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
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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
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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
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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
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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
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Nov. 2008 / 1387 ‫آذر‬
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‫ 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
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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
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‫ 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
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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
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Nov. 2008 / 1387 ‫آذر‬
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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.‬‬
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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
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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
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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
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‫ 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
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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 cA g 1  ( c ) 2 
32h 

kl 

Ф Pn  0.55φf cA 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
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‫ 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
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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
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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
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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.
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‫ 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
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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
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