر ﻣﻮرد ﻧﻴﺎز اﺳﺖ .اﺳﺘﻔﺎده ﺷﻮد اﺳﺘﻔﺎده از ﺑﺘﻦ ﻏﻴﺮﻣﺴﻠﺢ2-11 11.2 Use of Plain Concrete Plain concrete shall be limited to members that are continuously supported by soil or supported by other structural members capable of providing continuous vertical support, or where arch action assures compression under all conditions of loading. ﻛﺎرﺑﺮد ﺑﺘﻦ ﻏﻴﺮﻣﺴﻠﺢ ﺑﺎﻳﺪ ﺑﻪ اﻋﻀﺎﻳﻲ ﻣﺤﺪود ﺷﻮد ﻛﻪ ﺑﻄﻮر ﭘﻴﻮﺳﺘﻪ ﺗﻮﺳﻂ ﺧﺎك و ﻳﺎ ﺳﺎﻳﺮ اﺟﺰاي ﺳﺎزهاي دﻳﮕﺮ ﻛﻪ ﺗﻮاﻧﺎﻳﻲ . ﺗﺤﻤﻞ ﺷﻮﻧﺪ،اﻳﺠﺎد ﺗﻜﻴﻪﮔﺎه ﻋﻤﻮدي ﺑﻪ ﺻﻮرت ﭘﻴﻮﺳﺘﻪ را دارﻧﺪ ﻳﺎ ﻣﻮاردي ﻛﻪ ﺑﺎ ﻋﻤﻞ ﻗﻮﺳﻲ از وﺟﻮد ﻓﺸﺎر ﺗﺤﺖ ﺗﻤﺎم ﺷﺮاﻳﻂ .ﺑﺎرﮔﺬاري اﻃﻤﻴﻨﺎن ﺣﺎﺻﻞ ﺷﻮد 11.2.1 Plain concrete for compression members, other than arches or walls, shall be limited to pedestals. ﺑﺎﻳﺪ ﺑﻪ، ﻛﺎرﺑﺮد ﺑﺘﻦ ﻏﻴﺮ ﻣﺴﻠﺢ ﺑﺮاي اﻋﻀﺎي ﻓﺸﺎري1-12-11 . دﻳﻮارﻫﺎ و ﭘﺪﺳﺘﺎﻟﻬﺎ ﻣﺤﺪود ﺷﻮد،ﻗﻮﺳﻬﺎ ﻃﺮاﺣﻲ3-11 11.3 Design ACI 318M ﺑﺘﻦ ﻏﻴﺮﻣﺴﻠﺢ ﺑﺎﻳﺪ ﺑﺮ ﻃﺒﻖ اﺳﺘﺎﻧﺪارد1-3-11 11.3.1 All plain concrete should be designed in accordance with ACI 318M. .ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﻃﺮاﺣﻲ ﺑﺘﻦ ﭘﻴﺶ ﺗﻨﻴﺪه-12 12. PRESTRESSED CONCRETE DESIGN For general information refer to Chapter 18 of ACI 318M. ACI 318M اﺳﺘﺎﻧﺪارد،18 ﺑﺮاي اﻃﻼﻋﺎت ﻛﻠﻲ ﺑﻪ ﻓﺼﻞ 13. DESIGN OF SHELLS AND FOLDED PLATE MEMBERS ﻃﺮاﺣﻲ ﭘﻮﺳﺘﻪ ﻫﺎ و ﺻﻔﺤﺎت ﭘﻠﻴﺴﻪاي-13 .ﻣﺮاﺟﻌﻪ ﺷﻮد ACI 318M اﺳﺘﺎﻧﺪارد،19 ﺑﺮاي اﻃﻼﻋﺎت ﻛﻠﻲ ﺑﻪ ﻓﺼﻞ For general information refer to Chapter 19 of ACI 318M. .ﻣﺮاﺟﻌﻪ ﺷﻮد 60 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) APPENDICES ﭘﻴﻮﺳﺖﻫﺎ APPENDIX A ﭘﻴﻮﺳﺖ اﻟﻒ DESIGN OF WALLS ﻃﺮاﺣﻲ دﻳﻮارﻫﺎ ﻋﻤﻮﻣﻲ1 -اﻟﻒ A.1 General دﻳﻮارﻫﺎ ﺑﺎﻳﺪ ﺑﺮاي ﺑﺎرﻫﺎي ﺧﺎرج از ﻣﺮﻛﺰ و ﻫﺮ ﻧﻮع1-1 - اﻟﻒ A.1.1 Walls shall be designed for eccentric loads and any lateral or other loads to which they are subjected. ﻃﺮاﺣﻲ،ﺑﺎر ﺟﺎﻧﺒﻲ ﻳﺎ ﺳﺎﻳﺮ ﺑﺎرﻫﺎﻳﻲ ﻛﻪ ﺗﺤﺖ اﺛﺮ آﻧﻬﺎ ﻗﺮار دارد .ﺷﻮﻧﺪ A.1.2 Walls subject to axial loads shall be designed in accordance with Clauses A.1, A.2 and either A.3 or A.4. دﻳﻮارﻫﺎي ﺗﺤﺖ ﺑﺎرﻫﺎي ﻣﺤﻮري ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ2-1 - اﻟﻒ A.1.3 Design for shear shall be in accordance with Clause 9.8.1. . ﺑﺎﺷﺪ1-8-9 ﻃﺮاﺣﻲ ﺑﺮاي ﺑﺮش ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﻨﺪ3-1 - اﻟﻒ A.1.4 Unless demonstrated by a detailed analysis, horizontal length of wall to be considered as effective for each concentrated load shall not exceed center-to-center distance between loads, nor width of bearing plus four times the wall thickness. ﻃﻮل اﻓﻘﻲ دﻳﻮار ﻛﻪ ﺑﻪ ﻋﻨﻮان ﻃﻮل ﻣﻮﺛﺮ ﺑﺮاي ﻫﺮ4-1- اﻟﻒ A.1.5 Compression members built integrally with walls shall conform to Section 10.8.2 of ACI 318M. اﻋﻀﺎي ﻓﺸﺎري ﺳﺎﺧﺘﻪ ﺷﺪه ﺑﻪ ﺻﻮرت ﻳﻜﭙﺎرﭼﻪ ﺑﺎ5-1- اﻟﻒ A.1.6 Walls shall be anchored to intersecting elements such as floors, roofs, or to columns, pilasters, buttresses, and intersecting walls, and footings. دﻳﻮارﻫﺎ ﺑﺎﻳﺪ ﺗﻮﺳﻂ اﻋﻀﺎي ﻣﺘﻘﺎﻃﻊ ﺑﺎ آﻧﻬﺎ ﻫﻤﺎﻧﻨﺪ6-1- اﻟﻒ ﻳﺎ3- و ﻳﻜــﻲ از ﺑﻨﺪﻫﺎي اﻟﻒ2 - و اﻟﻒ1- ﺑﻨﺪﻫﺎي اﻟﻒ . ﻃﺮاﺣﻲ ﺷﻮﻧﺪ4- اﻟﻒ ﺑﺎر ﻣﺘﻤﺮﻛﺰ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮد ﻧﺒﺎﻳﺪ از ﻓﺎﺻﻠﻪ ﻣﺮﻛﺰ ﺑﻪ ﻣﺮﻛﺰ ﺑﻴﻦ ﺑﺎرﻫﺎ ﻳﺎ از ﻋﺮض ﺗﻜﻴﻪﮔﺎﻫﻲ )در ﺗﻮزﻳﻊ ﺑﺎر( ﺑﻪ ﻋﻼوه ﭼﻬﺎر ﺑﺮاﺑﺮ ﺿﺨﺎﻣﺖ دﻳﻮار ﺑﺰرﮔﺘﺮ ﺷﻮد ﻣﮕﺮ اﻳﻦ ﻛﻪ ﺑﺎ ﺗﺤﻠﻴﻞ دﻗﻴﻖ .ﻧﺘﻴﺠﻪ دﻳﮕﺮي ﺣﺎﺻﻞ ﺷﻮد ﺗﺒﻌﻴﺖACI 318M اﺳﺘﺎﻧﺪارد10.8.2 دﻳﻮار ﺑﺎﻳﺪ از ﻗﺴﻤﺖ .ﻛﻨﺪ ، دﻳﻮارﻫﺎي ﭘﺸﺖﺑﻨﺪ، ﻧﻴﻢ ﺳﺘﻮﻧﻬﺎ، ﺑﺎﻣﻬﺎ ﻳﺎ ﺳﺘﻮﻧﻬﺎ،ﻛﻒﻫﺎ .دﻳﻮارﻫﺎي ﻣﺘﻘﺎﻃﻊ و ﺷﺎﻟﻮدهﻫﺎ ﻣﻬﺎر ﺷﻮﻧﺪ ﭼﻨﺎﻧﭽﻪ ﺗﺤﻠﻴﻞ ﺳﺎزه ﻧﺸﺎن دﻫﻨﺪه ﻣﻘﺎوﻣﺖ ﻛﺎﻓﻲ و7-1- اﻟﻒ A.1.7 Quantity of reinforcement and limits of thickness required by Clauses A.2 and A.4 may be waived where structural analysis shows adequate strength and stability. ﭘﺎﻳﺪاري دﻳﻮار ﺑﺎﺷﺪ ﻣﻲﺗﻮان از ﺗﻌﺪاد آرﻣﺎﺗﻮر و ﻣﺤﺪودﻳﺖﻫﺎي ﭼﺸﻢ ﭘﻮﺷﻲ4- و اﻟﻒ2- ﺿﺨﺎﻣﺖ ﻻزم ﺑﺮاﺳﺎس ﺑﻨﺪﻫﺎي اﻟﻒ .ﻛﺮد اﻧﺘﻘﺎل ﻧﻴﺮو ﺑﻪ ﭘﻲ در ﭘﺎﻳﻪ دﻳﻮار ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ8-1- اﻟﻒ A.1.8 Transfer of force to footing at base of wall shall be in accordance with IPS-E-CE-120. . ﺑﺎﺷﺪIPS-E-CE-120 اﺳﺘﺎﻧﺪارد آرﻣﺎﺗﻮر ﺣﺪاﻗﻞ2 - اﻟﻒ A.2 Minimum Reinforcement A.2.1 Minimum vertical and horizontal reinforcement shall be in accordance with Clause A.2.2 and A.2.3 unless a greater amount is required for shear by Clause 9.8. ﺣﺪاﻗﻞ آرﻣﺎﺗﻮرﻫﺎي ﻗﺎﺋﻢ و اﻓﻘﻲ ﺑــﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﻨﺪ1-2- اﻟﻒ A.2.2 Minimum ratio of vertical reinforcement area to gross concrete area shall be: ﺣﺪاﻗﻞ ﻧﺴﺒﺖ ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮر ﻗﺎﺋﻢ ﺑﻪ ﻣﺴﺎﺣﺖ ﻛﻞ2-2- اﻟﻒ ﺑﻪ8-9 ﺑﺎﺷﺪ ﻣﮕﺮ آن ﻛﻪ ﻃﺒﻖ ﺑﻨﺪ3-2- و اﻟﻒ2-2- اﻟﻒ .ﻣﻘﺪار آرﻣﺎﺗﻮر ﺑﻴﺸﺘﺮي ﻧﻴﺎز ﺑﺎﺷﺪ :ﻣﻘﻄﻊ ﺑﺘﻨﻲ ﺑﺎﻳﺪ ﺑﺮاﺑﺮ ﺑﺎﺷﺪ ﺑﺎ a) 0.0012 for deformed bars not large than 16 with a specified yield strength not less than 420 MPa, or, ﺑﺮاي ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﻛﻮﭼﻜﺘﺮ ﻳﺎ ﻣﺴﺎوي0/0012 (اﻟﻒ ، ﻳﺎ، 420 MPa ﺑﺎ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻣﺸﺨﺼﻪ ﺑﺰرﮔﺘﺮ از 16 61 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ، ﺑﺮاي ﺳﺎﻳﺮ ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﻳﺎ0/0015 (ب b) 0.0015 for other deformed bars, or, ﺑﺮاي آرﻣﺎﺗﻮرﻫﺎي ﺟﻮشﺷﺪه از ﻣﻔﺘﻮل )ﺳﺎده0/0012 (ج c) 0.0012 for welded wire fabric (smooth or deformed) not larger than MW200 or MD200. .MD200 ﻳﺎMW200 ﻳﺎ آﺟﺪار( ﻛﻮﭼﻜﺘﺮ ﻳﺎ ﻣﺴﺎوي ﺣﺪاﻗﻞ ﻧﺴﺒﺖ ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮرﻫﺎي اﻓﻘﻲ ﺑﻪ3-2- اﻟﻒ A.2.3 Minimum ratio of horizontal reinforcement area to gross concrete area shall be: :ﻣﺴﺎﺣﺖ ﻛﻞ ﻣﻘﻄﻊ ﺑﺘﻨﻲ ﺑﺎﻳﺪ ﺑﺮاﺑﺮ ﺑﺎﺷﺪ ﺑﺎ a) 0.0020 for deformed bars not larger than 16 with a specified yield strength not less than 420 MPa, or, ﺑﺮاي ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﻛﻮﭼﻜﺘﺮ ﻳﺎ ﻣﺴﺎوي0/0020 (اﻟﻒ ﻳﺎ420 MPa ﺑﺎ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻣﺸﺨﺼﻪ ﺣﺪاﻗﻞ 16 b) 0.0025 for other deformed bars, or, ﺑﺮاي ﺳﺎﻳﺮ ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار ﻳﺎ0/0025 (ب c) 0.0020 for welded wire reinforcement not larger than MW200 or MD200. ﺑﺮاي آرﻣﺎﺗﻮرﻫﺎي ﺟﻮش ﺷﺪه از ﻣﻔﺘﻮل )ﺳﺎده0/0020 (ج . MD200 ﻳﺎMW200 ﻳﺎ آﺟﺪار( ﻛﻮﭼﻜﺘﺮ ﻳﺎ ﻣﺴﺎوي ﻣﻴﻠﻴﻤﺘﺮ ﺑﻪ ﺟﺰ250 دﻳﻮارﻫﺎي ﺑﺎ ﺿﺨﺎﻣﺖ ﺑﻴﺸﺘﺮ از4-2- اﻟﻒ A.2.4 Walls more than 250 mm thick, except basement walls, shall have reinforcement for each direction placed in two layers parallel with faces of wall in accordance with the following: دﻳﻮارﻫﺎي زﻳﺮزﻣﻴﻦ ﻛﻪ ﺑﺎﻳﺪ داراي آرﻣﺎﺗﻮرﻫﺎﻳﻲ در ﻫﺮ دوراﺳﺘﺎ و : ﺑﻪ ﻃﻮري ﻛﻪ،در دوﻻﻳﻪ ﻣﻮازي ﺑﺎ ﺳﻄﺢ دﻳﻮار ﺑﺎﺷﻨﺪ اﻟﻒ( ﻳﻚ ﻻﻳﻪ ﺑﺎﻳﺪ درﺑﺮدارﻧﺪه ﺣﺪاﻗﻞ ﻧﺼﻒ و ﺣﺪاﻛﺜﺮ a) One layer consisting of not less than one-half and not more than two-thirds of total reinforcement required for each direction shall be placed not less than 50 mm nor more than one-third the thickness of wall from exterior surface. دوﺳﻮم ﻛﻞ آرﻣﺎﺗﻮر ﻻزم ﺑﺮاي ﻫﺮ راﺳﺘﺎ ﺑﺎﺷﺪ و اﻳﻦ آرﻣﺎﺗﻮرﻫﺎ ﻣﻴﻠﻴﻤﺘﺮ و ﺣﺪاﻛﺜﺮ ﻳﻚ ﺳﻮم50 در ﻓﺎﺻﻠﻪاي ﺣﺪاﻗﻞ . ﻧﺴﺒﺖ ﺑﻪ ﺳﻄﺢ ﺧﺎرﺟﻲ آن ﻗﺮار داده ﺷﻮﻧﺪ،ﺿﺨﺎﻣﺖ دﻳﻮار b) The other layer, consisting of the balance of required reinforcement in that direction shall be placed not less than 20 mm nor more than onethird the thickness of wall from interior surface. ﻣﻴﻠﻴﻤﺘﺮ و20 ﺑﺎﻳﺪ در ﻓﺎﺻﻠﻪ اي ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ،ﻣﻲﺑﺎﺷﺪ ﺣﺪاﻛﺜﺮ ﻳﻚ ﺳﻮم ﺿﺨﺎﻣﺖ دﻳﻮار ﻧﺴﺒﺖ ﺑﻪ ﺳﻄﺢ داﺧﻠﻲ آن . ﻗﺮار داده ﺷﻮد ب( ﻻﻳﻪ دﻳﮕﺮ ﻛﻪ ﺷﺎﻣﻞ ﺑﻘﻴﻪ آرﻣﺎﺗﻮر ﻻزم در آن راﺳﺘﺎ A.2.5 Vertical and horizontal reinforcement shall not be spaced further apart than three times the wall thickness, nor 450 mm. ﻓﺎﺻﻠﻪ آرﻣﺎﺗﻮرﻫﺎي ﻗﺎﺋﻢ و اﻓﻘﻲ ﻧﺒﺎﻳﺪ از ﺳﻪ ﺑﺮاﺑﺮ5-2- اﻟﻒ A.2.6 Vertical reinforcement need not be enclosed by lateral ties if vertical reinforcement area is not greater than 0.01 times gross concrete area, or where vertical reinforcement is not required as compression reinforcement. ﻣﺴﺎﺣﺖ0/01 ﭼﻨﺎﻧﭽﻪ ﻣﺴﺎﺣﺖ آرﻣﺎﺗﻮرﻫﺎي ﻗﺎﺋﻢ از6-2- اﻟﻒ A.2.7 In addition to the minimum reinforcement required by Clauses A.2.1 and A.2.2 not less than two 16 bars shall be provided around all window and door openings. Such bars shall be extended to develop the bar beyond the corners of the openings but not less than 600 mm. ﻣﻄﺎﺑﻖ ﺑﻨﺪﻫﺎي، ﻋﻼوه ﺑﺮ ﺣﺪاﻗﻞ آرﻣﺎﺗﻮر ﻣﻮرد ﻧﻴﺎز7-2- اﻟﻒ . ﻣﻴﻠﻴﻤﺘﺮ ﺑﻴﺸﺘﺮ ﺷﻮد450 ﺿﺨﺎﻣﺖ دﻳﻮار ﻳﺎ ﻳﺎ در ﻣﻮاردﻳﻜﻪ آرﻣﺎﺗﻮر ﻗﺎﺋﻢ ﺑﻪ،ﻛﻞ ﻣﻘﻄﻊ ﺑﺘﻨﻲ ﺑﻴﺸﺘﺮ ﻧﺒﺎﺷﺪ ﺿﺮورﺗﻲ ﻧﺪارد ﻛﻪ،ﻋﻨﻮان آرﻣﺎﺗﻮر ﻓﺸﺎري ﻣﻮرد ﻧﻴﺎز ﻧﺒﺎﺷﺪ .آرﻣﺎﺗﻮرﻫﺎي ﻗﺎﺋﻢ ﺗﻮﺳﻂ ﺗﻨﮕﻬﺎي ﺟﺎﻧﺒﻲ اﺣﺎﻃﻪ ﺷﻮﻧﺪ ﭘﻴﺮاﻣﻮن 16 ﺑﺎﻳﺪ ﺣﺪاﻗﻞ دو آرﻣﺎﺗﻮر، 2-2- و اﻟﻒ1-2- اﻟﻒ ﺑﺮاي ﻣﻬﺎر. ﺑﺎزﺷﻮﻫﺎ و درﻫﺎ ﻗﺮار داده ﺷﻮد،ﺗﻤﺎﻣﻲ ﭘﻨﺠﺮهﻫﺎ ،ﺷﺪن ﭼﻨﻴﻦ ﻣﻴﻠﮕﺮدﻫﺎﻳﻲ ﺑﺎﻳﺪ آﻧﻬﺎ را از ﮔﻮﺷﻪﻫﺎي ﺑﺎزﺷﻮﻫﺎ . ﻣﻴﻠﻴﻤﺘﺮ اداﻣﻪ داد600 ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ 62 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻃﺮاﺣﻲ دﻳﻮارﻫﺎ ﺑﻪ ﺻﻮرت اﻋﻀﺎي ﻓﺸﺎري3- اﻟﻒ A.3 Walls Designed as Compression Members ذﻛﺮ ﺷﺪه اﺳﺖ دﻳﻮارﻫﺎي ﺗﺤﺖ4- ﺑﻪ ﺟﺰ آﻧﭽﻪ در ﺑﻨﺪ اﻟﻒ ﺑﺎرﻫﺎي ﻣﺤﻮري ﻳﺎ ﺗﺮﻛﻴﺒﻲ از ﺧﻤﺶ و ﻧﻴﺮوي ﻣﺤﻮري ﺑﺎﻳﺪ ،3-10 ،2-10 ﺑـــﻪ ﻋﻨﻮان اﻋﻀﺎي ﻓﺸﺎري و ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ 17-10 و14-10 ،13-10 ،12-10 ،11-10 ،10-10 ﭘﻴﻮﺳﺖ2- و اﻟﻒ1- و ﺑﻨﺪﻫﺎي اﻟﻒACI 318M اﺳﺘﺎﻧﺪارد Except as provided in Clause A.4 walls subject to axial load or combined flexure and axial load shall be designed as compression members in accordance with provisions of Sections 10.2, 10.3, 10.10, 10.11, 10.12, 10.13 , 10.14 ,10.17 of ACI318M, and Clauses A.1 and A.2 of Appendix A. .اﻟﻒ ﻃﺮاﺣﻲ ﺷﻮﻧﺪ روش ﻃﺮاﺣﻲ ﺗﺠﺮﺑﻲ4- اﻟﻒ A.4 Empirical Design Method ﭼﻨﺎﻧﭽﻪ ﺑﺮآﻳﻨﺪ ﺗﻤﺎﻣﻲ ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪار در ﻣﺤﺪوده1-4- اﻟﻒ A.4.1 Walls of solid rectangular cross section may be designed by the empirical provisions of Clause A.4 if resultant of all factored loads is located within the middle-third of the overall thickness of wall and all limits of A.1, A.2 and A.4 are satisfied. ﻳﻚ ﺳﻮم ﻣﻴﺎﻧﻲ ﺿﺨﺎﻣﺖ دﻳــﻮار واﻗﻊ ﺷﻮد و ﺗﻤﺎﻣــﻲ و2- و اﻟﻒ1- ﻣﺤﺪودﻳﺖ ﻫﺎي ﻣﻨﺪرج در ﺑﻨـــﺪﻫﺎي اﻟﻒ ﺑﺮآورده ﺷﻮﻧﺪ ﻣﻲﺗﻮان دﻳﻮارﻫﺎ را ﺑﺎ اﺳﺘﻔﺎده از ﺿﻮاﺑﻂ4- اﻟﻒ . ﻃﺮاﺣﻲ ﻧﻤﻮد4- ﺗﺠﺮﺑﻲ ﺑﻨﺪ اﻟﻒ ﻳﻚ دﻳﻮار ﻛﻪФPn ﻣﻘﺎوﻣﺖ ﻣﺤﻮري ﻃﺮاﺣﻲ2-4- اﻟﻒ A.4.2 Design axial load strength ФPn of wall satisfying limitations of Clause A.4.1 shall be computed by Eq. (A.1) unless designed in accordance with Clause A.3. ﺑﺎﻳﺪ، را ﺑﺮآورده ﺳﺎزد1-4- ﻣﺤﺪودﻳﺖﻫﺎي ﻣﻨﺪرج در ﺑﻨﺪ اﻟﻒ ﻣﺤﺎﺳﺒﻪ ﺷﻮد ﻣﮕﺮ آن ﻛﻪ دﻳﻮار ﺑﺮاﺳﺎس1- ﺗﻮﺳﻂ راﺑﻄﻪ اﻟﻒ : ﻃﺮاﺣﻲ ﺷﺪه ﺑﺎﺷﺪ3- ﺑﻨﺪ اﻟﻒ kl Ф Pn 0.55φf cA g 1 ( c ) 2 32h kl Ф Pn 0.55φf cA g 1 ( c ) 2 32h (1- )ﻣﻌﺎدﻟﻪ اﻟﻒ Eq.(A .1) :ﻛﻪ در آن اﻳﻦ اﺳﺘﺎﻧﺪارد ﻓﺸﺎر2-7 ﻣﻄﺎﺑﻖ ﺑﺎ ﻣﻘﺎﻃﻌﻲ ﻛﻪ ﺑﺮاﺳﺎس ﺑﻨﺪФ ﺑﺎﻳﺪ ﺑﺮاﺑﺮk ﺿﺮﻳﺐ ﻃﻮل ﻣﻮﺛﺮ. ﻣﻲﺑﺎﺷﺪ،در آن ﺣﺎﻛﻢ اﺳﺖ :ﻣﻘﺎدﻳﺮ زﻳﺮ ﺑﺎﺷﺪ ﺑﺮاي دﻳﻮارﻫﺎﻳﻲ ﻛﻪ در ﺑﺮاﺑﺮ ﺣﺮﻛﺎت ﺟﺎﻧﺒﻲ در ﺑﺎﻻ و ﭘﺎﻳﻴﻦ :ﻣﻬﺎر ﺷﺪه اﻧﺪ Where: Ф shall correspond to compression-controlled sections in accordance with clause 7.2 of this standard and effective length factor k shall be: For walls braced top and bottom against lateral translation and: اﻟﻒ( در ﺑﺮاﺑﺮ دوران در ﻳﻚ ﻳﺎ دو اﻧﺘﻬﺎي ﺑﺎﻻ و ﭘﺎﺋﻴﻦ ﻣﻬﺎر a) Restrained against rotation at one or both ends (top and/or bottom) …........................ 0.8 0/8 ............................. ..................................................... ﺷﺪهاﻧﺪ b) Unrestrained against rotation at both end..1.0 1/0 ................................. ب( در ﻫﺮ دو اﻧﺘﻬﺎ دوران آزاد ﺑﺎﺷﺪ For walls not braced against lateral translation ..................................................................... 2.0 2/0 .......... ﺑﺮاي دﻳﻮارﻫﺎي ﻣﻬﺎر ﻧﺸﺪه در ﺑﺮاﺑﺮ اﻧﺘﻘﺎل ﺟﺎﻧﺒﻲ A.4.3 Minimum thickness of walls designed by empirical design method ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ دﻳﻮار ﻃﺮاﺣﻲ ﺷﺪه ﺑﺮ اﺳﺎس3-4 - اﻟﻒ A.4.3.1 Thickness of bearing walls shall not be less than 1/25 the supported height or length whichever is shorter, nor less than 100 mm. ارﺗﻔﺎع ﻳﺎ1/25 ﺿﺨﺎﻣﺖ دﻳﻮارﻫﺎي ﺑﺎرﺑﺮ ﻧﺒﺎﻳﺪ از1-3-4- اﻟﻒ A.4.3.2 Thickness of exterior basement walls and foundation walls shall not be less than 190 mm. ﺿﺨﺎﻣﺖ دﻳﻮارﻫﺎي ﺧﺎرﺟﻲ زﻳﺮزﻣﻴﻦ و2-3-4- اﻟﻒ روش ﺗﺠﺮﺑﻲ ﻣﻴﻠﻴﻤﺘﺮ100 ﻃﻮل ﻣﻬﺎر ﺷﺪه ﻫﺮﻛﺪام ﻛﻮﺗﺎﻫﺘﺮ اﺳﺖ و ﻧﻴﺰ از .ﻛﻤﺘﺮ ﺷﻮد . ﻣﻴﻠﻴﻤﺘﺮ ﻛﻤﺘﺮ ﺑﺎﺷﺪ190 دﻳﻮارﻫﺎي ﺷﺎﻟﻮده ﻧﺒﺎﻳﺪ از 63 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) دﻳﻮارﻫﺎي ﻏﻴﺮ ﺑﺎرﺑﺮ5 - اﻟﻒ A.5 Nonbearing Walls ﻣﻴﻠﻴﻤﺘﺮ100 ﺿﺨﺎﻣﺖ دﻳﻮارﻫﺎي ﻏﻴﺮ ﺑﺎرﺑﺮ ﻧﺒﺎﻳﺪ از1-5- اﻟﻒ A.5.1 Thickness of nonbearing walls shall not be less than 100 mm nor less than 1/30 the least distance between members that provide lateral support. ﺣﺪاﻗﻞ ﻓﺎﺻﻠﻪ ﺑﻴﻦ اﻋﻀﺎ ﺗﺄﻣﻴﻦ ﻛﻨﻨﺪه ﻣﻬﺎر1/30 و ﻧﻴﺰ از .ﺟﺎﻧﺒﻲ ﻛﻤﺘﺮ ﺑﺎﺷﺪ دﻳﻮارﻫﺎي ﺑﻪ ﺻﻮرت ﺗﻴﺮ واﻗﻊ ﺑﺮ زﻣﻴﻦ6 - اﻟﻒ A.6 Walls as Grade Beams دﻳﻮارﻫﺎﻳﻲ ﻛﻪ ﺑﻪ ﺻﻮرت ﺗﻴﺮﻫﺎي واﻗﻊ ﺑﺮ زﻣﻴﻦ1-6- اﻟﻒ A.6.1 Walls designed as grade beams shall have top and bottom reinforcement as required for moment in accordance with provisions of Sections 10.2 through 10.7 of ACI 318M. Design for shear shall be in accordance with provisions of Clause 9 of this Standard. ﻃﺮاﺣﻲ ﻣﻲﺷﻮﻧﺪ ﺑﺎﻳﺪ داراي آرﻣﺎﺗﻮرﻫﺎي ﺧﻤﺸﻲ ﻓﻮﻗﺎﻧﻲ و اﺳﺘﺎﻧﺪارد10.7 ﺗﺎ10.2 ﺗﺤﺘﺎﻧﻲ ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ ﺑﻨﺪﻫــﺎي ﻃﺮاﺣﻲ ﺑﺮاي ﺑﺮش ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺿﻮاﺑﻂ. ﺑﺎﺷﻨﺪACI 318M . اﻳﻦ اﺳﺘﺎﻧﺪارد ﺻﻮرت ﭘﺬﻳﺮد9 ﻣﻨﺪرج در ﺑﻨﺪ ﻗﺴﻤﺘﻬﺎﻳﻲ از دﻳﻮارﻫﺎي واﻗﻊ ﺑﺮ زﻣﻴﻦ ﻛﻪ در ﺑﺎﻻي2-6- اﻟﻒ A.6.2 Portions of grade beam walls exposed above grade shall also meet requirements of Clause A.2 of Appendix A. ﭘﻴﻮﺳﺖ اﻟﻒ، 2-ﺳﻄﺢ زﻣﻴﻦ ﻧﻤﺎﻳﺎن ﻫﺴﺘﻨﺪ ﺑﺎﻳﺪ ﺿﻮاﺑﻂ ﺑﻨﺪ اﻟﻒ .را ﻧﻴﺰ ﺑﺮآورده ﺳﺎزﻧﺪ 64 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) APPENDIX B ﭘﻴﻮﺳﺖ ب DESIGN OF PRECAST CONCRETE MEMBERS ﻃﺮاﺣﻲ اﻋﻀﺎي ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﺑﺘﻨﻲ ﻃﺮاﺣﻲ1- ب B.1 Design B.1.1 Design of precast members shall consider all loading and restraint conditions from initial fabrication to completion of the structure, including form removal, storage, transportation, and erection. در ﻃﺮاﺣﻲ اﻋﻀﺎي ﭘﻴﺶﺳﺎﺧﺘﻪ ﺑﺎﻳﺪ ﺗﻤﺎﻣﻲ1-1- ب B.1.2 In precast construction that does not behave monolithically, effects at all interconnected and adjoining details shall be considered to assure proper performance of the structural system. در ﺳﺎزهﻫﺎي ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﻛﻪ ﺑﻪ ﺻﻮرت ﻳﻜﭙﺎرﭼﻪ2-1- ب از ﻣﺮﺣﻠﻪ ﺳﺎﺧﺖ اوﻟﻴﻪ ﺗﺎ،وﺿﻌﻴﺖﻫﺎي ﺑﺎرﮔﺬاري و ﮔﻴﺮداري ﺣﻤﻞ و، اﻧﺒﺎر ﻛﺮدن، ﺷﺎﻣﻞ ﺑﺮداﺷﺘﻦ ﻗﺎﻟﺐﻫﺎ،ﺗﻜﻤﻴﻞ ﺳﺎزه .ﻧﺼﺐ را در ﻧﻈﺮ داﺷﺖ اﺛﺮات در ﺗﻤﺎم اﺟﺰاي ﻣﺠﺎور و ﻣﺘﺼﻞ ﺑﻪ ﻫﻢ،ﻋﻤﻞ ﻧﻤﻲ ﻛﻨﻨﺪ ﺑﺎﻳﺪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد ﺗﺎ از ﻛﺎرآﻳﻲ ﺻﺤﻴﺢ ﺳﻴﺴﺘﻢ ﺳﺎزهاي .اﻃﻤﻴﻨﺎن ﺣﺎﺻﻞ ﺷﻮد B.1.3 Effects of initial and long-time deflections shall be considered, including effects on interconnected elements. اﺛﺮات ﺗﻐﻴﻴﺮ ﻣﻜﺎﻧﻬﺎي اوﻟﻴﻪ و ﺑﻠﻨﺪ ﻣﺪت ﺷﺎﻣﻞ اﺛﺮات3-1 - ب B.1.4 Design of joints and bearings shall include effects of all forces to be transmitted, including shrinkage, creep, temperature, elastic deformation, wind, and earthquake. ﻃﺮاﺣﻲ اﺗﺼﺎﻻت و ﻧﺸﻴﻤﻦﻫﺎ ﺑﺎﻳﺪ اﺛﺮات ﺗﻤﺎم4-1- ب . ﺑﺎﻳﺪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد،روي اﺟﺰاي ﻣﺘﺼﻞ ﺑﻪ ﻫﻢ ، ﺗﻐﻴﻴﺮ ﺷﻜﻞ اﻻﺳﺘﻴﻚ، دﻣﺎ، ﺧﺰش، ﺷﺎﻣﻞ اﻓﺖ،ﻧﻴﺮوﻫﺎي وارده .ﺑﺎد و زﻟﺰﻟﻪ را ﺷﺎﻣﻞ ﺷﻮد ﺗﻤﺎم اﺟﺰا ﺑﺎﻳﺪ ﺑﺮاي رواداريﻫﺎي ﺳﺎﺧﺖ و ﻧﺼﺐ و5-1- ب B.1.5 All details shall be designed to provide for manufacturing and erection tolerances and temporary erection stresses. .ﺗﻨﺸﻬﺎي ﻣﻮﻗﺘﻲ ﻧﺎﺷﻲ از ﻧﺼﺐ ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﭘﺎﻧﻞﻫﺎي دﻳﻮار ﭘﻴﺶﺳﺎﺧﺘﻪ2- ب B.2 Precast Wall Panels B.2.1 Precast bearing and nonbearing walls shall be designed in accordance with provisions of Appendix A. دﻳﻮارﻫﺎي ﺑﺎرﺑﺮ و ﻏﻴﺮﺑﺎرﺑﺮ ﭘﻴﺶﺳﺎﺧﺘﻪ ﺑﺎﻳﺪ ﺑﺮ ﻃﺒﻖ1-2- ب B.2.2 Where precast panels are designed to span horizontally to columns or isolated footings, the ratio of height to thickness shall not be limited, provided the effect of deep beam action, lateral buckling, and deflections are provided for in the design. See Section 10.7 of ACI 318M. ﺑﺮاي اﺳﺘﻘﺮار، در ﻣﻮاردﻳﻜﻪ ﭘﺎﻧﻞﻫﺎي ﭘﻴﺶﺳﺎﺧﺘﻪ2-2- ب .ﺿﻮاﺑﻂ ﭘﻴﻮﺳﺖ اﻟﻒ ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﻧﺴﺒﺖ،اﻓﻘﻲ ﺑﻴﻦ ﺳﺘﻮﻧﻬﺎ ﻳﺎ ﭘﻲﻫﺎي ﻣﺠﺰا ﻃﺮاﺣﻲ ﻣﻲﺷﻮﻧﺪ ﻣﺸﺮوط ﺑﺮ آن ﻛﻪ،ارﺗﻔﺎع ﺑﻪ ﺿﺨﺎﻣﺖ ﻣﺤﺪودﻳﺖ ﻧﺨﻮاﻫﺪ داﺷﺖ ﻛﻤﺎﻧﺶ ﺟﺎﻧﺒﻲ و ﺗﻐﻴﻴﺮ ﺷﻜﻠﻬﺎي،ﺗﺄﺛﻴﺮ ﻋﻤﻞ ﺗﻴﺮﻫﺎي ﻋﻤﻴﻖ اﺳﺘﺎﻧﺪارد10.7 ﺑﻪ ﻗﺴﻤﺖ.ﻣﺮﺑﻮﻃﻪ در ﻃﺮاﺣﻲ ﻣﻨﻈﻮر ﺷﺪهﺑﺎﺷﺪ . ﻣﺮاﺟﻌﻪ ﺷﻮدACI 318M ﺟﺰﺋﻴﺎت3- ب B.3 Details ، ﻧﺸﻴﻤﻦﻫﺎ، اﺗﺼﺎﻻت، ﺗﻤﺎم ﺟﺰﺋﻴﺎت آرﻣﺎﺗﻮرﮔﺬاري1-3- ب B.3.1 All details of reinforcement, connections, bearing seats, inserts, anchors, concrete cover, openings, lifting devices, fabrication, and erection tolerances shall be shown on the shop drawings. دﺳﺘﮕﺎهﻫﺎي ﺑﻠﻨﺪ، ﺑﺎزﺷﻮﻫﺎ، ﭘﻮﺷﺶ ﺑﺘﻦ، ﻣﻬﺎرﻫﺎ،اﺟﺰاي اﻟﺤﺎﻗﻲ رواداريﻫﺎي ﺳﺎﺧﺖ و ﻧﺼﺐ ﺑﺎﻳﺪ روي ﻧﻘﺸﻪﻫﺎي،ﻛﻨﻨﺪه .ﻛﺎرﮔﺎﻫﻲ ﻧﺸﺎن داده ﺷﻮﻧﺪ 65 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) B.3.2 When approved by the AR, embedded items (such as dowels or inserts) that either protrude from concrete or remain exposed for inspection may be embedded while concrete is in a plastic state provided: اﺟﺰاي ﻛﺎر ﮔﺬاﺷﺘﻪ، در ﺻﻮرت ﺗﺄﺋﻴﺪ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ2-3- ب B.3.2.1 Embedded items shall not be required to be hooked or tied to reinforcement within plastic concrete. اﺟﺰاي ﻗﺮار داده ﺷﺪه ﻧﺒﺎﻳﺪ ﻧﻴﺎزي ﺑﻪ ﻗﻼب ﻳﺎ1-2-3- ب B.3.2.2 Embedded items shall be maintained in correct position while concrete remains plastic. اﺟﺰاي ﻗﺮار داده ﺷﺪه ﺗﺎ ﻫﻨﮕﺎﻣﻴﻜﻪ ﺑﺘﻦ ﻫﻨﻮز ﺑﻪ2-2-3- ب ﺷﺪه )ﻫﻤﺎﻧﻨﺪ ﻓﻮﻻدﻫﺎي اﻧﺘﻈﺎر ﻳﺎ ﻗﻄﻌﺎت اﻟﺤﺎﻗﻲ( را ﻛﻪ از ﺑﺘﻦ ،ﺑﻴﺮون آﻣﺪه ﻳﺎ ﺑﺮاي ﻛﻨﺘﺮل ﺑﻪ ﺻﻮرت ﻧﻤﺎﻳﺎن ﻗﺮار داده ﺷﺪهاﻧﺪ ﻣﻲﺗﻮان در ﺣﺎﻟﻲ ﻛﻪ ﺑﺘﻦ ﺑﻪ ﺻﻮرت ﺧﻤﻴﺮي اﺳﺖ در آن ﻗﺮار .داد .ﺑﺴﺘﻪ ﺷﺪن ﺑﻪ آرﻣﺎﺗﻮرﻫﺎي درون ﺑﺘﻦ ﺧﻤﻴﺮي داﺷﺘﻪ ﺑﺎﺷﻨﺪ ﺻﻮرت ﺧﻤﻴﺮي اﺳﺖ ﺑﺎﻳﺪ در ﻣﺤﻞ ﺻﺤﻴﺢ ﺧﻮد ﻧﮕﺎه داﺷﺘﻪ .ﺷﻮﻧﺪ اﺟﺰاي ﻗﺮار داده ﺷﺪه ﺑﺎﻳﺪ ﺑﻪ ﻣﻨﻈﻮر اﻧﺘﻘﺎل3-2-3- ب B.3.2.3 Embedded items shall be properly anchored to develop required factored loads. . ﺑﻨﺤﻮ ﻣﻨﺎﺳﺒﻲ ﻣﻬﺎر ﺷﻮﻧﺪ،ﺑﺎرﻫﺎي ﺿﺮﻳﺒﺪار ﺷﻨﺎﺳﺎﻳﻲ و ﻧﺸﺎﻧﻪﮔﺬاري4- ب B.4 Identification and Marking B.4.1 Each precast member or element shall be marked to indicate location in the structure, top surface, and date of fabrication. ﻫﺮ ﻋﻀﻮ ﻳﺎ ﻗﻄﻌﻪ ﭘﻴﺶﺳﺎﺧﺘﻪ ﺑﺎﻳﺪ ﺑﺮاي ﻣﺸﺨﺺ1-4- ب B.4.2 Identification marks shall correspond to the placing plans. ﻧﺸﺎﻧﻪﻫﺎي ﺷﻨﺎﺳﺎﻳﻲ ﺑﺎﻳﺪ ﻣﻨﻄﺒﻖ ﺑﺮ ﻧﻘﺸﻪﻫﺎي ﻧﺼﺐ2-4- ب ﺳﻄﺢ ﻓﻮﻗﺎﻧﻲ و ﺗﺎرﻳﺦ،ﺷﺪن ﻣﻮﻗﻌﻴﺖ ﻗﺮارﮔﻴﺮي آن در ﺳﺎزه .ﺳﺎﺧﺖ ﻧﺸﺎﻧﻪﮔﺬاري ﺷﻮد .ﺑﺎﺷﻨﺪ اﺗﺼﺎل ﺟﺎﻧﺒﻲ اﻋﻀﺎي ﭘﻴﺶﺳﺎﺧﺘﻪ5- ب B.5 Side Connection of Precast Members B.5.1 If a floor, ramp, etc., is an element made of precast members placed side by side, appropriate measures shall be taken to ensure that there are no differences in the deflection at the joints as a result of the differences in the stress to which the members are subjected. رﻣﭗ و ﻏﻴﺮه ﺑﻪ ﻛﻤﻚ اﻋﻀﺎي، در ﻣﻮاردﻳﻜﻪ ﻛﻒ1-5- ب B.5.2 The dispersal of shear forces in the joints shall be verified without taking into account the tensile strength of the concrete, loads being assumed to be in their least favorable configuration. ﺑﺎﻳﺪ ﺑﺪون ﻣﻨﻈﻮر، ﺗﻮزﻳﻊ ﻧﻴﺮوﻫﺎي ﺑﺮﺷﻲ در اﺗﺼﺎﻻت2-5- ب ﺳﺎﺧﺘﻪ ﺷﺪه،ﭘﻴﺶﺳﺎﺧﺘﻪاي ﻛﻪ ﭘﻬﻠﻮ ﺑﻪ ﭘﻬﻠﻮ ﻗﺮار ﮔﺮﻓﺘﻪاﻧﺪ ﺗﻤﻬﻴﺪات ﻻزم ﺑﻪ ﻣﻨﻈﻮر اﻃﻤﻴﻨﺎن از ﻋﺪم ﺗﻐﻴﻴﺮ،ﺑﺎﺷﺪ ﺷﻜﻞﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ در اﺗﺼﺎﻻت ﻛﻪ ﻧﺎﺷﻲ از ﺗﻐﻴﻴﺮات . ﺑﺎﻳﺪ ﻣﻨﻈﻮر ﺷﻮد،ﺗﻨﺸﻬﺎي وارد ﺑﺮ ﻗﻄﻌﺎت ﻣﻲﺑﺎﺷﺪ ﻧﻤﻮدن ﻣﻘﺎوﻣﺖ ﻛﺸﺸﻲ ﺑﺘﻦ و ﺑﺎ ﻓﺮض ﺑﺎرﮔﺬاري در ﺑﺪﺗﺮﻳﻦ .ﺷﺮاﻳﻂ ﻣﻤﻜﻦ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد ﺿﻮاﺑﻂ دﻳﮕﺮ6- ب B.6 Other Provisions اﺳﺘﺎﻧﺪارد16 ﺑﺮاي ﺿﻮاﺑﻂ اﺿﺎﻓﻲ ﺑﻪ ﻗﺴﻤﺖ1-6- ب B.6.1 For additional provisions see section 16 of ACI 318M. . ﻣﺮاﺟﻌﻪ ﺷﻮدACI 318M 66 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) APPENDIX C ﭘﻴﻮﺳﺖ ج COMPOSITE CONCRETE FLEXURAL MEMBERS اﻋﻀﺎي ﺧﻤﺸﻲ ﺑﺘﻦ ﻣﺮﻛﺐ ﻋﻤﻮﻣﻲ1- ج C.1 General Provisions of this appendix shall apply for design of composite concrete flexural members defined as precast concrete, cast-in-place concrete elements, or both, constructed in separate placements but so interconnected that all elements respond to loads as a unit. ﺿﻮاﺑﻂ اﻳﻦ ﭘﻴﻮﺳﺖ را ﺑﺎﻳﺪ ﺑﺮاي ﻃﺮاﺣﻲ اﻋﻀﺎي ﺧﻤﺸﻲ ﺑﺘﻨﻲ اﻋﻀﺎي ﺳﺎﺧﺘﻪ،ﻣﺮﻛﺐ ﻛﻪ ﺑﻪ ﺻﻮرت اﻋﻀﺎي ﺑﺘﻨﻲ ﭘﻴﺶﺳﺎﺧﺘﻪ ،ﺷﺪه از ﺑﺘﻦ در ﺟﺎ و ﻳﺎ ﻫﺮ دو ﺑﻄﻮر ﺟﺪاﮔﺎﻧﻪ ﺳﺎﺧﺘﻪ ﻣﻲﺷﻮﻧﺪ اﻣﺎ ﺑﻪ ﻧﺤﻮي ﺑﻪ ﻳﻜﺪﻳﮕﺮ اﺗﺼﺎل ﻣﻲﻳﺎﺑﻨﺪ ﻛﻪ در ﺑﺮاﺑﺮ ﺑﺎرﻫﺎي . ﺑﻜﺎر ﺑﺮد،اﻋﻤﺎل ﺷﺪه ﺑﻪ ﺷﻜﻞ واﺣﺪ ﻋﻤﻞ ﻛﻨﻨﺪ C.1.1 An entire composite member or portions thereof may be used in resisting shear and moment. ﺗﻤﺎﻣﻲ ﻋﻀﻮ ﻣﺮﻛﺐ ﻳﺎ ﻗﺴﻤﺖﻫﺎﻳﻲ از آن ﻣﻲﺗﻮاﻧﺪ ﺑﺮاي1-1- ج C.1.2 Individual elements shall be investigated for all critical stages of loading. ﻫﺮﻳﻚ از اﻋﻀﺎ ﺑﺎﻳﺪ ﺑﺮاي ﺗﺤﻤﻞ ﻛﻠﻴﻪ ﻣﺮاﺣﻞ ﺑﺤﺮاﻧﻲ2-1- ج C.1.3 If the specified strength, unit weight, or other properties of the various elements are different, properties of the individual elements or the most critical values shall be used in design. ﻳﺎ ﺳﺎﻳﺮ، وزن واﺣﺪ، اﮔﺮ ﻣﻘﺎوﻣﺖ ﺗﻌﻴﻴﻦ ﺷﺪه3-1- ج C.1.4 In strength computations of composite members, no distinction shall be made between shored and un-shored members. ﻫﻨﮕﺎم اﻧﺠﺎم ﻣﺤﺎﺳﺒﺎت ﻣﺮﺑﻮط ﺑﻪ ﻣﻘﺎوﻣﺖ اﻋﻀﺎي4-1- ج .ﺗﺤﻤﻞ ﺑﺮش و ﻟﻨﮕﺮ ﺑﻜﺎر رود .ﺑﺎرﮔﺬاري ﻣﻮرد ﺑﺮرﺳﻲ ﻗﺮار ﮔﻴﺮﻧﺪ ﺑﺮاي،وﻳﮋﮔﻴﻬﺎي اﻋﻀﺎي ﻣﺨﺘﻠﻒ ﺑﺎ ﻳﻜﺪﻳﮕﺮ ﺗﻔﺎوت داﺷﺘﻪ ﺑﺎﺷﻨﺪ ﻃﺮاﺣﻲ ﺑﺎﻳﺪ از وﻳﮋﮔﻴﻬﺎي ﻫﺮﻳﻚ از اﻋﻀﺎ ﻳﺎ ﺑﺤﺮاﻧﻲﺗﺮﻳﻦ ﻣﻘﺎدﻳﺮ .اﺳﺘﻔﺎده ﻧﻤﻮد ﻣﺮﻛﺐ ﻧﺒﺎﻳﺪ ﺗﻔﺎوﺗﻲ ﺑﻴﻦ اﻋﻀﺎي داراي ﭘﺎﻳﻪ ﻣﻮﻗﺖ و ﻓﺎﻗﺪ آن .ﻗﺎﺋﻞ ﺷﺪ C.1.5 All elements shall be designed to support all loads introduced prior to full development of design strength of composite members. ﻛﻠﻴﻪ ﻗﻄﻌﺎت ﺑﺎﻳﺪ ﺑﻪ ﻧﺤﻮي ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﻛﻪ ﺗﻤﺎﻣﻲ5-1- ج C.1.6 Reinforcement shall be provided as required to control cracking and to prevent separation of individual elements of composite members. آرﻣﺎﺗﻮرﻫﺎي ﻣﻮرد ﻧﻴﺎز ﺑﺎﻳﺪ ﺑﺮاي ﻛﻨﺘﺮل ﺗﺮكﺧﻮردﮔﻲ6-1- ج C.1.7 Composite members shall meet requirements for control of deflections in accordance with Section 9.5.5 of ACI 318M. اﻋﻀﺎي ﻣﺮﻛﺐ ﺑﺎﻳﺪ ﺿﻮاﺑﻂ ﻛﻨﺘﺮل ﺧﻴﺰ را ﺑﺮاﺳﺎس7-1- ج ﺑﺎرﻫﺎي وارده را ﭘﻴﺶ از رﺳﻴﺪن ﺑﻪ ﻣﻘﺎوﻣﺖ ﻛﺎﻣﻞ ﻃﺮاﺣﻲ . ﺗﺤﻤﻞ ﻛﻨﻨﺪ،اﻋﻀﺎي ﻣﺮﻛﺐ و ﺟﻠﻮﮔﻴﺮي از ﺟﺪاﺷﺪن اﺟﺰاي ﻣﺨﺘﻠﻒ اﻋﻀﺎي ﻣﺮﻛﺐ .ﭘﻴﺶﺑﻴﻨﻲ ﺷﻮﻧﺪ . ﺑﺮآورده ﻛﻨﻨﺪACI 318M اﺳﺘﺎﻧﺪارد9.5.5 ﻗﺴﻤﺖ ﻧﺼﺐ ﭘﺎﻳﻪﻫﺎي ﻣﻮﻗﺖ2- ج C.2 Shoring در ﺻﻮرت اﺳﺘﻔﺎده از ﭘﺎﻳﻪﻫﺎي ﻣﻮﻗﺖ ﺗﺎ ﻫﻨﮕﺎﻣﻴﻜﻪ اﺟﺰاي ﻣﺘﻜﻲ ، ﺑﻪ وﻳﮋﮔﻲﻫﺎي ﻃﺮاﺣﻲ ﺧﻮد ﺑﺮاي ﺗﺤﻤﻞ ﺗﻤﺎم ﺑﺎرﻫﺎ،ﺑﻪ آﻧﻬﺎ ﺧﻴﺰ ﻣﺠﺎز و ﺗﺮك ﺧﻮردﮔﻲ در زﻣﺎن ﺑﺮداﺷﺘﻦ ﭘﺎﻳﻪﻫﺎي ﻣﻮﻗﺖ . ﻧﺒﺎﻳﺪ ﺑﺮﭼﻴﺪه ﺷﻮﻧﺪ،ﻧﺮﺳﻴﺪه ﺑﺎﺷﻨﺪ When used, shoring shall not be removed until supported elements have developed design properties required to support all loads and limit deflections and cracking at time of shoring removal. 67 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﻣﻘﺎوﻣﺖ ﺑﺮش ﻗﺎﺋﻢ3- ج C.3 Vertical Shear Strength C.3.1 When an entire composite member is assumed to resist vertical shear, design shall be in accordance with requirements of Clause 9, monolithically cast member of the same crosssectional shape. در ﻣﻮاردﻳﻜﻪ ﻓﺮض ﺷﻮد ﺑﺮش ﻗﺎﺋﻢ ﺗﻮﺳﻂ ﺗﻤﺎم ﻳﻚ1-3- ج C.3.2 Shear reinforcement shall be fully anchored into interconnected elements in accordance with Clause 10.12. ﺑﻪ ﺻﻮرت12-10 آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﻨﺪ2-3- ج C.3.3 Extended and anchored shear reinforcement may be included as ties for horizontal shear. آرﻣﺎﺗﻮر ﺑﺮﺷﻲ ﻣﻬﺎر ﺷﺪه و اﻣﺘﺪاد ﻳﺎﻓﺘﻪ را ﻣﻲﺗﻮان ﺑﻪ3-3- ج 9 ﻃﺮاﺣﻲ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﺿﻮاﺑﻂ ﺑﻨﺪ،ﻋﻀﻮ ﻣﺮﻛﺐ ﺗﺤﻤﻞ ﻣﻲﺷﻮد و ﻣﺎﻧﻨﺪ ﻃﺮاﺣﻲ ﻳﻚ ﻋﻀﻮ ﺑﺎ ﺑﺘﻦ رﻳﺰي ﻳﻜﭙﺎرﭼﻪ و ﺳﻄﺢ .ﻣﻘﻄﻌﻲ ﺑﺎ ﻫﻤﺎن ﺷﻜﻞ اﻧﺠﺎم ﺷﻮد .ﻛﺎﻣﻞ در داﺧﻞ اﻋﻀﺎي ﻣﺘﺼﻞ ﺑﻪ ﻫﻢ ﻣﻬﺎر ﺷﻮد .ﻋﻨﻮان ﺗﻨﮓ ﺑﺮاي ﺑﺮش اﻓﻘﻲ در ﻧﻈﺮ ﮔﺮﻓﺖ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ اﻓﻘﻲ4- ج C.4 Horizontal Shear Strength C.4.1 In a composite member, full transfer of horizontal shear forces shall be assured at contact surfaces of interconnected elements. در ﻳﻚ ﻋﻀﻮ ﻣﺮﻛﺐ ﺑﺎﻳﺪ از اﻧﺘﻘﺎل ﻛﺎﻣﻞ ﻧﻴﺮوﻫﺎي1-4- ج C.4.2 Unless calculated in accordance with Clause C.4.3, design of cross sections subject to horizontal shear shall be based on: ﺑﻪ ﺟﺰ در ﺣﺎﻟﺘﻲ ﻛﻪ ﻣﺤﺎﺳﺒﺎت ﺑﺮاﺳــــــﺎس ﺑﻨﺪ2-4- ج ﺑﺮﺷﻲ اﻓﻘﻲ در ﺳﻄﻮح ﺗﻤﺎس اﺟﺰاي ﻣﺘﺼﻞ ﺑﻪ ﻫﻢ اﻃﻤﻴﻨﺎن .ﺣﺎﺻﻞ ﻧﻤﻮد ﻃﺮاﺣﻲ ﻣﻘﺎﻃﻊ در ﺑﺮاﺑﺮ ﺑﺮش اﻓﻘﻲ ﺑﺎﻳﺪ. اﻧﺠﺎم ﺷﻮد3-4- ج :ﺑﺮاﺳﺎس راﺑﻄﻪ زﻳﺮ ﺻﻮرت ﮔﻴﺮد Vu ФVnh :در راﺑﻄﻪ ﻓﻮق . ﻧﻴﺮوي ﺑﺮﺷﻲ ﺿﺮﻳﺒﺪار در ﻣﻘﻄﻊ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه اﺳﺖVu : ﻣﻘﺎوﻣﺖ اﺳﻤﻲ ﺑﺮﺷﻲ اﻓﻘﻲ ﻛﻪ ﻣﻄﺎﺑﻖ زﻳﺮ ﻣﻲﺑﺎﺷﺪVnh Vu ФVnh Where: Vu is factored shear force at section considered Vnh is nominal horizontal shear strength in accordance with the following. C.4.2.1 When contact surfaces are clean, free of laitance, and intentionally roughened, shear strength Vnh shall not be taken greater than 0.55 bvd in Newtons. ﺷﻴﺮه ﺧﺸﻚ، در ﻣﻮاردﻳﻜﻪ ﺳﻄﻮح ﺗﻤﺎس ﺗﻤﻴﺰ ﺑﻮده1-2-4- ج C.4.2.2 When minimum ties are provided in accordance with Clause C.5, and contact surfaces are clean and free of laitance, but not intentionally roughened, shear strength Vnh shall not be taken greater than 0.55 bvd in Newton. 5- درﻣﻮاردﻳﻜﻪ ﺣﺪاﻗﻞ ﺗﻨﮕﻬﺎ ﺑﺮاﺳﺎس ﺑﻨﺪ ج2-2-4- ج C.4.2.3 When minimum ties are provided in accordance with Clause C.5, and contact surfaces are clean, free of laitance, and intentionally roughened to a full amplitude of approximately 6 mm shear strength Vnh shall not be taken greater than 3.5 bvd in Newtons. 5- درﻣﻮاردﻳﻜﻪ ﺣﺪاﻗﻞ ﺗﻨﮕﻬﺎ ﺑﺮاﺳﺎس ﺑﻨﺪ ج3-2-4- ج ،ﺷﺪه ﺑﺘﻦ وﺟﻮد ﻧﺪاﺷﺘﻪ و ﺑﻪ ﺻﻮرت ﻋﻤﺪي ﻣﻀﺮّس ﺷﺪه ﺑﺎﺷﻨﺪ . ﻧﻴﻮﺗﻦ ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪ0/55 bvd ﻧﺒﺎﻳﺪ ازVnh ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ ﺗﺄﻣﻴﻦ ﺷﺪه و ﺳﻄﻮح ﺗﻤﺎس ﺗﻤﻴﺰ و ﻋﺎري از ﺷﻴﺮه ﺧﺸﻚ ﺷﺪه ، اﻣﺎ ﺑﻪ ﺻﻮرت ﻋﻤﺪي ﻣﻀﺮّس ﻧﺸﺪه ﺑﺎﺷﻨﺪ،ﺑﺘﻦ ﺷﺪه ﺑﺎﺷﻨﺪ . ﻧﻴﻮﺗﻦ ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪ0/55 bvd ﻧﺒﺎﻳﺪ ازVnh ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ ﺗﺄﻣﻴﻦ ﺷﺪه و ﺳﻄﻮح ﺗﻤﺎس ﺗﻤﻴﺰ و ﻋﺎري از ﺷﻴﺮه ﺧﺸﻚ ﺷﺪه و ﻋﻤﺪاً در آﻧﻬﺎ ﻧﺎﺻﺎﻓﻲﻫﺎﻳﻲ ﺑﺎ ارﺗﻔﺎع ﺗﻘﺮﻳﺒﻲ،ﺑﺘﻦ ﺷﺪه ﺑﺎﺷﻨﺪ ﻧﺒﺎﻳﺪ ازVnh ﻣﻘــﺎوﻣﺖ ﺑﺮﺷﻲ، ﻣﻴﻠﻴﻤﺘــﺮ اﻳﺠﺎد ﺷﺪه ﺑﺎﺷﺪ6 . ﻧﻴﻮﺗﻦ ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪ3/5bvd در ﻣﻘﻄﻊVu درﻣﻮارﻳﻜﻪ ﻧﻴﺮوي ﺑﺮﺷﻲ ﺿﺮﻳﺒﺪار4-2-4- ج C.4.2.4 When factored shear force Vu at section considered exceeds Ф(3.5bvd), design for horizontal shear shall be in accordance with Clause 9.5. ﻃﺮاﺣﻲ در ﻣﻘﺎﺑﻞ، ﺑﻴﺸﺘﺮ ﺷﻮدФ(3/5bvd) از ﻣﻘﺪار،ﻣﻮرد ﻧﻈﺮ . ﺑﺎﺷﺪ5-9 ﺑﺮش اﻓﻘﻲ ﺑﺎﻳﺪ ﻣﻨﻄﺒﻖ ﺑﺮ ﺑﻨﺪ 68 Nov. 2008 / 1387 آذر IPS-E-CE-200(1) ﺑﺮش اﻓﻘﻲ ﻣﻲﺗﻮاﻧﺪ ﺑﺮاﺳﺎس ﻣﺤﺎﺳﺒﻪ ﺗﻐﻴﻴﺮات واﻗﻌﻲ3-4- ج C.4.3 Horizontal shear may be investigated by computing the actual change in compressive or tensile force in any segment, and provisions made to transfer that force as horizontal shear to the supporting element. The factored horizontal shear force shall not exceed horizontal shear strength ФVnh as given in Clauses C.4.2.1 through C.4.2.4 where area of contact surface Ac shall be substituted for bvd. ﻧﻴﺮوي ﻓﺸﺎري ﻳﺎ ﻛﺸﺸﻲ در ﻫﺮ ﻗﺴﻤﺖ ﺑﺮرﺳﻲ ﺷﻮد و ﺗﻤﻬﻴﺪاﺗﻲ ﺑﺮاي اﻧﺘﻘﺎل آن ﻧﻴﺮو ﺑﻪ ﺻﻮرت ﺑﺮش اﻓﻘﻲ ﺑﻪ ﻋﻀﻮ ﻧﻴﺮوي ﺑﺮش اﻓﻘﻲ ﺿﺮﻳﺒﺪار ﻧﺒﺎﻳﺪ از.ﺗﻜﻴﻪﮔﺎﻫﻲ اﻧﺠﺎم ﺷﻮد اﻟﻲ1-2-4- ﺑﺮاﺳﺎس ﻣﻨﺪرﺟـﺎت ﺑﻨﺪﻫﺎي جФVnh ﻣﻘﺎوﻣﺖ ﺑﺎﻳﺪAc ﺳﻄﻮح ﺗﻤﺎس، ﺑﻴﺸﺘﺮ ﺷﻮد ﻛﻪ در آن4-2-4- ج . ﺷﻮدbvd ﺟﺎﻳﮕﺰﻳﻦ در ﻣﻮاردﻳﻜﻪ روي ﻫﺮ ﺳﻄﺢ ﺗﻤﺎس ﺑﻴﻦ ﻗﻄﻌﺎت4-4- ج C.4.4 When tension exists across any contact surface between interconnected elements, shear transfer by contact may be assumed only when minimum ties are provided in accordance with Clause C.5. اﻧﺘﻘﺎل ﺑﺮش ﺗﻮﺳﻂ،ﻣﺘﺼﻞ ﺑﻪ ﻳﻜﺪﻳﮕﺮ ﻛﺸﺶ وﺟﻮد داﺷﺘﻪ ﺑﺎﺷﺪ ﺗﻤﺎس ﺗﻨﻬﺎ ﻫﻨﮕﺎﻣﻲ ﻣﺠﺎز ﺧﻮاﻫﺪ ﺑﻮد ﻛﻪ ﺣﺪاﻗﻞ ﺗﻨﮓ ﺑﺮاﺳﺎس . ﻓﺮاﻫﻢ ﺷﻮد5- ﺑﻨﺪ ج ﺗﻨﮕﻬﺎي ﺑﺮش اﻓﻘﻲ5- ج C.5 Ties for Horizontal Shear ﻫﻨﮕﺎﻣﻲ ﻛﻪ ﺳﻄﺢ ﻣﻘﻄﻊ ﺗﻨﮕﻬﺎ ﻓﺮاﻫﻢ ﺷﺪه ﺑﺮاي1-5- ج C.5.1 When ties are provided to transfer horizontal shear, tie area shall not be less than that required by Section 11.5.5.3 of ACI 318M, and tie spacing shall not exceed four times the least dimension of supported element, nor 600 mm. ﺳﻄﺢ ﺗﻨﮕﻬﺎ ﻧﺒﺎﻳﺪ از آﻧﭽﻪ در ﻗﺴﻤﺖ،اﻧﺘﻘﺎل ﺑﺮش اﻓﻘﻲ ﺑﺎﺷﺪ ﻛﻮﭼﻜﺘﺮ ﺑﺎﺷﺪ و ﻓﺎﺻﻠﻪACI 318M اﺳﺘﺎﻧﺪارد11.5.5.3 ﺗﻨﮕﻬﺎ ﻧﺒﺎﻳﺪ از ﻫﻴﭽﻴﻚ از ﻣﻘﺎدﻳﺮ ﭼﻬﺎر ﺑﺮاﺑﺮ ﺣﺪاﻗﻞ ﺑﻌﺪ اﻟﻤﺎن . ﻣﻴﻠﻴﻤﺘﺮ ﺑﻴﺸﺘﺮ ﺑﺎﺷﺪ600 داراي ﺗﻜﻴﻪﮔﺎه و C.5.2 Ties for horizontal shear shall consist of single bars or wire, multiple leg stirrups, or vertical legs of welded wire fabric (smooth or deformed). ﺗﻨﮕﻬﺎي ﻣﻮرد ﻧﻴﺎز ﺑﺮاي ﺑﺮش اﻓﻘﻲ ﻣﻲﺗﻮاﻧﻨﺪ ﺷﺎﻣﻞ2-5- ج C.5.3 All ties shall be fully anchored into interconnected elements in accordance with Clause 10.12. ﺑﻪ ﺻﻮرت12-10 ﻛﻠﻴﻪ ﺗﻨﮕﻬﺎ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﺑﻨﺪ3-5- ج ﺧﺎﻣﻮﺗﻬﺎي ﭼﻨﺪ ﺷﺎﺧﻪ ﻳﺎ،ﻣﻴﻠﮕﺮدﻫﺎ و ﻳﺎ ﻣﻔﺘﻮﻟﻬﺎي ﻣﻨﻔﺮد از ﺷﺒﻜﻪﻫﺎي ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﺟﻮﺷﻲ از ﻣﻔﺘﻮل،ﺷﺎﺧﻪﻫﺎي ﻗﺎﺋﻢ .)ﺳﺎده ﻳﺎ آﺟﺪار( ﺑﺎﺷﻨﺪ .ﻛﺎﻣﻞ در داﺧﻞ اﺟﺰاي ﻣﺘﺼﻞ ﺷﻮﻧﺪه ﺑﻪ ﻳﻜﺪﻳﮕﺮ ﻣﻬﺎر ﺷﻮﻧﺪ 69