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
.‫ﺷﺪهاﺳﺖ‬
‫ ﺑﺮاﺳﺎس اﺳﺘﺎﻧﺪاردﻫﺎي ﻗﺎﺑﻞ ﻗﺒﻮل‬،‫اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ‬
‫ﺑﻴﻦاﻟﻤﻠﻠﻲ ﺗﻬﻴﻪ ﺷﺪه و ﺷﺎﻣﻞ ﮔﺰﻳﺪه ﻫﺎﺋﻲ از اﺳﺘﺎﻧﺪاردﻫﺎي‬
‫ ﻫﻤﭽﻨﻴﻦ ﺑﺮاﺳﺎس ﺗﺠﺮﺑﻴﺎت ﺻﻨﻌﺖ ﻧﻔﺖ ﻛﺸﻮر‬.‫ﻣﺮﺟﻊ ﻣﻲﺑﺎﺷﺪ‬
‫ ﻣﻮاردي‬،‫و ﻗﺎﺑﻠﻴﺖ ﺗﺄﻣﻴﻦ ﻛﺎﻻ از ﺑﺎزار داﺧﻠﻲ و ﻧﻴﺰ ﺑﺮﺣﺴﺐ ﻧﻴﺎز‬
.‫ﺑﻄﻮر ﺗﻜﻤﻴﻠﻲ و ﻳﺎ اﺻﻼﺣﻲ در اﻳﻦ اﺳﺘﺎﻧﺪارد ﻟﺤﺎظ ﺷﺪهاﺳﺖ‬
‫ﻣﻮاردي از ﮔﺰﻳﻨﻪﻫﺎي ﻓﻨﻲ ﻛﻪ در ﻣﺘﻦ اﺳﺘﺎﻧﺪاردﻫﺎ آورده‬
‫ﻧﺸﺪهاﺳﺖ در داده ﺑﺮگﻫﺎ ﺑﺼﻮرت ﺷﻤﺎره ﮔﺬاري ﺷﺪه ﺑﺮاي‬
.‫اﺳﺘﻔﺎده ﻣﻨﺎﺳﺐ ﻛﺎرﺑﺮان آورده ﺷﺪهاﺳﺖ‬
‫ ﺑﺸﻜﻠﻲ ﻛﺎﻣﻼً اﻧﻌﻄﺎف ﭘﺬﻳﺮ ﺗﺪوﻳﻦ‬،‫اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ‬
‫ﺷﺪهاﺳﺖ ﺗﺎ ﻛﺎرﺑﺮان ﺑﺘﻮاﻧﻨﺪ ﻧﻴﺎزﻫﺎي ﺧﻮد را ﺑﺎ آﻧﻬﺎ ﻣﻨﻄﺒﻖ‬
‫ ﺑﺎ اﻳﻦ ﺣﺎل ﻣﻤﻜﻦ اﺳﺖ ﺗﻤﺎم ﻧﻴﺎزﻣﻨﺪيﻫﺎي ﭘﺮوژه ﻫﺎ را‬.‫ﻧﻤﺎﻳﻨﺪ‬
‫ در اﻳﻦ ﮔﻮﻧﻪ ﻣﻮارد ﺑﺎﻳﺪ اﻟﺤﺎﻗﻴﻪاي ﻛﻪ ﻧﻴﺎزﻫﺎي‬.‫ﭘﻮﺷﺶ ﻧﺪﻫﻨﺪ‬
‫ اﻳﻦ‬.‫ﺧﺎص آﻧﻬﺎ را ﺗﺄﻣﻴﻦ ﻣﻲﻧﻤﺎﻳﺪ ﺗﻬﻴﻪ و ﭘﻴﻮﺳﺖ ﻧﻤﺎﻳﻨﺪ‬
‫ ﻣﺸﺨﺼﺎت ﻓﻨﻲ آن ﭘﺮوژه و‬،‫اﻟﺤﺎﻗﻴﻪ ﻫﻤﺮاه ﺑﺎ اﺳﺘﺎﻧﺪارد ﻣﺮﺑﻮﻃﻪ‬
.‫ﻳﺎ ﻛﺎر 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 ﻣﻲﺑﺎﺷﺪ‬
‫ 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 اﻟﻜﺘﺮوﻧﻴﻚ‬
: ‫ﺗﻌﺎرﻳﻒ ﻋﻤﻮﻣﻲ‬
GENERAL DEFINITIONS :
Throughout this Standard
definitions shall apply.
the
following
: ‫ﺷﺮﻛﺖ‬
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.
‫ 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 اﺗﻼق ﻣﻲﺷﻮد‬
: ‫ﺧﺮﻳﺪار‬
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.
‫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
VENDOR AND SUPPLIER :
Refers to firm or person who will supply and/or
fabricate the equipment or material.
‫ﺑﻪ ﻣﻮﺳﺴﻪ و ﻳﺎ ﺷﺨﺼﻲ ﮔﻔﺘﻪ ﻣﻲﺷﻮد ﻛﻪ ﺗﺠﻬﻴﺰات و ﻛﺎﻻﻫﺎي‬
.‫ﻣﻮرد ﻟﺰوم ﺻﻨﻌﺖ را ﺗﺄﻣﻴﻦ ﻣﻲﻧﻤﺎﻳﺪ‬
: ‫ﭘﻴﻤﺎﻧﻜﺎر‬
CONTRACTOR :
Refers to the persons, firm or company whose
tender has been accepted by the company.
‫ ﻣﻮﺳﺴﻪ و ﻳﺎ ﺷﺮﻛﺘﻲ ﮔﻔﺘﻪ ﻣﻲﺷﻮد ﻛﻪ ﭘﻴﺸﻨﻬﺎدش‬،‫ﺑﻪ ﺷﺨﺺ‬
.‫ﺑﺮاي ﻣﻨﺎﻗﺼﻪ ﭘﺬﻳﺮﻓﺘﻪ ﺷﺪهاﺳﺖ‬
: ‫ﻣﺠﺮي‬
EXECUTOR :
Executor is the party which carries out all or part of
construction and/or commissioning for the project.
‫ﻣﺠﺮي ﺑﻪ ﮔﺮوﻫﻲ اﺗﻼق ﻣﻲﺷﻮد ﻛﻪ ﺗﻤﺎم ﻳﺎ ﻗﺴﻤﺘﻲ از ﻛﺎرﻫﺎي‬
.‫اﺟﺮاﺋﻲ و ﻳﺎ راه اﻧﺪازي ﭘﺮوژه را اﻧﺠﺎم دﻫﺪ‬
: ‫ﺑﺎزرس‬
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.
‫ﮔﺮوه ﻳﺎ ﻣﻮﺳﺴﻪاي اﺗﻼق‬/‫در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺎزرس ﺑﻪ ﻓﺮد‬
‫ ﺳﺎﺧﺖ و ﻧﺼﺐ‬،‫ﻣﻲﺷﻮد ﻛﻪ ﻛﺘﺒﺎً ﺗﻮﺳﻂ ﻛﺎرﻓﺮﻣﺎ ﺑﺮاي ﺑﺎزرﺳﻲ‬
.‫ﺗﺠﻬﻴﺰات ﻣﻌﺮﻓﻲ ﺷﺪه ﺑﺎﺷﺪ‬
: ‫ﺑﺎﻳﺪ‬
SHALL :
Is used where a provision is mandatory.
.‫ اﺳﺘﻔﺎده ﻣﻲﺷﻮد‬،‫ﺑﺮاي ﻛﺎري ﻛﻪ اﻧﺠﺎم آن اﺟﺒﺎري اﺳﺖ‬
:‫ﺗﻮﺻﻴﻪ‬
SHOULD:
Is used where a provision is advisory only.
.‫ ﺑﻜﺎر ﻣﻲرود‬،‫ﺑﺮاي ﻛﺎري ﻛﻪ ﺿﺮورت اﻧﺠﺎم آن ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد‬
: ‫ﺗﺮﺟﻴﺢ‬
WILL :
Is normally used in connection with the action by
the "Company" rather than by a contractor,
supplier or vendor.
‫ﻣﻌﻤﻮﻻً در ﺟﺎﻳﻲ اﺳﺘﻔﺎده ﻣﻲﺷﻮد ﻛﻪ اﻧﺠﺎم آن ﻛﺎر ﺑﺮاﺳﺎس‬
.‫ﻧﻈﺎرت "ﺷﺮﻛﺖ" ﺑﺎﺷﺪ‬
: ‫ﻣﻤﻜﻦ اﺳﺖ‬
MAY :
Is used where
discretionary.
.‫در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺗﻌﺎرﻳﻒ زﻳﺮ ﺑﻪ ﻛﺎر ﻣﻲ رود‬
a
provision
is
completely
.‫ ﺑﻜﺎر ﻣﻲرود‬،‫ﺑﺮاي ﻛﺎري ﻛﻪ اﻧﺠﺎم آن اﺧﺘﻴﺎري ﻣﻲﺑﺎﺷﺪ‬
IPS-E-CE-130(1)
ENGINEERING STANDARD
FOR
PILES
FIRST REVISION
JUNE 2009
‫اﺳﺘــﺎﻧﺪارد ﻣﻬﻨــﺪﺳﻲ‬
‫ﺑـﺮاي‬
‫ﺷﻤـﻊﻫﺎ‬
‫وﻳﺮاﻳﺶ اول‬
1388 ‫ﺧﺮداد‬
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 may be 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،‫ﻣﺎﻟﻚ آن ﺑﻮده و ﻧﺒﺎﻳﺪ ﺑﺪون رﺿﺎﻳﺖ ﻛﺘﺒﻲ وزارت ﻧﻔﺖ اﻳﺮان‬
‫ ذﺧﻴﺮه‬،‫ ﺑﻪ ﻫﺮ ﺷﻜﻞ ﻳﺎ وﺳﻴﻠﻪ ازﺟﻤﻠﻪ ﺗﻜﺜﻴﺮ‬، ‫ﺑﺨﺸﻲ از اﻳﻦ اﺳﺘﺎﻧﺪارد‬
.‫ ﻳﺎ روش دﻳﮕﺮي در اﺧﺘﻴﺎر اﻓﺮاد ﺛﺎﻟﺚ ﻗﺮار ﮔﻴﺮد‬،‫ اﻧﺘﻘﺎل‬،‫ﺳﺎزي‬
Jun. 2009 / 1388 ‫ﺧﺮداد‬
CONTENTS :
Page
No
IPS-E-CE-130(1)
: ‫ﻓﻬﺮﺳﺖ ﻣﻄﺎﻟﺐ‬
1. SCOPE................................................................ 4
4 ...................................................... ‫ داﻣﻨﻪ ﻛﺎرﺑﺮد‬-1
2. REFERENCES .................................................. 5
5 ..............................................................‫ ﻣﺮاﺟﻊ‬-2
3. SYMBOLS.......................................................... 7
7 ...............................................................‫ ﻋﻼﺋﻢ‬-3
4. UNITS................................................................. 7
7 ............................................................ ‫ واﺣﺪﻫﺎ‬-4
5. PRIOR TO PILING: FOUNDATION
INVESTIGATION............................................ 7
7 .............. ‫ ﺑﺮرﺳﻲ ﺷﺎﻟﻮده‬: ‫ ﻣﺮﺣﻠﻪ ﻗﺒﻞ از اﺟﺮاي ﺷﻤﻊ‬-5
5.1 General ......................................................... 7
7 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-5
5.2 Investigation................................................. 8
8 .................................................... ‫ ﺷﻨﺎﺳﺎﺋﻲ‬2-5
5.3 Reports ......................................................... 8
8 ..................................................... ‫ ﮔﺰارﺷﻬﺎ‬3-5
5.4 Expansive Soils ............................................ 8
8 ................................. ‫ ﺧﺎﻛﻬﺎي ﻣﻨﺒﺴﻂ ﺷﻮﻧﺪه‬4-5
5.5 Adjacent Loads............................................ 8
8 ............................................. ‫ ﺑﺎرﻫﺎي ﻣﺠﺎور‬5-5
5.6 Drainage ....................................................... 9
9 .................................................... ‫ زﻫﻜﺸﻲ‬6-5
5.7 Plans and Drawings..................................... 9
9 .........................................‫ ﻃﺮحﻫﺎ و ﻧﻘﺸﻪﻫﺎ‬7-5
6. GENERAL REQUIREMENTS FOR PILING9
9 ......................... ‫ اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ ﺑﺮاي اﺟﺮاي ﺷﻤﻊ‬-6
6.1 General ......................................................... 9
9 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-6
6.2 Interconnection............................................ 10
10 ......................................... ‫ اﺗﺼﺎل ﺑﻴﻦ ﺷﻤﻌﻬﺎ‬2-6
6.3 Column Action............................................. 10
10 ............................................... ‫ رﻓﺘﺎر ﺳﺘﻮﻧﻲ‬3-6
6.4 Group Action in Compression ................... 10
10 ................................... ‫ رﻓﺘﺎر ﮔﺮوﻫﻲ در ﻓﺸﺎر‬4-6
6.5 Jetting ........................................................... 10
10 ....................................... ‫ ﺣﻔﺎري ﺑﺎ ﻓﺸﺎر آب‬5-6
6.6 Protection of Pile Materials ........................ 11
11 .................................. ‫ ﺣﻔﺎﻇﺖ از ﻣﺼﺎﻟﺢ ﺷﻤﻊ‬6-6
6.7 Pile Caps....................................................... 11
11 .................................................. ‫ ﺳﺮ ﺷﻤﻌﻬﺎ‬7-6
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IPS-E-CE-130(1)
6.8 Allowable Pile Loads................................... 11
11 ....................................... ‫ ﺑﺎرﻫﺎي ﻣﺠﺎز ﺷﻤﻊ‬8-6
6.9 Pile Spacing.................................................. 14
14 ............................................. ‫ ﻓﻮاﺻﻞ ﺷﻤﻌﻬﺎ‬9-6
7. STEEL PILES.................................................... 15
15 ................................................ ‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي‬-7
7.1 General ......................................................... 15
15 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-7
7.2 Materials ...................................................... 15
15 ....................................................... ‫ ﻣﺼﺎﻟﺢ‬2-7
7.3 Design Requirements .................................. 17
17 ........................................... ‫ اﻟﺰاﻣﺎت ﻃﺮاﺣﻲ‬3-7
8. CAST-IN-PLACE CONCRETE PILES.......... 19
19 ............................................ ‫ ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ درﺟﺎ‬-8
8.1 General ......................................................... 19
19 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-8
8.2 Drilled or Augered Uncased Piles .............. 19
19 . ‫ ﺷﻤﻌﻬﺎي ﺑﺪون ﻏﻼف ﺣﻔﺎريﺷﺪه ﻳﺎ ﺣﻔﺮ ﺷﺪه ﺑﺎ اوﮔﺮ‬2-8
8.3 Driven Uncased Piles................................... 20
20 .................................... ‫ ﺷﻤﻌﻬﺎي ﺑﺪون ﻏﻼف‬3-8
8.4 Enlarged Base Piles ..................................... 21
21 .................................. (‫ ﺷﻤﻊ ﭘﺎﻳﻪ ﭘﻬﻦ )ﭘﺎ ﻓﻴﻠﻲ‬4-8
8.5 Steel Cased Piles .......................................... 21
21 .............................. ‫ ﺷﻤﻌﻬﺎي ﺑﺎ ﻏﻼف ﻓﻮﻻدي‬5-8
8.6 Micropiles..................................................... 22
22 ............................................... ‫ ﻣﻴﻜﺮوﭘﺎﻳﻞﻫﺎ‬6-8
9. PRECAST CONCRETE PILES ...................... 23
23 ................................. ‫ ﺷﻤﻊﻫﺎي ﺑﺘﻨﻲ ﭘﻴﺶ ﺳﺎﺧﺘﻪ‬-9
9.1 General ......................................................... 23
23 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-9
9.2 Precast Nonprestressed Piles...................... 23
23 .............. ‫ ﺷﻤﻌﻬﺎي ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﻏﻴﺮ ﭘﻴﺶ ﺗﻨﻴﺪه‬2-9
9.3 Prestressed Concrete Piles.......................... 25
25 ..............................‫ ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ ﭘﻴﺶ ﺗﻨﻴﺪه‬3-9
10. TIMBER (WOODEN) PILES ........................ 26
26 ..................................................‫ ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ‬-10
10.1 Material...................................................... 26
26 ....................................................... ‫ ﻣﺼﺎﻟﺢ‬1-10
10.2 Preservative Treatment ............................ 26
26 ..................................... ‫ ﻋﻤﻞ آوري ﺣﻔﺎﻇﺘﻲ‬2-10
10.3 Allowable Stresses ..................................... 27
27 ........................................... ‫ ﺗﻨﺶﻫﺎي ﻣﺠﺎز‬3-10
10.4 End Bearing Piles ...................................... 27
27 ..........................................‫ ﺷﻤﻌﻬﺎي اﺗﻜﺎﺋﻲ‬4-10
10.5 Other Requirements.................................. 27
2
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IPS-E-CE-130(1)
27 .............................................. ‫ ﺳﺎﻳﺮ اﻟﺰاﻣﺎت‬5-10
11. COMPOSITE PILES ...................................... 28
28 ................................................. ‫ ﺷﻤﻌﻬﺎي ﻣﺮﻛﺐ‬-11
11.1 Design ......................................................... 28
28 ...................................................... ‫ ﻃﺮاﺣﻲ‬1-11
11.2 Limitation of Load .................................... 28
28 ............................................. ‫ ﻣﺤﺪودﻳﺖ ﺑﺎر‬2-11
11.3 Splices ......................................................... 28
28 .................................................... ‫ وﺻﻠﻪ ﻫﺎ‬3-11
12. CAISSON PILES............................................. 29
29 ............................... (‫ ﺷﻤﻌﻬﺎي ﺻﻨﺪوﻗﻪاي )ﻛﻴﺴﻮن‬-12
12.1 Definition.................................................... 29
29 ...................................................... ‫ ﺗﻌﺮﻳﻒ‬1-12
12.2 Design ......................................................... 29
29 .................................................... ‫ ﻃﺮاﺣﻲ‬2-12
12.3 Material...................................................... 29
29 ..................................................... ‫ ﻣﺼﺎﻟﺢ‬3-12
12.4 Structural Core.......................................... 29
29 ........................................... ‫ ﻫﺴﺘﻪ ﺳﺎزهاي‬4-12
12.5 Allowable Stresses ..................................... 30
30 ......................................... ‫ ﺗﻨﺶ ﻫﺎي ﻣﺠﺎز‬5-12
APPENDICES:
:‫ﭘﻴﻮﺳﺖﻫﺎ‬
APPENDIX A CHOICE OF PILES .................... 31
31 ........................................‫ﭘﻴﻮﺳﺖ اﻟﻒ اﻧﺘﺨﺎب ﺷﻤﻌﻬﺎ‬
APPENDIX B TYPICAL PI LE
CHARACTERISTICS AND
USES ............................................... 36
36 .............. ‫ﭘﻴﻮﺳﺖ ب ﻣﺸﺨﺼﺎت و ﻛﺎرﺑﺮيﻫﺎي اﻧﻮاع ﺷﻤﻊ‬
3
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
‫ داﻣﻨﻪ ﻛﺎرﺑﺮد‬-1
1. SCOPE
This Engineering Standard provides basic
requirements governing the design and the
selection of piling materials for land and marine
construction. It applies to structural steel, steel
pipe (plain or filled with concrete), cast-in-place
concrete, precast/prestressed concrete, timber,
composite and caisson type piles.
‫اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ اﻟﺰاﻣﺎت ﭘﺎﻳﻪاي ﺣﺎﻛﻢ ﺑﺮ ﻃﺮاﺣﻲ و‬
‫اﻧﺘﺨﺎب ﻣﺼﺎﻟﺢ ﺑﺮاي اﺟﺮاي ﺷﻤﻌﻬﺎ در ﺧﺸﻜﻲ و درﻳﺎ را اراﺋﻪ‬
‫ ﻟﻮﻟﻪ‬،‫ اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺮاي ﺷﻤﻌﻬﺎي ﺑﺎ ﻓﻮﻻد ﺳﺎﺧﺘﻤﺎﻧﻲ‬.‫ﻣﻲدﻫﺪ‬
/ ‫ ﺑﺘﻦ ﭘﻴﺶﺳﺎﺧﺘﻪ‬،‫ ﺑﺘﻦ درﺟﺎ‬،(‫ﻓﻠﺰي)ﺳﺎده ﻳﺎ ﭘﺮ ﺷﺪه ﺑﺎ ﺑﺘﻦ‬
.‫ ﻣﺮﻛﺐ و ﺻﻨﺪوﻗﻪاي ﻛﺎرﺑﺮد دارد‬،‫ ﭼﻮﺑﻲ‬،‫ﭘﻴﺶ ﺗﻨﻴﺪه‬
Where necessary, guidance for the protection of
steel piles and preservance of timber piles has
been provided.
‫ راﻫﻨﻤﺎﻳﻲ ﺑﺮاي ﺣﻔﺎﻇﺖ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي و‬،‫در ﻣﻮارد ﻟﺰوم‬
.‫ﻧﮕﻬﺪاري ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ اراﺋﻪ ﺷﺪهاﺳﺖ‬
This Standard does not cover sheet piling. For the
design requirements of sheet piling, reference is
made to IPS-E-CE- 140 "Retaining Walls".
‫ ﺑﺮاي اﻟﺰاﻣﺎت ﻃﺮاﺣﻲ‬.‫اﻳﻦ اﺳﺘﺎﻧﺪارد ﺷﺎﻣﻞ ﺳﭙﺮﻛﻮﺑﻲ ﻧﻤﻲﺷﻮد‬
"‫ "دﻳﻮارﻫﺎي ﺣﺎﺋﻞ‬IPS-E-CE-140 ‫ﺳﭙﺮﻛﻮﺑﻲ ﺑﻪ اﺳﺘﺎﻧﺪارد‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
.‫ اﺷﺎره ﺑﻪ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ دارد‬AR ‫ ﻋﻼﻣﺖ‬، ‫در اﻳﻦ اﺳﺘﺎﻧﺪارد‬
Throughout this Standard, the symbol AR denotes
Authorized Representative of the Owner.
: 1 ‫ﻳﺎدآوري‬
Note 1:
‫ﻣﺸﺨﺼﺎت اﻳﻦ اﺳﺘﺎﻧﺪارد ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ ﻣﺮﺑﻮﻃﻪ در آﺑﺎن‬
‫ ﺑﺎزﻧﮕﺮي و ﺑﻪ روز ﺷﺪه و اﺻﻼﺣﺎت ﻣﺼﻮب ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ‬1376
15 ‫ ﺗﻮﺳﻂ ﺑﺨﺸﻨﺎﻣﻪ ﺷﻤﺎره‬1 ‫ﻓﻨﻲ ﺑﻪ ﺻﻮرت اﺻﻼﺣﻴﻪ ﺷﻤﺎره‬
‫ اﻳﻦ‬.‫ ارﺳﺎل ﺷﺪهاﺳﺖ‬IPS ‫ ﺑﺮاي ﻛﺎرﺑﺮان‬1376 ‫در آﺑﺎن‬
.‫ ﻣﻨﻈﻮر ﺷﺪهاﺳﺖ‬IPS ‫اﺻﻼﺣﺎت در ﻧﺴﺨﻪ ﺣﺎﺿﺮ‬
This standard specification is reviewed and
updated by the relevant technical committee on
Nov. 1997. The approved modifications by T.C.
were sent to IPS users as amendment No. 1 by
circular No 15 on Nov. 1997. These modifications
are included in the present issue of IPS.
: 2 ‫ﻳﺎدآوري‬
Note 2:
‫ﻣﺸﺨﺼﺎت اﻳﻦ اﺳﺘﺎﻧﺪارد ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ ﻣﺮﺑﻮﻃﻪ در آﺑﺎن‬
‫ ﺑﺎزﻧﮕﺮي و ﺑﻪ روز ﺷﺪه و اﺻﻼﺣﺎت ﻣﺼﻮب ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ‬1383
‫ در‬262 ‫ ﺗﻮﺳﻂ ﺑﺨﺸﻨﺎﻣﻪ ﺷﻤﺎره‬2 ‫ﻓﻨﻲ ﺑﺼﻮرت اﺻﻼﺣﻴﻪ ﺷﻤﺎره‬
‫ اﻳﻦ اﺻﻼﺣﺎت‬.‫ ارﺳﺎل ﺷﺪهاﺳﺖ‬IPS ‫ ﺑﺮاي ﻛﺎرﺑﺮان‬1383 ‫آﺑﺎن‬
.‫ ﻣﻨﻈﻮر ﺷﺪهاﺳﺖ‬IPS ‫در ﻧﺴﺨﻪ ﺣﺎﺿﺮ‬
This standard specification is reviewed and
updated by the relevant technical committee on
Oct. 2004. The approved modifications by T.C.
were sent to IPS users as amendment No. 2 by
circular No 262 on Oct. 2004. These
modifications are included in the present issue of
IPS.
:3 ‫ﻳﺎدآوري‬
Note 3:
‫ ﻧﺴﺨﻪ ﺑﺎزﻧﮕﺮي ﺷﺪهاﺳﺘﺎﻧﺪارد ﻓﻮق‬،‫اﻳﻦ اﺳﺘﺎﻧﺪارد دو زﺑﺎﻧﻪ‬
‫ ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ‬1388 ‫ﻣﻴﺒﺎﺷﺪ ﻛﻪ در ﺧﺮداد ﻣﺎه ﺳﺎل‬
‫ از اﻳﻦ‬.‫( اراﻳﻪ ﻣﻲﮔﺮدد‬1) ‫ﻣﺮﺑﻮﻃﻪ ﺗﺄﻳﻴﺪ و ﺑﻪ ﻋﻨﻮان وﻳﺮاﻳﺶ‬
.‫( اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻨﺴﻮخ ﻣﻲﺑﺎﺷﺪ‬0) ‫ﭘﺲ وﻳﺮاﻳﺶ‬
This bilingual standard is a revised version of the
standard specification by the relevant technical
committee on June 2009, 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.
4
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
‫ ﻣﺮاﺟﻊ‬-2
2. REFERENCES
‫در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﻪ اﺳﺘﺎﻧﺪاردﻫﺎ و آﻳﻴﻦ ﻧﺎﻣﻪﻫﺎي ﺗﺎرﻳﺦ دار و‬
‫ ﺗﺎ ﺣﺪي ﻛﻪ در‬،‫ اﻳﻦ ﻣﺮاﺟﻊ‬.‫ﺑﺪون ﺗﺎرﻳﺦ زﻳﺮ اﺷﺎره ﺷﺪه اﺳﺖ‬
‫ ﺑﺨﺸﻲ از اﻳﻦ‬،‫اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻮرد اﺳﺘﻔﺎده ﻗﺮار ﮔﺮﻓﺘﻪ اﺳﺖ‬
‫ وﻳﺮاﻳﺶ‬،‫ در ﻣﺮاﺟﻊ ﺗﺎرﻳﺦ دار‬.‫اﺳﺘﺎﻧﺪارد ﻣﺤﺴﻮب ﻣﻲﺷﻮﻧﺪ‬
‫ﮔﻔﺘﻪ ﺷﺪه ﻣﻼك ﺑﻮده و ﺗﻐﻴﻴﺮاﺗﻲ ﻛﻪ ﺑﻌﺪ از ﺗﺎرﻳﺦ وﻳﺮاﻳﺶ در‬
‫ ﭘﺲ از ﺗﻮاﻓﻖ ﺑﻴﻦ ﺷﺮﻛﺖ و ﻓﺮوﺷﻨﺪه ﻗﺎﺑﻞ‬،‫آﻧﻬﺎ داده ﺷﺪه اﺳﺖ‬
‫ آﺧﺮﻳﻦ وﻳﺮاﻳﺶ آﻧﻬﺎ ﺑﻪ‬،‫ در ﻣﺮاﺟﻊ ﺑﺪون ﺗﺎرﻳﺦ‬.‫اﺟﺮا ﻣﻲﺑﺎﺷﺪ‬
.‫اﻧﻀﻤﺎم 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, form 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)
ACI 318-05
"Building
Code
Requirements
for
Structural Concrete "
‫"آﻳﻴﻦ ﻧﺎﻣﻪ اﻟﺰاﻣﺎت ﻃﺮاﺣﻲ ﺳﺎزه ﻫﺎي‬
"‫ﺑﺘﻨﻲ‬
ACI 543 R 2000
"Design,
Manufacture
and
Installation
of
Concrete Piles"
‫ ﺳـﺎﺧﺖ و ﻧـﺼﺐ ﺷـﻤﻌﻬﺎي‬،‫ "ﻃﺮاﺣﻲ‬ACI 543R2000
"‫ﺑﺘﻨﻲ‬
(‫ )ﻣﻮﺳﺴﻪ ﻧﻔﺖ آﻣﺮﻳﻜﺎ‬API
API(AMERICAN PETROLEUM INSTITUTE)
API 5L 2007
"‫"ﻣﺸﺨﺼﺎت ﺧﻂ ﻟﻮﻟﻪ‬
"Specification for Line
Pipe"
ASTM(AMERICAN
SOCIETY
TESTING AND MATERIALS)
ACI 318-05
API 5L2007
(‫ )اﻧﺠﻤﻦ آزﻣﻮن و ﻣﻮاد آﻣﺮﻳﻜﺎ‬ASTM
FOR
ASTM A 36
"Specification
Structural Steel"
for
"‫"ﻣﺸﺨﺼﺎت ﻓﻮﻻد ﺳﺎﺧﺘﻤﺎﻧﻲ‬
ASTM A36
ASTM A 82
"Standard Specification
for Steel Wire ,Plain, for
Concrete Reinforcement"
‫"ﻣﺸﺨﺼﺎت اﺳﺘﺎﻧﺪارد ﺑﺮاي ﻣﻔﺘﻮﻟﻬـﺎي‬
"‫ﻓﻮﻻدي ﺳﺎده ﺑﺮاي ﺑﺘﻦ ﻣﺴﻠﺢ‬
ASTM A82
ASTM A 252
"Specification for Welded
and Seamless Steel Pipe
Piles"
‫"ﻣﺸﺨــﺼﺎت ﺑــﺮاي ﺷــﻤﻌﻬﺎي ﻟﻮﻟــﻪ اي‬
"‫ﻓﻮﻻدي ﺟﻮﺷﻲ و ﺑﺪون درز‬
ASTM A252
ASTM A 283
"Specification for Low
and Intermediate Tensile
Strength Carbon Steel
Plates"
ASTM A 416
"Specification
for
Uncoated
Seven-wire
Stress-relieved
Steel
Strand for Prestressed
Concrete"
‫ "ﻣﺸﺨــﺼﺎت ﺑــﺮاي ورﻗﻬــﺎي ﻓــﻮﻻدي‬ASTM A 283
‫ﻛــﺮﺑﻦ دار ﺑــﺎ ﻣﻘﺎوﻣــﺖ ﮔــﺴﻴﺨﺘﮕﻲ‬
"‫ﻛﺸﺸﻲ ﻛﻢ و ﻣﺘﻮﺳﻂ‬
‫ "ﻣﺸﺨــﺼﺎت ﺑــﺮاي ﻛﺎﺑﻠﻬــﺎي ﻓــﻮﻻدي‬ASTM A416
‫ﻫﻔﺖ رﺷﺘﻪاي ﺗﻨﺶ زداﻳﻲ ﺷﺪه ﺑـﺪون‬
"‫ﭘﻮﺷﺶ ﺑﺮاي ﺑﺘﻦ ﭘﻴﺶ ﺗﻨﻴﺪه‬
ASTM A 421
"Standard Specification
for Uncoated StressRelieved Steel Wire for
Prestressed Concrete"
‫ "ﻣﺸﺨﺼﺎت اﺳﺘﺎﻧﺪارد ﺑـﺮاي ﻣﻔﺘﻮﻟﻬـﺎي‬ASTM A421
‫ﻓﻮﻻدي ﺗﻨﺶ زداﻳﻲ ﺷﺪه ﺑﺪون ﭘﻮﺷـﺶ‬
"‫ﺑﺮاي ﺑﺘﻦ ﭘﻴﺶ ﺗﻨﻴﺪه‬
5
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
ASTM A 572/572M "Standard
Specification
for High-Strength LowAlloy
ColumbiumVanadium
Structural
Steel"
‫ "ﻣﺸﺨﺼﺎت اﺳﺘﺎﻧﺪارد ﺑﺮاي ﻓﻮﻻدﻫﺎي‬ASTM A572/572M
‫ﺳــﺎﺧﺘﻤﺎﻧﻲ ﭘــﺮ ﻣﻘﺎوﻣــﺖ ﻛــﻢ آﻟﻴــﺎژ‬
"‫ﻛﻠﻮﻣﺒﻴﻮم – واﻧﺎدﻳﻮم‬
ASTM A 615
‫"ﻣﺸﺨﺼﺎت اﺳﺘﺎﻧﺪارد ﺑﺮاي ﻣﻴﻠﮕﺮدﻫﺎي‬
ASTM 615
‫ﺳﺎده و آجدار ﻓﻮﻻد ﻛﺮﺑﻦ دار ﺑﺮاي ﺑـﺘﻦ‬
"‫ﻣﺴﻠﺢ‬
‫"ﻣﺸﺨﺼﺎت اﺳـﺘﺎﻧﺪارد ﺑـﺮاي ورﻗﻬـﺎي‬ASTM A633/633M
‫ﻓﻮﻻد ﺳﺎﺧﺘﻤﺎﻧﻲ ﭘﺮ ﻣﻘﺎوﻣﺖ ﻛـﻢ آﻟﻴـﺎژ‬
"‫ﻧﺮﻣﺎل ﺷﺪه ﺗﻮﺳﻂ ﻋﻤﻠﻴﺎت ﺣﺮارﺗﻲ‬
"Standard Specification
for Deformed and Plain
Carbon-Steel Bars for
Concrete Reinforcement"
ASTM A 633/ 633M "Standard Specification
for Normalized HighStrength
Low-Alloy
Structural Steel Plates"
ASTM A 722
"Standard Specification
for
Uncoated
HighStrength Steel Bars for
Prestressing Concrete"
‫"ﻣﺸﺨﺼﺎت اﺳﺘﺎﻧﺪارد ﺑﺮاي ﻣﻴﻠﮕﺮدﻫﺎي‬
‫ﻓﻮﻻدي ﭘﺮ ﻣﻘﺎوﻣﺖ ﺑﺪون ﭘﻮﺷﺶ ﺑـﺮاي‬
"‫ﺑﺘﻦ ﭘﻴﺶ ﺗﻨﻴﺪه‬
ASTM A722
ASTM A 882
"Standard Specification
for Filled Epoxy-Coated
Seven Wire Prestressing
Steel Strand"
‫"ﻣﺸﺨﺼﺎت اﺳـﺘﺎﻧﺪارد ﺑـﺮاي ﻛﺎﺑﻠﻬـﺎي‬
‫ﻓﻮﻻدي ﭘﻴﺶ ﺗﻨﻴﺪه ﻫﻔﺖ رﺷـﺘﻪاي ﺑـﺎ‬
"‫ﭘﻮﺷﺶ اﭘﻮﻛﺴﻲ‬
ASTM A882
ASTM A 884
"Standard Specification
for Epoxy-Coated Steel
Wire and Welded Wire
Reinforcement"
‫"ﻣﺸﺨﺼﺎت اﺳﺘﺎﻧﺪارد ﺑﺮاي ﻣﻔﺘﻮﻟﻬـﺎي‬
‫ﻓﻮﻻدي ﺑﺎ ﭘﻮﺷﺶ اﭘﻮﻛﺴﻲ و ﻣﻔﺘﻮﻟﻬﺎي‬
"‫ﻣﺴﻠﺢ ﺟﻮﺷﻲ‬
ASTM A884
ASTM C 150 Rev. A"Specification
Portland Cement"
for
"‫"ﻣﺸﺨﺼﺎت ﺑﺮاي ﺳﻴﻤﺎن ﭘﺮﺗﻠﻨﺪ‬ASTM C 150 Rev.A
ASTM D 25
"Specification for Round
Timber Piles"
ASTM D 2899
"Establishing Design /
Stresses
for
Round
Timber Piles"
‫"ﻣﺸﺨــﺼﺎت ﺑــﺮاي ﺷــﻤﻌﻬﺎي ﭼــﻮﺑﻲ‬
ASTM D25
"‫ﮔﺮد‬
‫ "ﻣﺒﺎﻧﻲ ﻃﺮاﺣﻲ و ﺗﻨـﺸﻬﺎي ﺷـﻤﻌﻬﺎي‬ASTM D2899
"‫ﭼﻮﺑﻲ ﮔﺮد‬
ASTM D 1143
"Standard Test Method
for Piles under Static
Axial Compressive Load"
ASTM D 3689
"Standard Test Method
for Individual Piles Under
Static
Axial
Tensile
Load"
ASTM D 3966
"Standard Test Method
for Piles Under Lateral
Loads"
‫"روش آزﻣـــﺎﻳﺶ اﺳـــﺘﺎﻧﺪارد ﺑـــﺮاي‬
"‫ﺷﻤﻌﻬﺎي ﺗﺤﺖ ﺑﺎرﻫﺎي ﺟﺎﻧﺒﻲ‬
ASTM D3966
ASTM D 4945
"Standard Test Method
for High-Strain Dynamic
Testing of Piles"
‫"روش آزﻣﺎﻳﺶ اﺳﺘﺎﻧﺪارد ﺑﺮاي آزﻣﻮن‬
‫دﻳﻨـﺎﻣﻴﻜﻲ ﺷــﻤﻌﻬﺎ ﺗﺤــﺖ ﻛﺮﻧــﺸﻬﺎي‬
"‫ﺑﺎﻻ‬
ASTM D4945
‫ "روش آزﻣـــﺎﻳﺶ اﺳـــﺘﺎﻧﺪارد ﺑـــﺮاي‬ASTM D1143
‫ﺷــﻤﻌﻬﺎي ﺗﺤــﺖ ﺑﺎرﻫــﺎي اﺳــﺘﺎﺗﻴﻜﻲ‬
"‫ﻣﺤﻮري ﻓﺸﺎري‬
‫ "روش آزﻣـــﺎﻳﺶ اﺳـــﺘﺎﻧﺪارد ﺑـــﺮاي‬ASTM D3689
‫ﺷﻤﻌﻬﺎي ﻣﻨﻔﺮد ﺗﺤﺖ ﺑـﺎر اﺳـﺘﺎﺗﻴﻜﻲ‬
"‫ﻣﺤﻮري ﻛﺸﺸﻲ‬
6
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
(‫ )اﻧﺠﻤﻦ ﺟﻮﺷﻜﺎري آﻣﺮﻳﻜﺎ‬AWS
AWS (AMERICAN WELDING SOCIETY)
D 1.1/D 1.1 M 2006 "Structural
Code"
"‫ "آﺋﻴﻦ ﻧﺎﻣﻪ ﺟﻮﺷﻜﺎري ﺳﺎزهاي‬D 1.1/D 1.1 M 2006
Welding
(‫ )ﻣﻮﺳﺴﻪ اﺳﺘﺎﻧﺪاردﻫﺎي ﺑﺮﻳﺘﺎﻧﻴﺎ‬BSI
BSI(BRITISH STANDARDS INSTITUTION)
BS 8004 1996
"‫ "آﺋﻴﻦ ﻧﺎﻣﻪ اﺟﺮاﻳﻲ ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎ‬BS 8004 1996
"Code of Practice for
Foundation"
(‫ )اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ اﻳﺮان‬IPS
IPS(IRANIAN PETROLEUM STANDARDS)
"‫ "اﺳﺘــﺎﻧﺪارد ﻣﻬﻨـﺪﺳﻲ ﺑﺮاي واﺣﺪﻫﺎ‬IPS-E-GN-100
IPS-E-GN-100
"Engineering
for Units"
Standard
IPS-E-CE-500
"Engineering
for Loads"
Standard
IPS-E-CE-140
"Engineering
Standard
for Retaining Walls &
Slope Protection"
‫ "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي دﻳﻮارﻫﺎي‬IPS-E-CE-140
"‫ﺣﺎﺋﻞ و ﺣﻔﺎﻇﺖ ﺷﻴﺮواﻧﻲﻫﺎ‬
IPS-C-TP-101
"Construction Standard
for Surface Preparation"
IPS-E-TP-820
"Engineering Standard
for Cathodic Protection"
‫ " اﺳﺘﺎﻧﺪارد اﺟﺮاﺋﻲ ﺑﺮاي آﻣﺎده ﺳﺎزي‬IPS-C-TP-101
"‫ﺳﻄﻮح‬
‫ "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي ﺣﻔﺎﻇﺖ‬IPS-E-TP-820
"‫ﻛﺎﺗﺪي‬
‫ﺑﺮاي‬
‫ "اﺳﺘــﺎﻧﺪارد‬IPS-E-CE-500
"‫ﺑﺎرﮔﺬاري‬
(‫ )آﻳﻴﻦ ﻧﺎﻣﻪ ﺑﻴﻦاﻟﻤﻠﻠﻲ ﺳﺎﺧﺘﻤﺎن‬IBC
"‫ ﺧﺎﻛﻬﺎ و ﺷﺎﻟﻮدهﻫﺎ‬-18 ‫"ﻓﺼﻞ‬
IBC-06
IBC (INTERNATIONAL BUILDING CODE)
IBC-06
‫ﻣﻬﻨـﺪﺳﻲ‬
"Chapter 18: Soils and
Foundations"
‫ ﻋﻼﺋﻢ‬-3
3. SYMBOLS
Throughout this Standard, the following symbols
are used:
Fy or fy = specified yield strength of
reinforcement in MPa.
: ‫ ﻋﻼﺋﻢ زﻳﺮ ﺑﻜﺎر ﺑﺮده ﻣﻲﺷﻮد‬، ‫در اﻳﻦ اﺳﺘﺎﻧﺪارد‬
.‫ ﻣﮕﺎﭘﺎﺳﻜﺎل‬،‫ = ﻣﻘﺎوﻣﺖ ﻣﺸﺨﺼﻪ ﺗﺴﻠﻴﻢ ﻣﻴﻠﮕﺮدﻫﺎ‬fy ‫ ﻳﺎ‬Fy
.‫ ﻣﮕﺎﭘﺎﺳﻜﺎل‬،‫ = ﻣﻘﺎوﻣﺖ ﻣﺸﺨﺼﻪ ﻓﺸﺎري ﺑﺘﻦ‬f c
f c = specified compression strength of concrete in
MPa.
‫ واﺣﺪﻫﺎ‬-4
4. 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.
5. PRIOR TO PILING:
INVESTIGATION
‫ ﺑﺮرﺳﻲ ﺷﺎﻟﻮده‬: ‫ ﻣﺮﺣﻠﻪ ﻗﺒﻞ از اﺟﺮاي ﺷﻤﻊ‬-5
FOUNDATION
‫ ﻋﻤﻮﻣﻲ‬1-5
5.1 General
‫ﻃﺒﻘﻪ ﺑﻨﺪي ﺧﺎك در ﻫﺮ ﻣﺤﻞ ﺑﺎﻳﺪ ﺗﻮﺳﻂ آزﻣﺎﻳﺸﮕﺎه ﻣﻬﻨﺪﺳـﻲ‬
.‫ﺧﺎك داراي ﺻﻼﺣﻴﺖ اﻧﺠﺎم ﺷﻮد‬
The classification of the soil at each site shall be
determined by a recognized soil engineering
laboratory.
7
Jun. 2009 / 1388 ‫ﺧﺮداد‬
5.2 Investigation
IPS-E-CE-130(1)
‫ ﺷﻨﺎﺳﺎﺋﻲ‬2-5
The classification shall be based on observation
and any necessary tests of the materials disclosed
by borings or excavations made in appropriate
locations. Additional studies may be necessary to
evaluate soil strength, the effect of moisture
variation on soil-bearing capacity, compressibility
and expansiveness.
‫ﻃﺒﻘﻪ ﺑﻨﺪي ﺑﺎﻳـﺪ ﺑﺮاﺳـﺎس ﻣـﺸﺎﻫﺪات و آزﻣﺎﻳـﺸﻬﺎي ﻻزم روي‬
‫ﻣــﺼﺎﻟﺢ ﺑﺪﺳــﺖ آﻣــﺪه از ﺣﻔــﺎري ﻳــﺎ ﮔﻤﺎﻧــﻪ زﻧــﻲ در ﻣﺤﻠﻬــﺎي‬
‫ ﻣﻄﺎﻟﻌـﺎت ﺗﻜﻤﻴﻠـﻲ ﺑـﻪ ﻣﻨﻈـﻮر ارزﻳـﺎﺑﻲ‬.‫ ﺻﻮرت ﮔﻴﺮد‬،‫ﻣﻨﺎﺳﺐ‬
،‫ ﺗﺄﺛﻴﺮ ﺗﻐﻴﻴﺮ رﻃﻮﺑﺖ روي ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺧـﺎك‬،‫ﻣﻘﺎوﻣﺖ ﺧﺎك‬
.‫ ﻧﻴﺰ ﻣﻤﻜﻦ اﺳﺖ ﻻزم ﺑﺎﺷﺪ‬،‫ﻗﺎﺑﻠﻴﺖ ﺗﺤﻜﻴﻢ و اﻧﺒﺴﺎط‬
5.3 Reports
‫ ﮔﺰارﺷﻬﺎ‬3-5
The soil classification and design bearing capacity
shall be shown on the plans. The AR shall require
submission of a written report of the investigation
which shall include, but need not be limited to, the
following information:
‫ﻃﺒﻘﻪ ﺑﻨﺪي ﺧﺎك و ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﻃـﺮح ﺑﺎﻳـﺪ روي ﻧﻘـﺸﻪﻫـﺎ‬
‫ ﮔﺰارش ﻣﻜﺘﻮب ﺷﻨﺎﺳﺎﻳﻲ ﺑﺎﻳﺪ ﺗﺤﻮﻳﻞ ﻧﻤﺎﻳﻨـﺪه‬.‫ﻧﺸﺎن داده ﺷﻮد‬
‫ﻛﺎرﻓﺮﻣﺎ ﺷﻮد ﻛﻪ ﺷﺎﻣﻞ اﻃﻼﻋﺎت زﻳـﺮ ﺑـﻮده و ﻣﺤـﺪود ﺑـﻪ آﻧﻬـﺎ‬
:‫ﻧﺒﺎﺷﺪ‬
a) A plot showing the location of test borings
and/or excavations.
b) A complete record of the soil samples.
‫اﻟﻒ( ﻧﻘﺸﻪ ﺟﺎﻧﻤﺎﻳﻲ ﺷﺎﻣﻞ ﻣﺤﻞ ﮔﻤﺎﻧﻪﻫﺎ و ﻳﺎ ﺣﻔﺎريﻫﺎ‬
.‫ب( ﮔﺰارش ﻛﺎﻣﻞ ﻧﻤﻮﻧﻪ ﻫﺎي ﺧﺎك‬
.‫ج( ﻧﻤﻮدار ﻣﻘﻄﻊ ﻻﻳﻪﻫﺎي ﺧﺎك‬
c) A record of the soil profile.
d) Elevation of the water table, if encountered.
.‫ در ﺻﻮرت وﺟﻮد‬،‫د( ﺗﺮاز آب زﻳﺮزﻣﻴﻨﻲ‬
e) Recommendations for foundation type and
design criteria, including but not limited to:
bearing capacity of natural or compacted soil;
provisions to mitigate the effects of expansive
soils; mitigation of the effects of liquefaction,
differential settlement and varying soil
strength; and the effects of adjacent loads.
‫ ﺷـﺎﻣﻞ‬،‫ﻫ( ﺗﻮﺻﻴﻪ ﻫﺎﻳﻲ ﺑﺮاي ﻧﻮع ﺷﺎﻟﻮده و ﺿﻮاﺑﻂ ﻃﺮاﺣﻲ‬
f)
Expected
total
and
differential
settlement.(See also Sub-clause 6.1)
g) Pile and pier foundation information in
accordance with Sub-clause 6.1.
‫و( ﻧﺸﺴﺖ ﻛﻠﻲ و ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ ﻣﻮرد اﻧﺘﻈﺎر )ﻫﻤﭽﻨﻴﻦ ﺑـﻪ‬
h) Special design and construction provisions
for footings or foundations founded on
expansive soils, as necessary.
‫ح( ﺗﻤﻬﻴﺪات وﻳـﮋه ﻃﺮاﺣـﻲ و اﺟﺮاﺋـﻲ ﺑـﺮاي ﺷـﺎﻟﻮدهﻫـﺎي‬
‫ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺧﺎك ﻃﺒﻴﻌـﻲ ﻳـﺎ ﻣﺘـﺮاﻛﻢ‬: ‫و ﻧﻪ ﻣﺤﺪود ﺑﻪ‬
‫ اﻗﺪاﻣﺎت ﻻزم ﺑـﻪ ﻣﻨﻈـﻮر ﻛـﺎﻫﺶ ﺗـﺄﺛﻴﺮات ﺧﺎﻛﻬـﺎي‬،‫ﺷﺪه‬
‫ ﻧﺸـﺴﺘﻬﺎي ﻏﻴـﺮ‬،‫ ﻛﺎﻫﺶ ﺗﺄﺛﻴﺮات رواﻧﮕﺮاﻳﻲ‬،‫ﻣﻨﺒﺴﻂ ﺷﻮﻧﺪه‬
.‫ و ﺗﺄﺛﻴﺮات ﺑﺎرﻫﺎي ﻫﻤﺠﻮار‬،‫ﻳﻜﻨﻮاﺧﺖ و ﻣﻘﺎوﻣﺖ ﻣﺘﻐﻴﺮﺧﺎك‬
.(‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬1-6 ‫زﻳﺮ ﺑﻨﺪ‬
. 1-6 ‫ز( اﻃﻼﻋﺎت ﺷﻤﻊ و ﭘﺎﻳﻪ ﺷﺎﻟﻮده ﺑﺮاﺳﺎس زﻳﺮ ﺑﻨﺪ‬
.‫ در ﻣﻮارد ﻟﺰوم‬،‫ﻣﺴﺘﻘﺮ روي ﺧﺎﻛﻬﺎي ﻣﻨﺒﺴﻂ ﺷﻮﻧﺪه‬
. ‫ط( ﻣﺸﺨﺼﺎت ﻣﺼﺎﻟﺢ ﺧﺎﻛﺮﻳﺰي ﻣﺘﺮاﻛﻢ‬
i) Compacted fill material properties.
5.4 Expansive Soils
‫ ﺧﺎﻛﻬﺎي ﻣﻨﺒﺴﻂ ﺷﻮﻧﺪه‬4-5
When expansive soils are present, the AR may
require that special provisions be made in the
foundation design and construction to safeguard
against damage due to this expansiveness. He may
require a special investigation and report to
provide this design and construction criteria.
‫ ﻧﻤﺎﻳﻨـﺪه ﻛﺎرﻓﺮﻣـﺎ‬،‫در ﻣﻮارد وﺟـﻮد ﺧﺎﻛﻬـﺎي ﻣﻨﺒـﺴﻂ ﺷـﻮﻧﺪه‬
‫ﻣﻲﺗﻮاﻧﺪ درﺧﻮاﺳﺖ ﻧﻤﺎﻳﺪ ﻛﻪ ﺗﻤﻬﻴـﺪات وﻳـﮋهاي در ﻃﺮاﺣـﻲ و‬
‫اﺟﺮاي ﺷﺎﻟﻮده ﺑﻤﻨﻈﻮر ﺣﻔﺎﻇﺖ در ﺑﺮاﺑﺮ آﺳﻴﺒﻬﺎي ﻧﺎﺷﻲ از اﻳـﻦ‬
‫ ﻣﻤﻜﻦ اﺳﺖ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ ﻧﻴـﺎز‬.‫ ﺻﻮرت ﮔﻴﺮد‬،‫اﻧﺒﺴﺎط ﭘﺬﻳﺮي‬
‫ﺑﻪ ﺷﻨﺎﺳﺎﺋﻲ و ﮔﺰارش وﻳﮋهاي ﺑﺮاي ﺗﻬﻴﻪ ﺿﻮاﺑﻂ ﻃﺮاﺣﻲ و اﺟﺮا‬
.‫داﺷﺘﻪ ﺑﺎﺷﺪ‬
5.5 Adjacent Loads
‫ ﺑﺎرﻫﺎي ﻣﺠﺎور‬5-5
Where footings are placed at varying elevations
the effect of adjacent loads shall be included in
the foundation design.
‫در ﻣﻮاردﻳﻜﻪ ﺷﺎﻟﻮده ﻫﺎ در ﺗﺮازﻫﺎي ﻣﺨﺘﻠﻒ ﻗﺮار ﮔﺮﻓﺘﻪاﻧﺪ ﺗـﺄﺛﻴﺮ‬
.‫ﺑﺎرﻫﺎي ﻣﺠﺎور ﺑﺎﻳﺪ در ﻃﺮاﺣﻲ ﺷﺎﻟﻮده ﻣﺪ ﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
8
Jun. 2009 / 1388 ‫ﺧﺮداد‬
5.6 Drainage
IPS-E-CE-130(1)
‫ زﻫﻜﺸﻲ‬6-5
Provisions shall be made for the control and
drainage of surface water around structures.
‫ﺑــﺮاي ﻛﻨﺘــﺮل و زﻫﻜــﺸﻲ آب ﺳــﻄﺤﻲ اﻃــﺮاف ﺳــﺎزهﻫــﺎ ﺑﺎﻳــﺪ‬
.‫ﺗﻤﻬﻴﺪاﺗﻲ ﭘﻴﺶ ﺑﻴﻨﻲ ﺷﻮد‬
5.7 Plans and Drawings
‫ ﻃﺮحﻫﺎ و ﻧﻘﺸﻪﻫﺎ‬7-5
5.7.1 Piling plans
‫ ﻃﺮﺣﻬﺎي ﺷﻤﻊ‬1-7-5
‫ﻃﺮح ﺷﻤﻌﻬﺎ ﺑﺎﻳـﺪ ﺑﺮاﺳـﺎس ﻣﺤﺎﺳـﺒﺎت و اﻃﻼﻋـﺎت ﻣﻮﺟـﻮد در‬
‫ "اﺳــﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳــﻲ ﺑــﺮاي‬: IPS-E-CE-500 ‫اﺳــﺘﺎﻧﺪارد‬
.‫ﺑﺎرﮔﺬاري" ﺑﺎﺷﺪ‬
The piling shall be based on calculations and data
as specified in IPS-E-CE-500: "Loads".
‫ ﻧﻘﺸﻪﻫﺎي ﺷﻤﻊﻫﺎ‬2-7-5
5.7.2 Piling drawings
:‫ﻧﻘﺸﻪﻫﺎ ﺑﺎﻳﺪ ﺷﺎﻣﻞ ﻣﻮارد زﻳﺮ ﺑﺎﺷﺪ‬
The drawing shall include:
-The location of all piles, whereby raking piles,
if any, shall be clearly indicated with reference
level(s) for setting out.
‫ در ﺻـﻮرت‬،‫ ﺷـﻤﻌﻬﺎي ﭘـﺸﺖﺑﻨـﺪ‬،‫ ﻣﻮﻗﻌﻴﺖ ﺗﻤﺎم ﺷـﻤﻌﻬﺎ‬‫ ﺑﺮاي ﭘﻴﺎده ﻛﺮدن ﻣﺤﻞ ﺷﻤﻌﻬﺎ ﻧـﺴﺒﺖ ﺑـﻪ ﺗﺮازﻫـﺎي‬،‫وﺟﻮد‬
. ‫ ﺑﺎﻳﺪ ﺑﻄﻮر واﺿﺢ ﻧﺸﺎن داده ﺷﻮد‬،‫ﻣﺮﺟﻊ روي زﻣﻴﻦ‬
‫ ﺣﺪاﻗﻞ ﻇﺮﻓﻴﺖ )ﻇﺮﻓﻴﺘﻬـﺎي( ﺑـﺎرﺑﺮي ﻧﻬـﺎﻳﻲ ﻣـﻮرد ﻧﻴـﺎز‬.‫ﺷﻤﻌﻬﺎ‬
‫ ﺣــﺪاﻗﻞ ﻋﻤــﻖ ﻧﻔــﻮذ ﻻزم و در ﺻــﻮرت ﻣــﺸﺨﺺ ﺑــﻮدن‬‫ ﺣــﺪاﻗﻞ ﺗﻌــﺪاد‬،‫ﻣﺸﺨــﺼﺎت ﺷــﻤﻌﻬﺎ و ﺗﺠﻬﻴــﺰات ﻛﻮﺑــﺸﻲ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﻧﻔﻮذ‬300 ‫ﺿﺮﺑﺎت ﭼﻜﺶ ﺑﺮاي ﻫﺮ‬
-The required minimum ultimate bearing
capacity (ies) of the piles.
-The required minimum penetration depth(s)
and, if the characteristics of piles and the
driving equipment are known, the minimum
number of blows of the hammer per 300 mm
penetration.
-General notes and reference drawings, and
cut-off levels of the piles.
6. GENERAL
PILING
REQUIREMENTS
‫ و ﺗﺮازﻫـﺎي ﻗﻄـﻊ‬،‫ ﺗﻮﺿﻴﺤﺎت ﻋﻤﻮﻣﻲ و ﻧﻘﺸﻪﻫﺎي ﻣﺮﺟـﻊ‬.‫ﺷﻤﻌﻬﺎ‬
‫ اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ ﺑﺮاي اﺟﺮاي ﺷﻤﻊ‬-6
FOR
‫ ﻋﻤﻮﻣﻲ‬1-6
6.1 General
Pile foundations shall be designed and installed on
the basis of a foundation investigation as defined
in Clause 5.
5 ‫ﺷﺎﻟﻮدهﻫﺎي ﺷﻤﻌﻲ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس ﺑﺮرﺳﻲ ﺷﺎﻟﻮدهﻫﺎ ﻣﻄﺎﺑﻖ ﺑﻨﺪ‬
.‫ﻃﺮاﺣﻲ و ﻧﺼﺐ ﺷﻮﻧﺪ‬
The investigation and report provisions of Clause
5 shall be expanded to include but not be limited
to the following:
‫ ﺑﺎﻳﺪ ﮔﺴﺘﺮش ﻳﺎﺑﺪ ﺗﺎ ﺷﺎﻣﻞ ﻣﻮارد زﻳـﺮ‬5 ‫ﻣﻄﺎﻟﻌﺎت و ﺿﻮاﺑﻂ ﺑﻨﺪ‬
:‫ﺑﻮده وﻟﻲ ﻣﺤﺪود ﺑﻪ آن ﻧﺒﺎﺷﺪ‬
a) Recommended pile types and installed
capacities.
For
additional
information
concerning choice of piles, see Appendix A
and section 7 BS 8004, and for typical pile
characteristics and uses, see Table B-1 of
Appendix B.
‫ ﺑﺮاي‬.‫اﻟﻒ( اﻧﻮاع ﺗﻮﺻﻴﻪ ﺷﺪه ﺷﻤﻊ و ﻇﺮﻓﻴﺘﻬﺎي ﻧﺼﺐ ﺷﺪه‬
7 ‫ ﺑﻪ ﭘﻴﻮﺳﺖ اﻟﻒ و ﺑﺨﺶ‬،‫اﻃﻼﻋﺎت ﺗﻜﻤﻴﻠﻲ اﻧﺘﺨﺎب ﺷﻤﻌﻬﺎ‬
‫ و ﺑــﺮاي ﻛﺎرﺑﺮدﻫــﺎ و‬،‫ ﻣﺮاﺟﻌــﻪ ﺷــﻮد‬BS 8004 ‫اﺳــﺘﺎﻧﺪارد‬
.‫ از ﭘﻴﻮﺳﺖ )ب( ﻣﺮاﺟﻌﻪ ﺷﻮد‬1-‫ﻣﺸﺨﺼﺎت ﺑﻪ ﺟﺪول ب‬
.‫ب( ﺿﻮاﺑﻂ ﻛﻮﺑﺶ‬
b) Driving criteria.
. ‫ج(ﻣﺮاﺣﻞ ﻧﺼﺐ و ﺑﺎزرﺳﻲ ﻛﺎرﮔﺎﻫﻲ‬
c) Installation and field inspection procedures.
d) Pile load test requirements.
. ‫د( اﻟﺰاﻣﺎت آزﻣﻮن ﺑﺎر ﮔﺬاري ﺷﻤﻊ‬
e) Durability of pile materials.
. ‫ﻫ( دوام ﻣﺼﺎﻟﺢ ﺷﻤﻊ‬
9
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
.‫و( ﺗﻌﻴﻴﻦ ﻻﻳﻪ ﻳﺎ ﻻﻳﻪ ﻫﺎي ﺑﺎرﺑﺮ‬
f) Designation of bearing stratum or strata.
. ‫ز( ﻣﺮاﺣﻞ ﺑﺎزرﺳﻲ ﻛﺎرﮔﺎﻫﻲ و ﮔﺰارش دﻫﻲ‬
g) Field inspection and reporting procedures.
IBC ‫ اﺳـﺘﺎﻧﺪارد‬1808.2 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴـﺸﺘﺮ ﺑـﻪ ﺑﺨـﺶ‬
For more detailed information, refer to section
1808.2 of IBC.
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
‫ اﺗﺼﺎل ﺑﻴﻦ ﺷﻤﻌﻬﺎ‬2-6
6.2 Interconnection
Individual pile caps and caissons of every
structure subjected to seismic forces shall be
interconnected by ties. Ties shall be capable of
carrying, in tension and compression, a force
equal to the product of the larger pile cap or
column load times the seismic coefficient, divided
by 10.For more detailed information, refer to
section 1808.2.23 of IBC.
‫ﺳﺮﺷﻤﻌﻬﺎي ﻣﻨﻔﺮد و ﺻﻨﺪوﻗﻪ ﻫﺎي ﺗﻤﺎم ﺳﺎزهﻫﺎي ﺗﺤﺖ ﺑﺎرﻫﺎي‬
‫ ﻛﻼفﻫـﺎ ﺑﺎﻳـﺪ‬.‫ﻟﺮزهاي ﺑﺎﻳﺪ ﺗﻮﺳﻂ ﻛﻼف ﻣﻴﺎﻧﻲ ﺑﻬﻢ ﺑﺴﺘﻪ ﺷﻮﻧﺪ‬
‫ﺗﻮاﻧﺎﻳﻲ ﺣﻤﻞ ﻳﻚ ﻧﻴﺮوﻳﻲ ﻛﺸﺸﻲ ﻳﺎ ﻓﺸﺎري ﻣﻌـﺎدل ده درﺻـﺪ‬
‫ را‬،‫ﺣﺎﺻﻠﻀﺮب ﺑﺰرﮔﺘﺮﻳﻦ ﺑﺎر ﺳﺮﺷﻤﻊ ﻳﺎ ﺳﺘﻮن در ﺿﺮﻳﺐ زﻟﺰﻟـﻪ‬
1808.2.23 ‫ ﺑـﺮاي ﺟﺰﺋﻴـﺎت ﺑﻴـﺸﺘﺮ ﺑـﻪ ﺑﺨـﺶ‬. ‫داﺷﺘﻪ ﺑﺎﺷﻨﺪ‬
. ‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬IBC ‫اﺳﺘﺎﻧﺪارد‬
‫ رﻓﺘﺎر ﺳﺘﻮﻧﻲ‬3-6
6.3 Column Action
All piles standing unbraced in air, water or
material not capable of lateral support, shall
conform with the applicable column formula as
specified in Concrete Structures, and Steel
Structures.
‫ آب ﻳﺎ ﻣﻮاردﻳﻜـﻪ اﻣﻜـﺎن‬،‫ﺗﻤﺎم ﺷﻤﻌﻬﺎي ﺑﺪون ﻣﻬﺎرﺑﻨﺪي در ﻫﻮا‬
‫ ﺑﺎﻳـﺪ از ﻓﺮﻣﻮﻟﻬـﺎي‬،‫اﻳﺠﺎد اﻋﻀﺎ ﻣﻬﺎر ﺟـﺎﻧﺒﻲ را ﻧﺪاﺷـﺘﻪ ﺑﺎﺷـﻨﺪ‬
.‫ ﭘﻴﺮوي ﻛﻨﻨﺪ‬،‫ﻣﺮﺗﺒﻂ ﺑﺎ ﺳﺘﻮﻧﻬﺎي ﺳﺎزهﻫﺎي ﺑﺘﻨﻲ و ﻓﻮﻻدي‬
Such piles driven into firm ground may be
considered fixed and laterally supported at 1.5
meter below the ground surface and in soft
material at 3 meters below the ground surface
unless otherwise prescribed by the AR after a
foundation investigation by an approved soil
engineering laboratory.
1 / 5 ‫ﭼﻨﻴﻦ ﺷﻤﻌﻬﺎي ﻛﻮﺑﻴﺪه ﺷﺪه در زﻣﻴﻦﻫﺎي ﺳﺨﺖ در ﻋﻤﻖ‬
‫ ﻣﺘﺮي زﻳﺮ‬3 ‫ﻣﺘﺮي زﻳﺮ ﺳﻄﺢ زﻣﻴﻦ و در زﻣﻴﻨﻬﺎي ﻧﺮم در ﻋﻤﻖ‬
‫ ﺑﺠﺰ‬،‫ﺳﻄﺢ زﻣﻴﻦ ﻣﻲﺗﻮاﻧﻨﺪ ﮔﻴﺮدار و ﺑﺎ اﺗﻜﺎء ﺟﺎﻧﺒﻲ ﺗﻠﻘﻲ ﺷﻮﻧﺪ‬
‫در ﻣﻮاردي ﻛﻪ ﭘﺲ از ﻣﻄﺎﻟﻌﺎت ﺷـﺎﻟﻮده ﻫـﺎ ﺗﻮﺳـﻂ آزﻣﺎﻳـﺸﮕﺎه‬
‫ ﺑﻪ ﻧﺤﻮ دﻳﮕـﺮي ﺗﻮﺳـﻂ ﻛﺎرﻓﺮﻣـﺎ ﺗﻌﻴـﻴﻦ‬،‫ﻣﻜﺎﻧﻴﻚ ﺧﺎك ﻣﻌﺘﺒﺮ‬
.‫ﺷﻮد‬
‫ رﻓﺘﺎر ﮔﺮوﻫﻲ ﺷﻤﻌﻬﺎ در ﻓﺸﺎر‬4-6
6.4 Group Action in Compression
The bearing capacity of a pile group consisting of
end bearing piles or piles driven into granular
strata at normal spacing may be considered at
least equal to the sum of the bearing capacities of
the individual piles. The bearing capacity of a
friction pile group in cohesive soil should be
checked by evaluating the shear strength and
bearing capacity of the soil and by considering
that the pile group is supported by shear on the
periphery of the group and by end bearing on the
base area of the group. The use of group reduction
formulas based on spacing and number of piles is
not recommended.
‫ ﺷﺎﻣﻞ ﺷﻤﻌﻬﺎي اﺗﻜﺎﺋﻲ ﻳﺎ ﺷـﻤﻌﻬﺎي‬،‫ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﮔﺮوه ﺷﻤﻊ‬
‫ را ﻣﻲﺗﻮان‬،‫ﻛﻮﺑﻴﺪه ﺷﺪه در ﻓﻮاﺻﻞ ﻣﺘﻌﺎرف در ﻻﻳﻪ ﻫﺎي داﻧﻪاي‬
‫ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ ﻣﺠﻤﻮع ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺷـﻤﻌﻬﺎي ﻣﻨﻔـﺮد در ﻧﻈـﺮ‬
‫ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي اﺻﻄﻜﺎﻛﻲ ﮔﺮوه ﺷﻤﻊ در ﺧﺎك ﭼﺴﺒﻨﺪه‬.‫ﮔﺮﻓﺖ‬
‫ﺑﺎﻳﺪ ﺑﺎ ارزﻳﺎﺑﻲ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي و ﻣﻘﺎوﻣﺖ ﺑﺮﺷـﻲ ﺧـﺎك ﻛﻨﺘـﺮل‬
‫ﺷﻮد و اﻳﻦ ﻛﻪ در ﮔﺮوه ﺷﻤﻊ ﺑﺮش ﺗﻮﺳﻂ ﻣﺤﻴﻂ ﮔﺮوه و ﺑﺎرﺑﺮي‬
‫ اﺳـﺘﻔﺎده از ﻓﺮﻣﻮﻟﻬـﺎي‬.‫ ﺗﺤﻤﻞ ﻣﻲ ﺷﻮد‬،‫اﺗﻜﺎﺋﻲ ﺳﻄﺢ ﭘﺎﻳﻪ ﮔﺮوه‬
.‫ﻛﺎﻫﺸﻲ ﮔﺮوه ﺑﺮاﺳﺎس ﻓﺎﺻﻠﻪ و ﺗﻌﺪاد ﺷﻤﻌﻬﺎ ﺗﻮﺻﻴﻪ ﻧﻤﻲﺷﻮد‬
‫ ﺣﻔﺎري ﺑﺎ ﻓﺸﺎر آب‬5-6
6.5 Jetting
‫ﺣﻔﺎري ﺑﺎ ﻓﺸﺎر آب ﺑﺠﺰ در ﻣﻮاردﻳﻜـﻪ ﺻـﺮﻳﺤﺎً ﺗﻮﺳـﻂ ﻧﻤﺎﻳﻨـﺪه‬
‫ در ﻣـﻮارد‬.‫ ﻣﺠـﺎز ﻧﻤـﻲ ﺑﺎﺷـﺪ‬،‫ﻛﺎرﻓﺮﻣﺎ اﺟـﺎزه داده ﺷـﺪه اﺳـﺖ‬
‫ ﺣﻔﺎري ﺑﺎ ﻓﺸﺎر آب ﺑﺎﻳﺪ ﺑﻪ روﺷﻲ اﺟـﺮا ﺷـﻮد ﻛـﻪ ﺑـﻪ‬،‫اﺳﺘﻔﺎده‬
.‫ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺷﻤﻌﻬﺎ و ﺳﺎزهﻫﺎي ﻣﻮﺟﻮد آﺳﻴﺒﻲ وارد ﻧﻜﻨﺪ‬
Jetting shall not be used except where and as
specifically permitted by the AR. When used,
jetting shall be carried out in such a manner that
the carrying capacity of existing piles and
structures shall not be impaired.
10
Jun. 2009 / 1388 ‫ﺧﺮداد‬
After withdrawal of the jet, piles shall be driven
down until the required resistance is obtained. All
piles placed with the aid of jets shall be firmly
seated by driving with a hammer without jetting,
until at least an additional 1.5 m of penetration is
secured, or until refusal is reached.
IPS-E-CE-130(1)
‫ ﺑﺎﻳﺪ ﺷﻤﻌﻬﺎ ﺗﺎ دﺳﺘﻴﺎﺑﻲ ﺑـﻪ ﻣﻘﺎوﻣـﺖ‬،‫ﭘﺲ از ﺧﺎرج ﻛﺮدن ﺟﺖ‬
‫ ﺗﻤﺎم ﺷﻤﻌﻬﺎي اﺟﺮا ﺷـﺪه ﺑـﻪ ﻛﻤـﻚ‬.‫ﻻزم ﭘﺎﻳﻴﻦ ﻓﺮﺳﺘﺎده ﺷﻮد‬
‫ﻓﺸﺎر آب ﺑﺎﻳﺪ ﺑﺎ ﻛﻮﺑﻴﺪن ﭼﻜﺶ ﺑﺪون ﻓﺸﺎر آب در ﻣﺤـﻞ ﺧـﻮد‬
‫ ﻣﺘﺮ ﻧﻔﻮذ اﺿﺎﻓﻲ ﺗﺎﻣﻴﻦ ﺷﻮد ﻳـﺎ ﺑـﻪ‬1 / 5 ‫ﻣﺤﻜﻢ ﺷﻮﻧﺪ ﺗﺎ ﺣﺪاﻗﻞ‬
.‫ﻣﺤﺪوده ﺳﺨﺘﻲ ﺑﺮﺳﻨﺪ‬
:‫ﺿﻮاﺑﻂ ﭘﺬﻳﺮش ﺣﻔﺎري ﺑﺎ ﻓﺸﺎر آب ﺑﺸﺮح زﻳﺮ اﺳﺖ‬
Acceptable procedures for water-jetting are as
follows:
a) A minimum of two water jet pipes placed
symmetrically about the pile and operated
simultaneously.
‫اﻟﻒ( ﺣﺪاﻗﻞ دو ﻟﻮﻟﻪ ﺟﺖ آب ﺑﺼﻮرت ﻗﺮﻳﻨﻪ دور ﺷﻤﻊ ﻗﺮار‬
b) If approved by AR, a method entailing
water jet pipe encased in the pile may be used.
‫ روش ﻟﻮﻟﻪ ﺟـﺖ آب‬، ‫ب( در ﺻﻮرت ﻗﺒﻮل ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ‬
.‫داده ﺷﻮﻧﺪ و ﺑﻄﻮر ﻫﻤﺰﻣﺎن ﻛﺎر ﻛﻨﺪ‬
. ‫ﻣﺤﺒﻮس در ﺷﻤﻊ ﻣﻲﺗﻮاﻧﺪ ﺑﻜﺎر رود‬
B.S ‫ اﺳﺘﺎﻧﺪارد‬7.4.2.5.6 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﺨﺶ‬
. ‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬8004
For more detailed information, refer to section
7.4.2.5.6 of B.S 8004
‫ ﺣﻔﺎﻇﺖ از ﻣﺼﺎﻟﺢ ﺷﻤﻊ‬6-6
6.6 Protection of Pile Materials
،‫در ﻣﻮاردﻳﻜﻪ ﻧﺘﺎﻳﺞ ﮔﻤﺎﻧـﻪﻫـﺎي ﻣﺮﺑـﻮط ﺑـﻪ ﺷـﺮاﻳﻂ ﻛﺎرﮔـﺎﻫﻲ‬
‫ﻧﻤﺎﻳﺎﻧﮕﺮ اﻣﻜﺎن ﺗﺄﺛﻴﺮ ﻋﻮاﻣﻞ زﻳﺎن آور روي ﻣﺼﺎﻟﺢ ﺷـﻤﻊ ﺑـﺪﻟﻴﻞ‬
‫ ﺗﻐﻴﻴـﺮ ﺗـﺮاز آب ﻳـﺎ ﺳـﺎﻳﺮ ﻋﻮاﻣـﻞ‬،‫اﺟﺰاء ﺗﺸﻜﻴﻞ دﻫﻨﺪه ﺧـﺎك‬
‫ ﺑﺎﻳﺪ ﺑﻮﺳﻴﻠﻪ روﺷﻬﺎ ﻳﺎ ﻓﺮآﻳﻨﺪﻫﺎي ﻣﻮرد ﺗﺄﻳﻴﺪ ﻧﻤﺎﻳﻨـﺪه‬،‫ﻣﻲﺑﺎﺷﺪ‬
.‫ ﺣﻔﺎﻇﺖ ﻛﺎﻓﻲ از ﭼﻨﻴﻦ ﻣﺼﺎﻟﺤﻲ ﺻﻮرت ﮔﻴﺮد‬،‫ﻛﺎرﻓﺮﻣﺎ‬
‫ ﺑﺎﻳـﺪ‬،‫اﺛﺮ ﺑﺨﺸﻲ ﭼﻨﻴﻦ روﺷﻬﺎ و ﻓﺮآﻳﻨﺪﻫﺎﻳﻲ ﺑﺮاي ﻫﺪف ﺧـﺎص‬
‫ﺑﺮ اﺳﺎس ﺳﻮاﺑﻖ ﻋﻤﻠﻜﺮدي ﻗﺎﻧﻊﻛﻨﻨﺪه ﻳﺎ ﺳـﺎﻳﺮ ﺷـﻮاﻫﺪي ﺑﺎﺷـﺪ‬
.‫ﻛﻪ ﻧﺸﺎﻧﮕﺮ ﻧﺘﺎﻳﺞ ﻣﻮﺛﺮ اﻳﻦ ﮔﻮﻧﻪ اﻗﺪاﻣﺎت ﺣﻔﺎﻇﺘﻲ اﺳﺖ‬
Where the boring records of site conditions
indicate possible deleterious action on pile
materials because of soil constituents, changing
water levels or other factors, such materials shall
be adequately protected by methods or processes
approved by the AR.
The effectiveness of such methods or processes
for the particular purpose shall have been
thoroughly established by satisfactory service
records or other evidence which demonstrates the
effectiveness of such protective measures.
‫ ﺳﺮ ﺷﻤﻌﻬﺎ‬7-6
6.7 Pile Caps
‫ ﺧﺎك زﻳﺮ ﺳﺮﺷـﻤﻊ ﻧﺒﺎﻳـﺪ‬.‫ﺳﺮ ﺷﻤﻌﻬﺎ ﺑﺎﻳﺪ از ﺑﺘﻦ ﻣﺴﻠﺢ ﺑﺎﺷﻨﺪ‬
‫ ﺑﺎﻻي ﻫﻤـﻪ‬. ‫ﺑﻪ ﻋﻨﻮان ﺣﻤﻞ ﻛﻨﻨﺪه ﺑﺎر ﻗﺎﺋﻢ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد‬
‫ ﻣﻴﻠﻴﻤﺘﺮ داﺧﻞ ﺳﺮﺷـﻤﻊ ﻣﻬـﺎر ﺷـﻮﻧﺪ و‬75 ‫ﺷﻤﻌﻬﺎ ﺑﺎﻳﺪ ﺣﺪاﻗﻞ‬
. ‫ ﻣﻴﻠﻴﻤﺘﺮ از ﻟﺒﻪ ﻫﻤﻪ ﺷﻤﻌﻬﺎ ﺑﺰرﮔﺘﺮ ﺑﺎﺷﺪ‬100 ‫ﺳﺮﺷﻤﻊ ﺣﺪاﻗﻞ‬
‫ﺑﺎﻻي ﻫﻤﻪ ﺷﻤﻌﻬﺎ ﭘﻴﺶ از ﭘﻮﺷﻴﺪه ﺷﺪن ﺑﺎﻳـﺪ ﺗـﺎ رﺳـﻴﺪن ﺑـﻪ‬
. ‫ﻣﺼﺎﻟﺢ ﻣﻨﺎﺳﺐ ﺑﺮﻳﺪه ﺷﻮد‬
Pile caps shall be of reinforced concrete. The soil
immediately below the pile cap shall not be
considered as carrying any vertical load. The tops
of all piles shall be embedded not less than 75 mm
into pile caps and the caps shall extend at least
100 mm beyond the edges of all piles. The tops of
all piles shall be cut back to sound material before
capping.
‫ ﺑﺎرﻫﺎي ﻣﺠﺎز ﺷﻤﻊ‬8-6
6.8 Allowable Pile Loads
‫ ﺗﻌﻴﻴﻦ ﺑﺎرﻫﺎي ﻣﺠﺎز ﺷﻤﻊ‬1-8-6
6.8.1 Determination of allowable loads
‫ﺑﺎرﻫﺎي ﻣﺠﺎز ﻣﺤﻮري و ﺟﺎﻧﺒﻲ ﺷﻤﻌﻬﺎ ﺑﺎﻳﺪ ﺗﻮﺳﻂ رواﺑـﻂ ﺗﺄﻳﻴـﺪ‬
.‫ آزﻣﻮﻧﻬﺎي ﺑﺎر ﻳﺎ روﺷﻬﺎي ﺗﺤﻠﻴﻠﻲ ﺗﻌﻴﻴﻦ ﺷﻮﻧﺪ‬،‫ﺷﺪه‬
The allowable axial and lateral loads on piles shall
be determined by an approved formula, load tests
or method of analysis.
‫ ﺷﻤﻌﻬﺎ در ﻣﺤﻴﻄﻬﺎي ﻧﺸﺴﺖ ﭘﺬﻳﺮ‬2-8-6
6.8.2 Piles in subsiding areas
‫در ﻣﻮاردﻳﻜﻪ ﺷﻤﻌﻬﺎ داﺧﻞ ﺧﺎﻛﺮﻳﺰﻫﺎ ﻳﺎ ﺳﺎﻳﺮ ﻻﻳﻪﻫـﺎي ﻧﺸـﺴﺖ‬
‫ﭘﺬﻳﺮ ﻛﻮﺑﻴﺪه ﻣﻲﺷﻮﻧﺪ و اﺗﻜﺎ آﻧﻬﺎ ﺗﻮﺳﻂ ﻣﺼﺎﻟﺢ ﻣﻘﺎومﺗﺮ ﭘـﺎﺋﻴﻨﻲ‬
،‫ﺗﺄﻣﻴﻦ ﻣﻲﺷﻮد‬
Where piles are driven through subsiding fills or
other subsiding strata and derive support from
underlying firmer materials,
11
Jun. 2009 / 1388 ‫ﺧﺮداد‬
the downward frictional forces which are imposed
on piles by the subsiding upper strata shall be
included in the design.
IPS-E-CE-130(1)
‫ﻧﻴﺮوﻫﺎي اﺻﻄﻜﺎك رو ﺑﻪ ﭘﺎﻳﻴﻦ ﻛﻪ ﺗﻮﺳﻂ ﻻﻳﻪﻫﺎي ﻧﺸﺴﺖ ﭘﺬﻳﺮ‬
‫ ﺑﺎﻳﺪ در ﻃﺮاﺣﻲ در ﻧﻈﺮ ﮔﺮﻓﺘـﻪ‬،‫ﻓﻮﻗﺎﻧﻲ ﺑﻪ ﺷﻤﻌﻬﺎ وارد ﻣﻲﺷﻮﻧﺪ‬
.‫ﺷﻮﻧﺪ‬
‫ ﺿﻮاﺑﻂ ﻛﻮﺑﺶ‬3-8-6
6.8.3 Driving criteria
‫ﺑﺎر ﻓﺸﺎري ﻣﺠﺎز روي ﻫﺮ ﺷﻤﻊ ﻛﻪ ﺗﻮﺳﻂ رواﺑﻂ ﻛﻮﺑـﺸﻲ ﺗﺄﻳﻴـﺪ‬
‫ ﺑـﺮاي‬.‫ ﺗـﻦ ﺑﻴـﺸﺘﺮ ﺷـﻮد‬36 ‫ ﻧﺒﺎﻳـﺪ از‬،‫ﺷﺪه ﺗﻌﻴﻴﻦ ﺷﺪه اﺳـﺖ‬
‫ روش ﺗﺤﻠﻴﻠﻲ ﻣﻌﺎدﻻت ﻣﻮج ﺑﺎﻳﺪ‬،‫ ﺗﻦ‬36 ‫ﺑﺎرﻫﺎي ﻣﺠﺎز ﺑﻴﺸﺘﺮ از‬
‫ﺑﺮاي ﺗﺨﻤﻴﻦ ﻗﺎﺑﻠﻴﺖ ﻧﻔﻮذ ﺷﻤﻊ ﺗﺤﺖ ﺗﻨﺸﻬﺎي ﻛﻮﺑﺸﻲ و ﺗﻐﻴﻴـﺮ‬
.‫ﻣﻜﺎن ﺧﺎﻟﺺ ﺷﻤﻊ ﺑﺎزاي ﺿﺮﺑﻪ ﺗﺤﺖ ﺑﺎر ﻧﻬـﺎﻳﻲ اﺳـﺘﻔﺎده ﺷـﻮد‬
‫ﺑﺎرﻫﺎي ﻣﺠﺎز ﺑﺎﻳﺪ ﺗﻮﺳﻂ آزﻣﻮﻧﻬﺎي ﺑﺎر ﮔﺬاري ﻣﻄﺎﺑﻖ ﺑﺎ زﻳﺮ ﺑﻨـﺪ‬
‫ ﻓﺮﻣـﻮل ﻳـﺎ ﻣﻌﺎدﻟـﻪ ﻣـﻮج ﺑـﺎر ﺑﺎﻳـﺪ ﺑـﺮاي‬.‫ ﺗﺄﻳﻴﺪ ﺷـﻮﻧﺪ‬4-8-6
‫ﭼﻜﺸﻬﺎي ﺳﻘﻮط ﺛﻘﻠﻲ ﻳﺎ ﺑﺎ ﻧﻴﺮوي ﻣﺤﺮﻛﻪ ﺗﻌﻴﻴﻦ ﺷﻮد و اﻧﺮژي‬
‫ ﻣﻘﺎوﻣـﺖ و‬،‫ﻣﺼﺮﻓﻲ ﺗﻮﺳﻂ ﭼﻜﺶ ﺑﺎﻳﺪ ﻛﺎﻣﻼً ﻣﺘﻨﺎﺳﺐ ﺑـﺎ اﺑﻌـﺎد‬
‫ اﺳـﺘﻔﺎده از دﻧﺒﺎﻟـﻪ ﺗﻨﻬـﺎ ﺑـﺎ ﺗﺄﻳﻴـﺪ‬.‫وزن ﺷﻤﻌﻬﺎ اﻧﺘﺨـﺎب ﺷـﻮد‬
‫ اﺳﺘﻔﺎده از ﺑﺎﻟﺸﺘﻚ ﭼﻜـﺶ آزﻣـﻮن‬.‫ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ ﻣﺠﺎز اﺳﺖ‬
‫ﻧﺸﺪه ﻳﺎ ﻣﺼﺎﻟﺢ ﺿﺮﺑﻪﮔﻴﺮ ﺷﻤﻊ ﻓﻘﻂ ﭘﻴﺶ از آﺧﺮﻳﻦ ﻧﻔﻮذ ﻣﺠـﺎز‬
.‫ﻧﻤﻲﺑﺎﺷﺪ‬
The allowable compressive load on any pile when
determined by the application of an approved
driving formula shall not exceed 36 metric tons.
For allowable loads above 36 metric tons, the
wave equation method of analysis shall be used to
estimate pile drivability of both driving stresses
and net displacement per blow at the ultimate
load. Allowable loads shall be verified by load
tests in accordance with Sub-clause 6.8.4. The
formula or wave equation load shall be
determined for gravity-drop or power-actuated
hammers and the hammer energy used shall be the
maximum consistent with the size, strength and
weight of the driven piles. The use of a follower
shall be permitted only with the approval of the
AR. The introduction of fresh hammer cushion or
pile cushion material just prior to final penetration
shall not be permitted.
‫ آزﻣﻮﻧﻬﺎي ﺑﺎرﮔﺬاري‬4-8-6
6.8.4 Load tests
‫در ﻣﻮاردﻳﻜﻪ ﺑﺎرﻫﺎي ﻓﺸﺎري ﺑﻴﺸﺘﺮ از ﻣﻘﺪار ﺗﻌﻴﻴﻦ ﺷﺪه ﺗﻮﺳـﻂ‬
‫ ﻣﻮرد ﻧﻈﺮ ﺑﺎﺷﺪ ﻳﺎ در ﻣﻮاردﻳﻜﻪ ﺑﺎر ﻃﺮاﺣﻲ ﻳـﻚ‬3-8-6 ‫زﻳﺮ ﺑﻨﺪ‬
‫ ﺑﺎﻳـﺪ آزﻣـﻮن ﻛﻨﺘـﺮل ﺷـﻤﻌﻬﺎ‬،‫ﺷﺎﻟﻮده ﺷﻤﻌﻲ ﻣﻮرد ﺗﺮدﻳﺪ ﺑﺎﺷﺪ‬
ASTM D4945 ‫ ﻳـﺎ‬ASTM D1143 ‫ﻣﻄـﺎﺑﻖ ﺑـﺎ اﺳـﺘﺎﻧﺪارد‬
‫ ﺣﺪاﻗﻞ ﻳﻚ ﺷﻤﻊ در ﻫـﺮ ﻣﺤـﺪوده ﺑـﺎ ﺷـﺮاﻳﻂ زﻳـﺮ‬.‫اﻧﺠﺎم ﺷﻮد‬
. ‫ﺳﻄﺤﻲ ﻳﻜﺴﺎن ﺑﺎﻳﺪ ﺗﺤﺖ آزﻣﻮن ﺑﺎرﮔﺬاري ﻗﺮار ﮔﻴﺮد‬
‫ ﺗﻤـﺎم‬،‫در ﻣﺮاﺣﻞ ﺑﻌـﺪي ﻛـﻮﺑﺶ ﺷـﻤﻌﻬﺎي ﺑﺎﻗﻴﻤﺎﻧـﺪه ﺷـﺎﻟﻮده‬
‫ﺷﻤﻌﻬﺎ ﺑﺎ ﻇﺮﻓﻴﺖ ﺗﻜﻴﻪﮔـﺎﻫﻲ ﺑﺮاﺑـﺮ ﺑـﺎ ﺷـﻤﻊ آزﻣﺎﻳـﺸﻲ ﻓـﺮض‬
‫ اﺑﻌـﺎد و ﻃـﻮل‬،‫ﻣﻲﺷﻮﻧﺪ ﻣﺸﺮوط ﺑﺮ اﻳﻨﻜﻪ ﺷـﻤﻌﻬﺎ از ﻧﻈـﺮ ﻧـﻮع‬
‫ ﻣﺸﺎﺑﻪ ﺷﻤﻊ آزﻣﺎﻳﺸﻲ ﺑﺎﺷﻨﺪ و ﺗﻮﺳﻂ روﺷﻬﺎي ﻣﺸﺎﺑﻪ ﻳـﺎ‬،‫ﻧﺴﺒﻲ‬
،‫ﻗﺎﺑﻞ ﻣﻘﺎﻳﺴﻪ و ﺗﺠﻬﻴﺰات ﻣﺸﺎﺑﻪ ﺷﻤﻊ آزﻣﺎﻳﺸﻲ ﻧﺼﺐ ﻣﻲﺷـﻮﻧﺪ‬
‫در ﺷﺮاﻳﻂ زﻳﺮ ﺳﻄﺤﻲ ﻣﺸﺎﺑﻪ ﺷﻤﻊ آزﻣﺎﻳﺸﻲ اﺟـﺮا ﺷـﻮﻧﺪ و در‬
‫ﻣﻮاردﻳﻜﻪ ﻣﻴﺰان ﻧﻔﻮذ اﻳﻦ ﺷﻤﻌﻬﺎ ﻣﺴﺎوي ﻳـﺎ ﻛـﻮﭼﻜﺘﺮ از ﺷـﻤﻊ‬
.‫ ﺑﺎﺷﺪ‬،‫آزﻣﺎﻳﺸﻲ ﺑﺮاي ﻓﻮاﺻﻞ ﻛﻮﺑﺶ ﻗﺎﺑﻞ ﻣﻘﺎﻳﺴﻪ‬
When greater compressive loads per pile than
permitted by sub-clause 6.8.3 are desired or when
the design load for any pile foundation is in doubt,
control test piles shall be tested in accordance
with ASTM D 1143 or ASTM D4945. At least
one pile shall be test loaded in each area of
uniform subsoil conditions.
In subsequent driving of the balance of foundation
piles, all piles shall be deemed to have a
supporting capacity equal to the control pile when
such piles are of the same type, size and relative
length as the test pile, are installed using the same
or comparable methods and equipment as the test
pile, are installed in similar subsoil conditions as
the test pile and when the rate of penetration of
such piles is equal to or less than that of the test
pile through a comparable driving distance.
‫ ﺑﺎر ﺟﺎﻧﺒﻲ ﻣﺠﺎز‬5-8-6
6.8.5 Allowable lateral load
‫ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺟﺎﻧﺒﻲ ﺗﻚ ﺷـﻤﻊ‬،‫در ﻣﻮارد ﻻزم ﺟﻬﺖ ﻃﺮاﺣﻲ‬
‫ﻳﺎ ﻳﻚ ﮔﺮوه ﺷﻤﻊ ﺑﺎﻳﺪ ﺗﻮﺳﻂ روﺷﻬﺎي ﺗﺤﻠﻴﻠﻲ ﺗﺄﻳﻴـﺪ ﺷـﺪه ﻳـﺎ‬
‫ﺗﻮﺳــﻂ آزﻣﻮﻧﻬــﺎي ﺑﺎرﮔــﺬاري ﺟــﺎﻧﺒﻲ ﺑــﺎ ﺣــﺪاﻗﻞ دو ﺑﺮاﺑــﺮ ﺑــﺎر‬
‫ ﺑﺎر ﻣﺠﺎز ﺣﺎﺻﻞ ﻧﺒﺎﻳﺪ ﺑـﻴﺶ از ﻧـﺼﻒ ﺑـﺎر‬.‫ ﺗﻌﻴﻴﻦ ﺷﻮد‬،‫ﻃﺮاﺣﻲ‬
‫ ﻣﻴﻠﻴﻤﺘـﺮ در روي‬25 ‫آزﻣﻮﻧﻲ ﻛﻪ ﺗﻐﻴﻴﺮ ﻣﻜﺎن ﺟـﺎﻧﺒﻲ ﻧﺎﺧـﺎﻟﺺ‬
.‫ ﺑﺎﺷﺪ‬،‫ﺳﻄﺢ اﻳﺠﺎد ﻣﻲ ﻧﻤﺎﻳﺪ‬
When required by the design, the lateral load
capacity of a single pile or a pile group shall be
determined by an approved method of analysis or
by lateral load tests to at least twice the proposed
design working load. The resulting allowable load
shall be not more than one-half of that test load
which produces a gross lateral movement of 25
mm at the ground surface.
12
Jun. 2009 / 1388 ‫ﺧﺮداد‬
Control test piles shall be tested in accordance
with ASTM D 3966 "Standard test method for
piles under lateral loads".
IPS-E-CE-130(1)
ASTM D3966 ‫آزﻣﻮن ﻛﻨﺘﺮل ﺷﻤﻌﻬﺎ ﺑﺎﻳﺪ ﺑﺮاﺳﺎس اﺳﺘﺎﻧﺪارد‬
"‫"روش آزﻣﻮن اﺳﺘﺎﻧﺪارد ﺑﺮاي ﺷﻤﻌﻬﺎي ﺗﺤﺖ ﺑﺎرﻫـﺎي ﺟـﺎﻧﺒﻲ‬
.‫اﻧﺠﺎم ﺷﻮد‬
‫ ﺷﻤﻌﻬﺎي ﻣﺎﻳﻞ ﻳﺎ ﭘﺸﺖ ﺑﻨﺪ‬6-8-6
6.8.6 Batter or raking piles
When large lateral loads are to be resisted by a
pile group, it is recommended to consider the use
of piles driven at a slope with the vertical, i.e.
batter or raking piles. For the purpose of design,
batter piles are assumed to carry all lateral loads.
‫در ﻣﻮاردﻳﻜﻪ ﺑﺎرﻫﺎي ﺑﺰرگ ﺟﺎﻧﺒﻲ ﺗﻮﺳﻂ ﮔﺮوه ﺷﻤﻊ ﺑﺎﻳﺪ ﺗﺤﻤﻞ‬
،‫ اﺳﺘﻔﺎده از ﺷﻤﻌﻬﺎي ﻛﻮﺑﺸﻲ داراي ﺷﻴﺐ ﺑﺎ ﻣﺤـﻮر ﻗـﺎﺋﻢ‬،‫ﺷﻮﻧﺪ‬
‫ ﺑﺮاي ﻃﺮاﺣﻲ‬.‫ ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد‬،‫ﻳﻌﻨﻲ ﺷﻤﻌﻬﺎي ﻣﺎﻳﻞ ﻳﺎ ﭘﺸﺖ ﺑﻨﺪ‬
‫ﻓﺮض ﻣﻲﺷﻮد ﻛﻪ ﻛﻞ ﺑﺎر ﺟﺎﻧﺒﻲ ﺗﻮﺳﻂ ﺷـﻤﻌﻬﺎي ﻣﺎﻳـﻞ ﺣﻤـﻞ‬
.‫ﻣﻲﺷﻮد‬
When batter piles are used together with vertical
piles, the design of the foundation structure
should consider that the batter piles will accept a
portion of the vertical load. The inclination and
position of the batter piling should be selected
such that when a lateral load is applied, the
resultant of the lateral and vertical loadings is
axial and the effects of bending moments are kept
to a minimum.
‫ در‬،‫در ﻣﻮارد اﺳﺘﻔﺎده از ﺷﻤﻌﻬﺎي ﻣﺎﻳﻞ ﺑﻪ ﻫﻤﺮاه ﺷﻤﻌﻬﺎي ﻗـﺎﺋﻢ‬
‫ ﺑﺎﻳﺪ در ﻧﻈﺮ داﺷﺖ ﻛﻪ ﺷﻤﻌﻬﺎي ﻣﺎﻳﻞ ﺑﺨﺸﻲ از‬،‫ﻃﺮاﺣﻲ ﺷﺎﻟﻮده‬
‫ ﺷﻴﺐ و ﻣﻮﻗﻌﻴﺖ ﺷﻤﻊ ﻣﺎﻳﻞ ﺑﺎﻳﺪ‬.‫ﺑﺎر ﻗﺎﺋﻢ را ﺣﻤﻞ ﺧﻮاﻫﻨﺪ ﻛﺮد‬
‫ﺑﮕﻮﻧﻪاي اﻧﺘﺨﺎب ﺷﻮد ﻛﻪ در ﻫﻨﮕﺎم اﻋﻤﺎل ﺑﺎرﻫﺎي ﺟﺎﻧﺒﻲ ﺑﺮآﻳﻨﺪ‬
‫ ﺑـﺎر ﻣﺤـﻮري ﺷـﻮد و ﺗـﺄﺛﻴﺮ ﻟﻨﮕﺮﻫـﺎي‬،‫ﺑﺎرﮔﺬاري ﻣﺎﻳـﻞ و ﻗـﺎﺋﻢ‬
.‫ﺧﻤﺸﻲ ﺑﻪ ﺣﺪاﻗﻞ ﻛﺎﻫﺶ ﻳﺎﺑﺪ‬
The acceptable range for pile batters is from 1
horizontal to 12 vertical to a batter of 5 to 12. It
should be noted that in case the batter exceeds 1
to 4, the driving may require special equipment
with the resulting increased cost.
‫ﻣﺤـــﺪوده ﻗﺎﺑﻞ ﭘﺬﻳــﺮش ﺑـــﺮاي ﺷﻴﺐ ﺷﻤﻊ از ﻳــﻚ اﻓﻘﻲ‬
‫ ﺑﺎﻳﺪ‬.‫ﺑـــﻪ دوازده ﻗـــﺎﺋﻢ ﺗﺎ ﺷﻴﺐ ﭘﻨــــﺞ ﺑــﻪ دوازده ﻣﻲﺑﺎﺷﺪ‬
‫ ﻛﻮﺑﺶ ﻧﻴﺎز‬،‫ﺗﻮﺟﻪ ﺷﻮد ﻛﻪ در ﻣﻮارد ﺷﻴﺐ ﺑﻴﺶ از ﻳﻚ ﺑﻪ ﭼﻬﺎر‬
.‫ﺑﻪ ﺗﺠﻬﻴﺰات وﻳﮋه و در ﻧﺘﻴﺠﻪ اﻓﺰاﻳﺶ ﻫﺰﻳﻨﻪ ﺧﻮاﻫﺪ داﺷﺖ‬
‫ ﻇﺮﻓﻴﺖ ﺑﺮﻛﻨﺶ‬7-8-6
6.8.7 Uplift capacity
‫ ﻇﺮﻓﻴﺖ ﺑﺮﻛﻨﺶ ﺗﻚ ﺷﻤﻊ ﺑﺎﻳـﺪ ﻣﻄـﺎﺑﻖ‬، ‫در ﻣﻮارد ﻧﻴﺎز ﻃﺮاﺣﻲ‬
‫ ﻳـﺎ روش ﺗﺤﻠﻴﻠـﻲ ﺗﺄﻳﻴـﺪ ﺷـﺪه‬ASTM D3689 ‫ﺑﺎ اﺳـﺘﺎﻧﺪارد‬
‫ ﺣـﺪاﻛﺜﺮ‬.‫ ﺗﻌﻴـﻴﻦ ﺷـﻮد‬،‫ﺑﺮاﺳﺎس ﺣﺪاﻗﻞ ﺿﺮﻳﺐ اﻃﻤﻴﻨـﺎن ﺳـﻪ‬
‫ﻧﻴﺮوي ﺑﺮﻛﻨﺶ ﻣﺠﺎز ﻧﺒﺎﻳﺪ از ﻇﺮﻓﻴﺖ ﻧﻬﺎﻳﻲ ﺗﻌﻴﻴﻦ ﺷﺪه در زﻳـﺮ‬
‫ ﺑـﺮاي‬.‫ ﺗﻘﺴﻴﻢ ﺑﺮ ﺿﺮﻳﺐ اﻃﻤﻴﻨـﺎن دو ﺑﻴـﺸﺘﺮ ﺷـﻮد‬4-8-6 ‫ﺑﻨﺪ‬
‫ ﻧﻴﺮوي ﺑﺮﻛﻨﺶ ﻣﺠـﺎز وارده ﺑـﺮ‬،‫ﮔﺮوﻫﻬﺎي ﺷﻤﻊ ﺗﺤﺖ ﺑﺮﻛﻨﺶ‬
: ‫ﮔﺮوه ﺑﺎﻳﺪ ﻛﻤﺘﺮ از‬
When required by the design, the uplift capacity
of a single pile shall be determined in accordance
with ASTM D 3689 or an approved method of
analysis based upon a minimum factor of safety of
three. The maximum allowable uplift load shall
not exceed the ultimate load capacity as
determined in Sub-clause 6.8.4 divided by a factor
of safety of two. For pile groups subjected to
uplift, the allowable working uplift load for the
group shall be the lesser of:
a) The proposed individual pile uplift
working load times the number of piles in
the group, or
b) Two-thirds of the effective weight of the
pile group and the soil contained within a
block defined by the perimeter of the group
and the length of the pile.
‫اﻟﻒ( ﻧﻴﺮوي ﺑﺮﻛﻨﺶ ﭘﻴﺸﻨﻬﺎدي وارد ﺑﺮ ﻳﻚ ﺷﻤﻊ ﺿﺮب در‬
،‫ﺗﻌﺪاد ﺷﻤﻌﻬﺎي ﮔﺮوه ﻳﺎ‬
‫ﺳﻮم وزن ﻣﻮﺛﺮ ﮔﺮوه ﺷﻤﻊ و ﺧﺎك ﻣﻮﺟﻮد در‬-‫ب( دو‬
‫ﻣﺤﺪوده ﺗﻌﻴﻴﻦ ﺷﺪه ﺗﻮﺳﻂ ﻣﺤﻴﻂ ﮔﺮوه ﺷﻤﻊ و ﻃﻮل‬
.‫ﺷﻤﻊ‬
‫ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي‬8-8-6
6.8.8 Bearing capacity
‫ﺷﻤﻌﻬﺎي ﻣﻨﻔﺮد و ﮔﺮوﻫﻬﺎي ﺷﻤﻊ ﺑﺎﻳﺪ ﻇﺮﻓﻴﺘﻬﺎي ﺑﺎرﺑﺮي ﻧﻬﺎﻳﻲ‬
‫ﻣﻌﺎدل ﺣﺪاﻗﻞ دو ﺑﺮاﺑﺮ ﺑﺎرﻫﺎي وارده ﻃﺮاﺣﻲ در ﻻﻳﻪ ﻫﺎي ﺑـﺎرﺑﺮ‬
.‫ﻣﻌﻴﻦ ﺷﺪه را ﺗﺎﻣﻴﻦ ﻧﻤﺎﻳﻨﺪ‬
Individual piles and groups of piles shall develop
ultimate load capacities of at least twice the design
working loads in the designated bearing layers.
13
Jun. 2009 / 1388 ‫ﺧﺮداد‬
Analysis shall show that no soil layer underlying
the designated bearing layers causes the bearing
capacity safety factor to be less than two.
IPS-E-CE-130(1)
‫ﺗﺤﻠﻴﻞ ﺑﺎﻳﺪ ﻧﺸﺎن دﻫﺪ ﻛﻪ ﻫﻴﭻ ﻻﻳﻪ ﺧـﺎك در زﻳـﺮ ﻻﻳـﻪ ﻫـﺎي‬
‫ﺑﺎرﺑﺮ ﻣﻌﻴﻦ ﺷﺪه ﺑﺎﻋﺚ ﻛﺎﻫﺶ ﺿﺮﻳﺐ اﻃﻤﻴﻨﺎن ﻇﺮﻓﻴﺖ ﺑـﺎرﺑﺮي‬
.‫ ﻧﻤﻲﺷﻮﻧﺪ‬2 ‫ﺑﻪ ﻛﻤﺘﺮ از‬
‫ ﺷﻤﻌﻬﺎي ﺧﻤﻴﺪه‬9-8-6
6.8.9 Bent piles
‫ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺷﻤﻌﻬﺎﺋﻲ ﻛﻪ داراي ﺧﻤﻴﺪﮔﻲ ﺗﻴﺰ ﻳـﺎ ﺗﺎﺑﻴـﺪﮔﻲ‬
‫ ﻣﻲﺗﻮاﻧـﺪ ﺑـﺎ روش ﺗﺤﻠﻴﻠـﻲ ﺗﺄﻳﻴـﺪ ﺷـﺪه ﻳـﺎ ﺗﻮﺳـﻂ‬،‫ﻣﻲﺑﺎﺷﻨﺪ‬
.‫آزﻣﺎﻳﺶ ﺑﺎرﮔﺬاري ﺷﻤﻊ ﺷﺎﺧﺺ ﺗﻌﻴﻴﻦ ﺷﻮد‬
The load carrying capacity of piles discovered to
have a sharp or sweeping bend may be determined
by an approved method of analysis or by load
testing a representative pile.
‫ اﺿﺎﻓﻪ ﺑﺎر روي ﺷﻤﻌﻬﺎ‬10-8-6
6.8.10 Overloads on piles
‫ﺣﺪاﻛﺜﺮ ﺑﺎر ﻓﺸﺎري روي ﺷﻤﻊ ﻧﺎﺷﻲ از ﺟﺎﺑﺠﺎﻳﻲ ﻣﺤﻞ اﺳـﺘﻘﺮار‬
.‫ درﺻﺪ ﺑﺎر ﻣﺠﺎز ﻃﺮاﺣﻲ ﻓﺮاﺗﺮ رود‬110 ‫ﺷﻤﻊ ﻧﺒﺎﻳﺪ از‬
The maximum compressive load on any pile due
to mislocation shall not exceed 110% of the
allowable design load.
6.9 Pile Spacing
‫ ﻓﻮاﺻﻞ ﺷﻤﻌﻬﺎ‬9-6
A general rule for minimum pile spacing is 3
times the average diameter for round or octagonal
piles and 3 times the diagonal dimension of
square piles. However regardless of pile size, a
minimum distance between piles is usually
specified. Spacing is measured from center to
center of the piles.
‫ ﺳـﻪ ﺑﺮاﺑـﺮ ﻗﻄـﺮ‬،‫ﻳﻚ ﻗﺎﻋﺪه ﻛﻠﻲ ﺑﺮاي ﺣـﺪاﻗﻞ ﻓﺎﺻـﻠﻪ ﺷـﻤﻌﻬﺎ‬
‫ﻣﻴﺎﻧﮕﻴﻦ ﺑﺮاي ﺷﻤﻌﻬﺎي ﭼﻨﺪ وﺟﻬﻲ ﻳﺎ ﮔﺮد و ﺳـﻪ ﺑﺮاﺑـﺮ اﻧـﺪازه‬
‫ ﺑﺎ اﻳﻨﺤـﺎل ﺻـﺮﻓﻨﻈﺮ اﺑﻌـﺎد‬.‫ﻗﻄﺮ ﺑﺮاي ﺷﻤﻌﻬﺎي ﻣﺮﺑﻌﻲ ﻣﻲﺑﺎﺷﺪ‬
.‫ ﺣﺪاﻗﻞ ﻓﺎﺻﻠﻪ ﺑﻴﻦ ﺷـﻤﻌﻬﺎ ﻣﻌﻤـﻮﻻً ﻣـﺸﺨﺺ ﻣـﻲﺷـﻮد‬،‫ﺷﻤﻊ‬
.‫ﻓﺎﺻﻠﻪ ﺷﻤﻌﻬﺎ از ﻣﺮﻛﺰ ﺑﻪ ﻣﺮﻛﺰ اﻧﺪازهﮔﻴﺮي ﻣﻲﺷﻮد‬
For more information see section 2.1.4 ACI 543R.
ACI 543R ‫ اﺳـﺘﺎﻧﺪارد‬2.1.4 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑـﻪ ﺑﺨـﺶ‬
Several factors should be considered in
establishing the pile spacing. For example, the
following considerations might require an
increase in the normal pile spacing:
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
‫ﻋﻮاﻣﻞ ﻣﺨﺘﻠﻔﻲ ﺑﺎﻳﺪ در ﺗﻌﻴﻴﻦ ﻓﺎﺻـﻠﻪ ﺷـﻤﻌﻬﺎ در ﻧﻈـﺮ ﮔﺮﻓﺘـﻪ‬
‫ ﻣﻮارد زﻳﺮ ﻣﻲﺗﻮاﻧﻨﺪ ﻣﻨﺠﺮ ﺑﻪ اﻓـﺰاﻳﺶ ﻓﺎﺻـﻠﻪ‬،‫ ﺑﺮاي ﻧﻤﻮﻧﻪ‬.‫ﺷﻮد‬
:‫ﻣﻌﻤﻮل ﺷﻤﻌﻬﺎ ﺷﻮﻧﺪ‬
a) For piles deriving their principal support by
friction.
. ‫اﻟﻒ( ﺑﺮاي ﺷﻤﻌﻬﺎي ﺑﺎ ﺑﺎرﺑﺮي اﺻﻠﻲ اﺻﻄﻜﺎﻛﻲ‬
b) For extremely long piles, especially if they
are flexible in order to minimize tip
interference.
‫ ﺑﻮﻳﮋه اﮔﺮ ﺑﻪ ﻣﻨﻈﻮر ﺣـﺪاﻗﻞ‬،‫ب( ﺑﺮاي ﺷﻤﻌﻬﺎي ﺑﺴﻴﺎر ﺑﻠﻨﺪ‬
c) For uncased cast-in-place concrete piles
where pile driving could damage adjacent
unset concrete shafts.
‫ج( ﺑﺮاي ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ درﺟﺎي ﺑﺪون ﻏـﻼف در ﻣﻮاردﻳﻜـﻪ‬
.‫ اﻧﻌﻄﺎف ﭘﺬﻳﺮ ﺑﺎﺷﻨﺪ‬،‫ﻛﺮدن ﺗﺪاﺧﻞ ﻧﻮكﻫﺎ‬
‫ﻛﻮﺑﻴﺪن ﻣﻲﺗﻮاﻧﺪ ﺑﺎﻋﺚ آﺳﻴﺐ ﺑﻪ ﺑﺪﻧﻪ ﺷﻤﻌﻬﺎي ﻣﺠﺎوري ﻛﻪ‬
.‫ ﺷﻮد‬،‫ﻫﻨﻮز ﺑﺘﻦ آن ﮔﺮﻓﺘﻪ ﻧﺸﺪه‬
. ‫د( ﺑﺮاي ﺷﻤﻌﻬﺎﻳﻲ ﻛﻪ ﺑﺎر ﺑﺴﻴﺎر زﻳﺎدي ﺣﻤﻞ ﻣﻲﻛﻨﻨﺪ‬
d) For piles carrying very high loads.
.‫ﻫ ( ﺑﺮاي ﺷﻤﻌﻬﺎي ﻛﻮﺑﻴﺪه ﺷﺪه در زﻣﻴﻦ ﺳﺨﺖ‬
e) For piles that are driven in obstructed
ground.
f) Where group capacity governs.
.‫و( در ﻣﻮاردﻳﻜﻪ ﻇﺮﻓﻴﺖ ﮔﺮوه ﺗﻌﻴﻴﻦ ﻛﻨﻨﺪه اﺳﺖ‬
g) Where passive soil pressures are considered
a major factor in developing pile lateral load
capacity.
‫ز( در ﻣﻮاردﻳﻜــﻪ ﻓــﺸﺎرﻫﺎي ﻣﻘــﺎوم ﺧــﺎك ﻋﺎﻣــﻞ اﺻــﻠﻲ در‬
h) Where excessive ground heave conditions
exist.
.‫ح( در ﻣﻮارد وﺟﻮد ﺗﻮرم ﺷﺪﻳﺪ زﻣﻴﻦ‬
.‫ﮔﺴﺘﺮش ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺟﺎﻧﺒﻲ ﺷﻤﻊ ﻣﻲﺑﺎﺷﺪ‬
14
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
Special installation methods could be used as an
alternative to increasing pile spacing. For
example, predrilling for cases (b), (e), and (h)
above; or staggered driving sequence for case (c).
Closer than normal spacing might be permitted for
end bearing piles installed in predrilled holes.
‫روﺷﻬﺎي اﺟﺮاي وﻳﮋه ﻣﻲﺗﻮاﻧﺪ ﺑﻌﻨﻮان ﺟـﺎﻳﮕﺰﻳﻦ ﺑـﺮاي اﻓـﺰاﻳﺶ‬
‫ ﭘـﻴﺶ ﺣﻔـﺎري‬، ‫ ﺑـﺮاي ﻧﻤﻮﻧـﻪ‬. ‫ﻓﺎﺻﻠﻪ ﺷﻤﻌﻬﺎ ﺑﻜﺎر ﮔﺮﻓﺘﻪ ﺷـﻮد‬
‫ ﻳﺎ ﻣﺮاﺣـﻞ ﻛـﻮﺑﺶ ﺷـﻄﺮﻧﺠﻲ‬،‫ )ﻫ( و )ح( ﻓﻮق‬،(‫ﺑﺮاي ﻣﻮارد )ب‬
‫ ﻓﻮاﺻﻞ ﻛﻤﺘـﺮ از ﺣـﺪ ﻣﻌﻤـﻮل ﻣـﻲﺗﻮاﻧـﺪ ﺑـﺮاي‬.(‫ﺑﺮاي ﻣﻮرد )ج‬
.‫ﺷﻤﻌﻬﺎي اﺗﻜﺎﻳﻲ در ﭼﺎﻫﻬﺎي ﭘﻴﺶ ﺣﻔﺮﺷﺪه ﻣﺠﺎز ﺑﺎﺷﺪ‬
Under special conditions, the pile spacing might
be determined by the available area for the
required number of piles.
‫ ﻓﻮاﺻﻞ ﺷﻤﻌﻬﺎ ﻣﻲﺗﻮاﻧـﺪ ﺑﺮاﺳـﺎس ﻣـﺴﺎﺣﺖ‬،‫ﺗﺤﺖ ﺷﺮاﻳﻂ وﻳﮋه‬
.‫ﻣﻮﺟﻮد ﺑﺮاي ﺗﻌﺪاد ﺷﻤﻌﻬﺎي ﻣﻮرد ﻧﻴﺎز ﺗﻌﻴﻴﻦ ﺷﻮد‬
‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي‬-7
7. STEEL PILES
‫ ﻋﻤﻮﻣﻲ‬1-7
7.1 General
‫اﻳﻦ ﺑﻨﺪ راﻫﻨﻤﺎي اﻧﺘﺨـﺎب ﻣـﺼﺎﻟﺢ و ﻃﺮاﺣـﻲ ﻣﻬﻨﺪﺳـﻲ ﺑـﺮاي‬
‫ ﺷــﻤﻌﻬﺎي ﻓــﻮﻻدي ﻟﻮﻟــﻪاي و‬،‫ﺷــﻤﻌﻬﺎي ﺑــﺎ ﻓــﻮﻻد ﺳــﺎﺧﺘﻤﺎﻧﻲ‬
. ‫ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي ﭘﺮ ﺷﺪه ﺑﺎ ﺑﺘﻦ را اراﺋﻪ ﻣﻲدﻫﺪ‬
This Clause gives guidance on the selection of
material and engineering design for structural
steel piles, steel pipe piles and concrete-filled
steel pipe piles.
‫ ﻣﺼﺎﻟﺢ‬2-7
7.2 Materials
‫ ﺷﻤﻌﻬﺎي ﺑﺎ ﻓﻮﻻد ﺳﺎﺧﺘﻤﺎﻧﻲ‬1-2-7
7.2.1 Structural steel piles
‫ ﺷﻜﻞ ﻧﻮرد ﺷـﺪه‬H ‫ﺷﻤﻌﻬﺎي ﺑﺎ ﻓﻮﻻد ﺳﺎﺧﺘﻤﺎﻧﻲ ﺑﺎﻳﺪ از ﻣﻘﺎﻃﻊ‬
.‫ ﺗﺸﻜﻴﻞ ﺷﺪه ﺑﺎﺷﻨﺪ‬ASTM-A36 ‫ﺑﺮ اﺳﺎس اﺳﺘﺎﻧﺪارد‬
Structural steel piles shall consist of rolled Hsections in accordance with ASTM-A 36.
7.2.2 Steel pipe piles
‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي‬2-2-7
Steel pipe piles shall be per ASTM A 252 Gr 2 or
3, API 5L Gr B. and the following:
API 5L Gr B ‫ﺷـﻤﻌﻬﺎي ﻓـﻮﻻدي ﻟﻮﻟـﻪاي ﺑﺎﻳـﺪ ﻣﻄـﺎﺑﻖ ﺑـﺎ‬
.‫ و ﻣﻮارد زﻳﺮ ﺑﺎﺷﻨﺪ‬ASTM A 252 Gr 2 or 3
‫اﻟﻒ( ﻣﻘﺎوﻣﺖ ﺟﻮﺷﻬﺎ )درﻛﺎرﮔـﺎه و در ﻣﺤـﻞ( ﺷـﺎﻣﻞ ﻧـﻮع‬
a) Strength of welds (shop and field) including
the type of joint preparation and percent
penetration shall be developed for the specific
application and submitted to the AR for
approval. Welding procedure and welder
qualification shall be per AWS D1.1.
‫اﺗﺼﺎل و درﺻﺪ ﻧﻔﻮذ ﺑﺮاي ﻫﺮ ﻛﺎرﺑﺮد ﺧﺎص ﺑﺎﻳﺪ ﺗﻌﻴﻴﻦ ﺷﻮد‬
‫ ﺿـﻮاﺑﻂ‬.‫و ﺑﺮاي ﺗﺄﻳﻴـﺪ ﺑـﻪ ﻧﻤﺎﻳﻨـﺪه ﻛﺎرﻓﺮﻣـﺎ ﺗـﺴﻠﻴﻢ ﺷـﻮد‬
‫دﺳــﺘﻮراﻟﻌﻤﻞ ﺟﻮﺷــﻜﺎري و ﺻــﻼﺣﻴﺖ ﺟﻮﺷــﻜﺎران ﺑﺎﻳــﺪ‬
.‫ ﺑﺎﺷﺪ‬AWS D1.1 ‫ﺑﺮاﺳﺎس اﺳﺘﺎﻧﺪارد‬
b) Complete penetration welds are required for
all piles which will be subjected to tensile or
flexural stresses.
‫ب( ﺑﺮاي ﺷﻤﻌﻬﺎﻳﻲ ﻛﻪ ﺗﺤﺖ ﺗﻨﺸﻬﺎي ﻛﺸﺸﻲ ﻳـﺎ ﺧﻤـﺸﻲ‬
c) Pipe smaller than 200 mm NPS shall not be
used.
‫ ﻣﻴﻠﻴﻤﺘﺮ ﻧﺒﺎﻳﺪ‬200 ‫ج( ﻟﻮﻟﻪﻫﺎي ﺑﺎ اﻧﺪازه اﺳﻤﻲ ﻛﻮﭼﻜﺘﺮ از‬
d) A minimum corrosion allowance of 1.5 mm
shall be added to the calculated wall thickness.
‫ ﻣﻴﻠﻴﻤﺘـﺮ ﺑﺎﻳـﺪ ﺑـﻪ‬1 / 5 ‫د( ﺣﺪاﻗﻞ اﺿﺎﻓﻪ ﺿﺨﺎﻣﺖ ﺧﻮردﮔﻲ‬
e) Minimum pipe wall thickness shall be as
given in Table 1.
‫ﻫ( ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ ﺟﺪاره ﻟﻮﻟﻪ ﺑﺎﻳـﺪ ﻣﻄـﺎﺑﻖ ﻣﻘـﺎدﻳﺮ اراﺋـﻪ‬
.‫ ﺟﻮﺷﻬﺎي ﺑﺎ ﻧﻔﻮذ ﻛﺎﻣﻞ ﻻزم اﺳﺖ‬،‫ﻫﺴﺘﻨﺪ‬
.‫ﺑﻜﺎر روﻧﺪ‬
. ‫ﺿﺨﺎﻣﺖ ﺟﺪاره ﻣﺤﺎﺳﺒﻪ ﺷﺪه اﺿﺎﻓﻪ ﺷﻮد‬
.‫ ﺑﺎﺷﺪ‬1 ‫ﺷﺪه در ﺟﺪول‬
‫ ﻣﻴﻠﻴﻤﺘـﺮ )ﻳـﻚ ﺷـﺎﻧﺰدﻫﻢ‬1 / 5 ‫ﻣﻘﺎدﻳﺮ ﻧﺸﺎن داده ﺷـﺪه ﺷـﺎﻣﻞ‬
.‫اﻳﻨﭻ( اﺿﺎﻓﻪ ﺿﺨﺎﻣﺖ ﺧﻮردﮔﻲ ﻣﻲﺑﺎﺷﻨﺪ‬
The values shown include 1.5 mm ( 1/16 in.)
corrosion allowance:
15
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
TABLE 1 - MINIMUM PIPE WALL THICKNESS
‫ ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ دﻳﻮاره ﻟﻮﻟﻪ‬-1 ‫ﺟﺪول‬
WALL THICKNESS
NOMINAL PIPE SIZE
(NPS)
‫ﺿﺨﺎﻣﺖ دﻳﻮاره‬
‫اﻧﺪازه اﺳﻤﻲ ﻟﻮﻟﻪ‬
mm
( in )
200………………………………….
250………………………………….
300………………………………….
350………………………………….
400………………………………….
450………………………………….
500 or larger……………………...
mm
( 8)
(10)
(12)
(14)
(16)
(18)
(20)
( in )
7.92……………………..
8.74……………………..
9.53……………………..
9.53……………………..
11.13……………………..
11.13……………………..
12.70……………………..
(0.312)
(0.344)
(0.375)
(0.375)
(0.438)
(0.438)
(0.500)
ASTM A633 ‫و( ﻣﺼـــﺎﻟﺢ ﻓﻮﻻد آﻟﻴﺎژي ﺑﺎ ﻣﻘﺎوﻣﺖ ﺑﺎﻻ‬
f) High strength alloy steel material. ASTM A
633/A 633M Gr. D ( including Supplementary
Requirements ), or A 572/A 572M type 3 is
acceptable. Proposals to use other steels shall
be submitted for approval by the AR. Proposal
information shall include complete details of
materials welding procedures, postweld heat
treatment, inspection methods and acceptance
criteria.
‫)ﻫﻤﺮاه ﺑﺎ اﻟﺰاﻣﺎت ﺗﻜﻤﻴﻠﻲ( ﻳﺎ‬/ A633M Gr. D
‫ ﻃﺮﺣﻬﺎي‬.‫ ﻗﺎﺑﻞ ﻗﺒﻮل ﻣﻲﺑﺎﺷﻨﺪ‬3 ‫ ﻧﻮع‬A572/A572 M
‫ﭘﻴﺸﻨﻬﺎدي ﺟﻬﺖ اﺳﺘﻔﺎده از ﺳﺎﻳﺮ ﻓﻮﻻدﻫﺎ ﺑﺎﻳﺪ ﺑﻪ ﺗﺄﻳﻴﺪ‬
‫ اﻃﻼﻋﺎت ﻃﺮﺣﻬﺎي ﭘﻴﺸﻨﻬﺎدي ﺑﺎﻳﺪ‬.‫ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ ﺑﺮﺳﺪ‬
،‫ﺷﺎﻣﻞ ﺟﺰﺋﻴﺎت ﻛﺎﻣﻞ دﺳﺘﻮراﻟﻌﻤﻠﻬﺎي ﺟﻮﺷﻜﺎري ﻣﺼﺎﻟﺢ‬
‫ روﺷﻬﺎي ﺑﺎزرﺳﻲ و‬،‫ﻋﻤﻠﻴﺎت ﭘﺲ ﮔﺮﻣﺎﻳﺶ ﺟﻮﺷﻜﺎري‬
.‫ﻣﻌﻴﺎرﻫﺎي ﭘﺬﻳﺮش ﺑﺎﺷﺪ‬
‫ ﺷﻤﻌﻬﺎي ﻟﻮﻟﻪاي ﻓﻮﻻدي و ﻟﻮﻟﻪاي ﭘـﺮ ﺷـﺪه ﺑـﺎ‬3-2-7
7.2.3 Concrete filled steel pipe and tube piles
‫ﺑﺘﻦ‬
‫ﺷﻤﻌﻬﺎي ﻟﻮﻟﻪاي و ﻟﻮﻟﻪاي ﻓﻮﻻدي ﺑﺎﻳﺪ ﺑﺎ ﻳﻜﻲ از ﻣﺸﺨﺼﺎت زﻳﺮ‬
.ASTM A 283 , ASTM A 252 : ‫ﻣﻄﺎﺑﻘﺖ داﺷـﺘﻪ ﺑﺎﺷـﻨﺪ‬
‫ و ﺣﺪاﻛﺜﺮ اﻧـﺪازه‬1-1-8 ‫ﻣﺸﺨﺼﺎت ﺑﺘﻦ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﺎ زﻳﺮ ﺑﻨﺪ‬
‫ ﺷـﻤﻌﻬﺎي ﻟﻮﻟـﻪاي‬.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬19 ‫ﺳﻨﮕﺪاﻧﻪﻫﺎي درﺷﺖ ﺑﺎﻳﺪ‬
، f c ‫ﻓﻮﻻدي ﭘﺮ ﺷﺪه ﺑﺎ ﺑﺘﻦ ﺑﺎﻳﺪ داراي ﻣﻘﺎوﻣﺖ ﻧﻬـﺎﻳﻲ ﻓـﺸﺎري‬
. ‫ ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺎﺷﻨﺪ‬17 / 2 ‫ﺣﺪاﻗﻞ‬
Steel pipe and tube piles shall conform to one of
the following specifications: ASTM A 252,
ASTM A 283. Concrete shall conform to subclause 8.1.1. The maximum size coarse aggregate
shall be 19 mm. The concrete-filled steel pipe
piles shall have an ultimate compressive strength
f c of not less than 17.2 MPa.
7.2.4 Cathodic
coating
protection
and
‫ ﺣﻔﺎﻇﺖ ﻛﺎﺗﺪﻳﻚ و ﭘﻮﺷﺶ ﻣﺤﺎﻓﻆ‬4-2-7
protective
‫ ﺣﻔﺎﻇﺖ ﻛﺎﺗﺪﻳﻚ‬1-4-2-7
7.2.4.1 Cathodic protection
‫ﺑـﺮاي ﻣــﻮارد ﻧﻴــﺎز و ﻣﺸﺨــﺼﺎت ﻣــﺮﺗﺒﻂ ﺑــﺎ ﺣﻔﺎﻇــﺖ ﻛﺎﺗـﺪﻳﻚ‬
‫ ﺷﻜﻞ و ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي ﺑﻪ ﻣﺮﺟﻊ‬H ‫ﺷﻤﻌﻬﺎي ﻓﻮﻻدي‬
‫ "ﺣﻔﺎﻇﺖ اﻟﻜﺘﺮوﺷﻴﻤﻴﺎﻳﻲ" ﻣﺮاﺟﻌﻪ‬IPS-E-TP-820 ‫اﺳﺘﺎﻧﺪارد‬
. ‫ﺷﻮد‬
For the need and specifications concerning
cathodic protection of steel H-piles and steel pipe
piles, reference is made to IPS-E-TP-820:
"Electrochemical Protection".
‫ ﭘﻮﺷﺶﻫﺎي ﻣﺤﺎﻓﻆ‬2-4-2-7
7.2.4.2 Protective coatings
‫ﻟﺰوم اﺟﺮاي ﭘﻮﺷﺸﻬﺎي ﻣﺤﺎﻓﻆ روي ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﺳﺎزهﻫﺎي‬
‫ ﺷـﻤﻌﻬﺎي‬.‫در ﺧﺸﻜﻲ )ﻟﻮﻟﻪاي و ﺳﺎزهاي( ﺑﺎﻳـﺪ ﻣـﺸﺨﺺ ﺷـﻮد‬
‫ﻓﻮﻻدي ﺑﺮاي ﺗﺎﺳﻴﺴﺎت درﻳﺎﻳﻲ )در آﺑﻬﺎي ﺷﻴﺮﻳﻦ ﻳﺎ ﺷﻮر( ﺑﺎﻳـﺪ‬
.‫ﭘﻮﺷﺶ داده ﺷﻮﻧﺪ‬
The need for protective coatings on steel piles for
land structures (pipe and structural) will be
specified. Steel piles for marine facilities (fresh
water or salt water) shall be coated.
16
Jun. 2009 / 1388 ‫ﺧﺮداد‬
As required, coatings shall be per the following
table 2:
IPS-E-CE-130(1)
: ‫ ﺑﺎﺷﺪ‬2 ‫در ﻣﻮارد ﻟﺰوم ﭘﻮﺷﺶ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺟﺪول‬
TABLE 2 – COATINGS
‫ ﭘﻮﺷﺶﻫــﺎ‬-2 ‫ﺟﺪول‬
SERVICE
PROTECTIVE COATING SYSTEM
‫ﺧﺪﻣﺎت‬
‫ﺳﻴﺴﺘﻢ ﭘﻮﺷﺶ ﻣﺤﺎﻓﻆ‬
a. LAND STRUCTURES:
‫ ﺳﺎزهﻫﺎي ﺧﺸﻜﻲ‬-‫اﻟﻒ‬
1. SURFACE PREPARATION BY WHITE
METAL BLAST CLEANING.
.‫ آﻣﺎدهﺳﺎزي ﺳﻄﻮح ﺗﻮﺳﻂ ﺗﻤﻴﺰﻛﺎري ﺑﺎ ﭘﺎﺷﺶ ذرات ﻓﻠﺰ‬-1
PILES SHALL BE COATED FROM
600 mm BELOW PERMANENT GROUND
WATER LEVEL TO TOP OF PILE, OR
FROM 1.5 m BELOW GRADE TO TOP
OF PILE, WHICHEVER IS LESS.
‫ ﻣﻴﻠﻴﻤﺘﺮ زﻳﺮﺗﺮاز داﺋﻤﻲ آب زﻳﺮزﻣﻴﻨﻲ ﺗﺎ ﺑﺎﻻي‬600 ‫ﺷﻤﻊﻫﺎ ﺑﺎﻳﺪ از‬
‫ ﻫﺮﻛﺪام ﻛﻤﺘﺮ ﺑﻮد ﭘﻮﺷﺶ‬،‫ ﻣﺘﺮ زﻳﺮ ﺗﺮاز ﺑﺎﻻي ﺷﻤﻊ‬1 / 5 ‫ ﻳﺎ از‬،‫ﺷﻤﻊ‬
.‫داده ﺷﻮد‬
b. MARINE FACILITIES:
‫ ﺗﺄﺳﻴﺴﺎت درﻳﺎﻳﻲ‬-‫ب‬
COAT PILES IN ZONE FROM 1.5 m
BELOW HARBOR BOTTOM TO TOP OF
PILE.
‫ ﻣﺘﺮ زﻳﺮ ﻛﻒ ﻟﻨﮕﺮﮔﺎه ﺗﺎ ﺳﺮ ﺷﻤﻊ ﭘﻮﺷﺶ‬1/5 ‫ﺷﻤﻊﻫﺎ از ﻣﺤﺪوده‬
.‫ﺷﻮد‬
2. COAL TAR - POLYAMIDE
EPOXY COATING-2 COATS NORMAL DRY
FILM THICKNESS EACH COAT TO BE
200  m.
‫ دو ﻻﻳﻪ ﻣﻌﻤﻮﻟﻲ ﺧﺸﻚ ﺑﺎ‬-‫ ﭘﻮﺷﺶ اﭘﻮﻛﺴﻲ ﭘﻠﻲ آﻣﻴﺪ ﻗﻄﺮان ذﻏﺎل‬-2
.‫ ﻣﻴﻜﺮون‬200 ‫ﺿﺨﺎﻣﺖ ﻫﺮﻛﺪام‬
‫ اﻟﺰاﻣﺎت ﻃﺮاﺣﻲ‬3-7
7.3 Design Requirements
‫ ﻋﻤﻮﻣﻲ‬1-3-7
7.3.1 General
‫در ﻣﻮاردﻳﻜﻪ ﺷﺮاﻳﻂ ﺧﺎك و ﻳﺎ آب زﻳﺮزﻣﻴﻨﻲ ﻣﻤﻜﻦ اﺳﺖ ﺑﺎﻋﺚ‬
‫ ﻃﺮاﺣﻲ‬.‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻧﺒﺎﻳﺪ ﺑﻜﺎر روﻧﺪ‬،‫ﺧﻮردﮔﻲ ﻓﻮﻻد ﺷﻮد‬
.‫ﺷﻤﻊ)ﻫﺎ( ﺑﺎﻳﺪ ﺑﻪ ﺗﺄﻳﻴﺪ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ ﺑﺮﺳﺪ‬
Steel piles shall not be used when the conditions of
the soil and/or the ground water may cause corrosion
of steel. The design of pile(s) shall be subject to
AR’s approval.
‫ ﺗﻨﺸﻬﺎي ﻣﺠﺎز‬2-3-7
7.3.2 Allowable stresses
‫ ﻓﻮﻻد ﺳﺎﺧﺘﻤﺎﻧﻲ‬1-2-3-7
7.3.2.1 Structural steel
The allowable stresses shall not exceed 0.35 of the
minimum specified yield strength Fy , provided such
yield strength shall not be assumed greater than 250
MPa for computational purposes.
‫ ﺣﺪاﻗﻞ ﻣﻘﺎوﻣﺖ ﻣﺸﺨﺼﻪ ﺗـﺴﻠﻴﻢ‬0/35 ‫ﺗﻨﺶﻫﺎي ﻣﺠﺎز ﻧﺒﺎﻳﺪ از‬
250 ‫ ﺑﺸﺮﻃﻲ ﻛﻪ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ در ﻣﺤﺎﺳﺒﺎت از‬،‫ ﻓﺮاﺗﺮ رود‬Fy
.‫ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﻴﺸﺘﺮ ﻓﺮض ﻧﺸﻮد‬
7.3.2.2 Steel pipe piles
‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي‬2-2-3-7
1-2-3-7 ‫ ﺑـﻪ زﻳـﺮ ﺑﻨـﺪ‬، ‫ﺑﺮاي ﺗﻨﺶ ﻣﺠـﺎز ﺷـﻤﻌﻬﺎي ﻟﻮﻟـﻪاي‬
‫ ﺑـﺮاي‬،Fy ‫ ﺑﺠﺰ آﻧﻜـﻪ ﻣﻘﺎوﻣـﺖ ﻣﺸﺨـﺼﻪ ﺗـﺴﻠﻴﻢ‬،‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
240 ‫ﺷــﻤﻌﻬﺎي ﻓــﻮﻻدي ﻟﻮﻟــﻪاي ﺟــﻮش ﺷــﺪه ﻳــﺎ ﺑــﺪون درز‬
‫ﻣﮕﺎﭘﺎﺳـــﻜﺎل و ﻣﻘﺎوﻣـــﺖ ﮔـــﺴﻴﺨﺘﮕﻲ ﻣﻄـــﺎﺑﻖ اﺳـــﺘﺎﻧﺪارد‬
‫ ﻣﮕﺎﭘﺎﺳـﻜﺎل در ﻧﻈـﺮ‬415 ‫ ﺑﺎﻳـﺪ‬، ASTM A252, Grade 2
.‫ﮔﺮﻓﺘﻪ ﺷﻮد‬
For the allowable stresses of steel pipe pile, see subclause 7.3.2.1 except that the specified yield
strength, Fy, for welded and seamless steel pipe piles
shall be 240 MPa and tensile strength shall be 415
MPa according to ASTM A252, Grade 2.
17
Jun. 2009 / 1388 ‫ﺧﺮداد‬
‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي ﭘﺮ ﺷﺪه ﺑﺎ ﺑﺘﻦ‬3-2-3-7
0/33 f c ‫ﺗﻨﺶ ﻓﺸﺎري ﻣﺠﺎز ﻃﺮاﺣـﻲ در ﺑـﺘﻦ ﻧﺒﺎﻳـﺪ ﺑـﻴﺶ از‬
88 ‫ﺑﺎﺷﺪ ﺗﻨﺶ ﻓﺸﺎري ﻣﺠﺎز ﻃﺮاﺣـﻲ در ﻓـﻮﻻد ﻧﺒﺎﻳـﺪ ﺑـﻴﺶ از‬
‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي ﭘﺮ ﺷﺪه ﺑﺎ ﺑﺘﻦ ﺑﺎﻳـﺪ‬.‫ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺎﺷﺪ‬
‫ ﻣﮕﺎﭘﺎﺳــﻜﺎل‬17/2 ‫ ﺑﺮاﺑــﺮ‬f c ‫داراي ﺣــﺪاﻗﻞ ﻣﻘﺎوﻣــﺖ ﻣﺸﺨــﺼﻪ‬
.‫ ﭘﻮﻧﺪ ﺑﺮ اﻳﻨﭻ ﻣﺮﺑﻊ( ﺑﺎﺷﺪ‬2500)
7.3.2.3 Concrete-filled steel pipe piles
The allowable design compressive stress in the
concrete shall not exceed 0.33 f c . The allowable
design compressive stress in the steel shall not
exceed 88 MPa. The concrete filled steel pipe piles
shall have a specific strength f c of not less than 17.2
MPa (2500 PSI).
‫ ﺣﺪاﻗﻞ اﺑﻌﺎد‬3-3-7
7.3.3 Minimum dimensions
‫ ﺷﻜﻞ‬H ‫ ﺷﻤﻌﻬﺎي‬1-3-3-7
7.3.3.1 H-piles
Sections of
followings:
IPS-E-CE-130(1)
H-piles
shall
comply
with
: ‫ ﺷﻜﻞ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﻣﻮارد زﻳﺮ ﺑﺎﺷﻨﺪ‬H ‫ﻣﻘﺎﻃﻊ ﺷﻤﻌﻬﺎي‬
the
1) The flange projections shall not exceed 14
times the minimum thickness of metal in either
the flange or the web and the flange widths shall
be not less than 80% of the depth of the section.
‫ ﺑﺮاﺑﺮ ﺣـﺪاﻗﻞ ﺿـﺨﺎﻣﺖ‬14 ‫( ﺑﺮﺟﺴﺘﮕﻲ ﺑﺎل ﻧﺒﺎﻳﺪ ﺑﻴﺶ از‬1
2) The nominal depth in the direction of the web
shall be not less than 200 mm.
‫ ﻣﻴﻠﻴﻤﺘﺮ‬200 ‫( ارﺗﻔﺎع اﺳﻤﻲ در ﺟﻬﺖ ﺟﺎن ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از‬2
3) Flanges and web shall have a minimum
nominal thickness of 9.5 mm.
9/5 ‫( ﺑﺎﻟﻬﺎ و ﺟـﺎن ﺑﺎﻳـﺪ داراي ﺣـﺪاﻗﻞ ﺿـﺨﺎﻣﺖ اﺳـﻤﻲ‬3
80 ‫ﻓﻠﺰ در ﺑﺎل و ﻳﺎ در ﺟـﺎن و ﭘﻬﻨـﺎي ﺑـﺎل ﻧﺒﺎﻳـﺪ ﻛﻤﺘـﺮ از‬
.‫درﺻﺪ ارﺗﻔﺎع ﻣﻘﻄﻊ ﺑﺎﺷﺪ‬
. ‫ﺑﺎﺷﺪ‬
.‫ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬
‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي‬2-3-3-7
7.3.3.2 Steel pipe piles
‫ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي ﻛﻪ ﺑﺎ اﻧﺘﻬﺎي ﺑﺎز ﻛﻮﺑﻴﺪه ﻣﻲﺷﻮﻧﺪ ﺑﺎﻳـﺪ‬
‫ ﻟﻮﻟﻪﻫـﺎ‬.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﻨﺪ‬200 ‫داراي ﻗﻄﺮ ﺧﺎرﺟﻲ اﺳﻤﻲ ﺣﺪاﻗﻞ‬
‫ ﻣﻴﻠﻴﻤﺘﺮ ﻣﺮﺑﻊ ﺑﺮاي‬220 ‫ﺑﺎﻳﺪ داراي ﺣﺪاﻗﻞ ﺳﻄﺢ ﻣﻘﻄﻊ ﺧﺎﻟﺺ‬
،‫ ﻧﻴﻮﺗﻦ ﻣﺘﺮ اﻧﺮژي ﺿﺮﺑﻪ ﭼﻜﺶ داﺷﺘﻪ ﺑﺎﺷﺪ‬1356 ‫ﻣﻘﺎﺑﻠﻪ ﺑﺎ ﻫﺮ‬
‫ﻳﺎ ﺑﺎﻳﺪ داراي ﻣﻘﺎوﻣﺖ ﻣﻌﺎدل ﺑﺮاي ﻓﻮﻻد ﺑﺎ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﺑﻴﺶ‬
‫ ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺎﺷﺪ ﻳﺎ اﺳـﺘﻔﺎده از ﺗﺤﻠﻴـﻞ ﻣﻌـﺎدﻻت ﻣـﻮج‬240 ‫از‬
‫ ﻛﻨﺘﺮل‬،‫ﻣﺠﺎز ﺑﺎﺷﺪ ﺗﺎ ﺑﺎ ارزﻳﺎﺑﻲ ﺗﻨﺸﻬﺎي ﻓﺸﺎري ﻧﺎﺷﻲ از ﻛﻮﺑﺶ‬
‫ در‬.‫ﺷﻮد ﻛﻪ ﻣﻘﻄﻊ ﺷﻤﻊ ﺑﺎ ﭼﻜﺶ اﻧﺘﺨﺎب ﺷﺪه ﻣﺘﻨﺎﺳﺐ ﺑﺎﺷـﺪ‬
‫ ﻣﻴﻠﻴﻤﺘﺮ اﺳﺖ در ﻛـﻮﺑﺶ‬4/6 ‫ﻣﻮاردﻳﻜﻪ ﺿﺨﺎﻣﺖ ﺟﺪاره ﻛﻤﺘﺮ از‬
‫ﺑﺎ اﻧﺘﻬﺎي ﺑﺎز ﺑﺎﻳﺪ ﭘﺎﺷﻨﻪ ﺑﺮﺷﻲ)ﻛﻔﺸﻚ( ﻣﻨﺎﺳـﺐ ﭘـﻴﺶ ﺑﻴﻨـﻲ‬
.‫ﺷﻮد‬
Steel pipe piles driven open ended shall have a
nominal outside diameter of not less than 200 mm.
The pipe shall have a minimum cross section of 220
mm2 to resist each 1356 N-m of pile hammer
energy, or shall have the equivalent strength for
steels having a yield strength greater than 240 Mpa
or the wave equation analysis shall be permitted to
be used to assess compression stresses induced by
driving to evaluate if the pile section is appropriate
for the selected hammer. Where pipe wall thickness
less than 4.6 mm is driven open ended, a suitable
cutting shoe shall be provided.
‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي ﭘﺮ ﺷﺪه ﺑﺎ ﺑﺘﻦ‬3-3-3-7
7.3.3.3 Concrete-filled steel pipe piles
‫ ﻣﻴﻠﻴﻤﺘـﺮ و‬200 ‫ﺷﻤﻌﻬﺎ ﺑﺎﻳﺪ داراي ﻗﻄﺮ ﺧﺎرﺟﻲ اﺳﻤﻲ ﺣﺪاﻗﻞ‬
‫ ﺑﺎﺷﻨﺪ ﺑﺠـﺰ‬2-3-3-7 ‫ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ ﺟﺪار ﻣﻄﺎﺑﻖ ﺑﺎ زﻳﺮ ﺑﻨﺪ‬
‫ﺷﻤﻌﻬﺎي ﻛﻮﺑﺸﻲ ﺑﺎ ﺷﺎه ﻣﻴﻠﻪ ﻛﻪ ﺣـﺪاﻗﻞ ﺿـﺨﺎﻣﺖ ﺟـﺪار آﻧﻬـﺎ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬2/5 ‫ﻣﻲﺗﻮاﻧﺪ‬
‫ آرﻣﺎﺗﻮرﻫﺎ ﻧﺒﺎﻳﺪ‬.‫ ﺑﺎﺷﺪ‬2-1-8 ‫آرﻣﺎﺗﻮرﮔﺬاري ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ زﻳﺮ ﺑﻨﺪ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮي ﭘﻮﺳﺘﻪ ﻓـﻮﻻدي ﻗـﺮار داده ﺷـﻮﻧﺪ‬25 ‫در ﺣﺪ ﻓﺎﺻﻞ‬
IBC ‫ اﺳــﺘﺎﻧﺪارد‬1810.6 ‫ﺑــﺮاي اﻃﻼﻋــﺎت ﺑﻴــﺸﺘﺮ ﺑــﻪ ﺑﺨــﺶ‬
. ‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
Piles shall have a nominal outside diameter of not
less than 200 mm and a minimum wall thickness in
accordance with sub-clause 7.3.3.2 except that for
mandrel driven pipe piles the minimum wall
thickness may be 2.5 mm.
Reinforcement steel shall conform to sub-clause
8.1.2 . Reinforcement shall not be placed within 25
mm of the steel casing. For more information refer to
section 1810.6 of IBC.
18
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
‫ ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ درﺟﺎ‬-8
8. CAST-IN-PLACE CONCRETE PILES
‫ ﻋﻤﻮﻣﻲ‬1-8
8.1 General
‫ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ درﺟﺎ در زﻣـﻴﻦ ﺣﻔـﺎري ﻳـﺎ ﺳـﻮراخ ﺷـﺪه ﺑﺎﻳـﺪ‬
‫ﺑﮕﻮﻧﻪاي اﺟﺮا ﺷﻮﻧﺪ ﻛﻪ از ﻋـﺪم ورود ﻫﺮﮔﻮﻧـﻪ ﻣـﻮاد ﺧـﺎرﺟﻲ و‬
‫ ﻃﻮل اﻳـﻦ ﮔﻮﻧـﻪ‬.‫اﻳﻤﻨﻲ ﺗﻤﺎم ﻃﻮل ﺷﻤﻊ اﻃﻤﻴﻨﺎن ﺣﺎﺻﻞ ﺷﻮد‬
‫ ﺑﺮاﺑﺮ ﻗﻄـﺮ ﻣﻴـﺎﻧﮕﻴﻦ آن‬30 ‫ﺷﻤﻌﻬﺎ ﺑﺎﻳﺪ ﻣﺤﺪود ﺑﻮده و ﺑﻴﺶ از‬
.‫ﻧﺸﻮد‬
‫اﻧﺘﺨﺎب ﻧﻮع ﺷﻤﻌﻬﺎي ﺑﺘﻨـﻲ در ﺟـﺎ ﺑﺎﻳـﺪ ﺑﺮاﺳـﺎس ﻣﻄﺎﻟﻌـﺎت و‬
‫ ﺷـﻤﻌﻬﺎ ﻣﻤﻜـﻦ اﺳـﺖ‬.‫ﺷﻨﺎﺳﺎﻳﻲ ﻫﺎي ﻣﻮﺛﻖ ﺧﺎك ﺻﻮرت ﮔﻴﺮد‬
‫ ﻣـﻲﺗﻮاﻧﻨـﺪ ﺑـﺎ‬،‫داراي ﭘﻮﺳﺘﻪ ﻫﺎي ﻓﻮﻻدي ﻣﻮﻗﺘﻲ ﻳﺎ داﺋﻢ ﺑﺎﺷﻨﺪ‬
‫اﻧﺘﻬﺎي ﺑﺎز ﻳﺎ ﺑﺴﺘﻪ ﺑﻮده و ﻣﻤﻜﻦ اﺳﺖ ﺑـﺎ ﺑـﺘﻦ ﻣـﺴﻠﺢ ﻳـﺎ ﻏﻴـﺮ‬
.‫ﻣﺴﻠﺢ ﺳﺎﺧﺘﻪ ﺷﻮﻧﺪ‬
Concrete piles cast in place against earth in drilled or
bored holes shall be made in such a manner as to
ensure the exclusion of any foreign matter and to
secure a full-sized shaft. The length of such piles
shall be limited to not more than 30 times the
average diameter.
The selection of type of cast-in-place concrete piles
shall be based on competent soil investigations.
Piles may be either of the permanent or removable
steel shell type, may be open or closed end and may
be of plain or reinforced concrete.
‫ ﻣﺼﺎﻟﺢ‬1-1-8
8.1.1 Material
،‫در ﻣﻮاردﻳﻜﻪ ﺑﺘﻦ ﺗﻮﺳﻂ ﻗﻴﻒ از ﺑﺎﻻي ﺷﻤﻊ رﻳﺨﺘـﻪ ﻣـﻲﺷـﻮد‬
‫ﻣﺨﻠﻮط ﺑﺘﻦ ﺑﺎﻳﺪ ﺑﮕﻮﻧﻪاي ﻃﺮاﺣﻲ و اﺧﺘﻼط ﺷﻮد ﻛﻪ ﻣﺨﻠـﻮﻃﻲ‬
‫ ﻣﻴﻠﻴﻤﺘﺮ و ﺣـﺪاﻛﺜﺮ‬100 ‫ﭼﺴﺒﻨﺪه و ﻛﺎرا داراي ﺣﺪاﻗﻞ اﺳﻼﻣﭗ‬
‫ در ﺻﻮرﺗﻴﻜﻪ ﻻزم ﺑﺎﺷﺪ ﺑـﺘﻦ ﭘﻤـﭗ‬.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺳﺎﺧﺘﻪ ﺷﻮد‬150
‫ ﻣﺨﻠﻮط ﻃﺮاﺣﻲ ﺑﺎﻳﺪ داراي اﺳﻼﻣﭙﻲ در ﺣﺪ ﭘﻤﭗ ﭘـﺬﻳﺮي‬،‫ﺷﻮد‬
.‫ﺑﺘﻦ داﺷﺘﻪ ﺑﺎﺷﺪ‬
21 ‫ روزه‬28 ‫ﺑﺘﻦ ﺷﻤﻌﻬﺎ ﺑﺎﻳﺪ داراي ﺣـﺪاﻗﻞ ﻣﻘﺎوﻣـﺖ ﻓـﺸﺎري‬
‫ ﻣﺸﺨﺺ ﻛﻨﻨـﺪه‬،‫ در ﻣﻮاردﻳﻜﻪ ﻣﻄﺎﻟﻌﺎت ﺧﺎك‬.‫ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺎﺷﺪ‬
‫ ﻳﺎ‬II ‫ ﺑﺎﻳﺪ از ﺳﻴﻤﺎن ﭘﺮﺗﻠﻨﺪ ﺗﻴﭗ‬، ‫اﺣﺘﻤﺎل ﺣﻤﻠﻪ ﺳﻮﻟﻔﺎﺗﻬﺎ اﺳﺖ‬
"‫ "ﻣﺸﺨﺼﺎت ﺳـﻴﻤﺎن ﭘﺮﺗﻠﻨـﺪ‬ASTM C150 ‫ ﻣﻄﺎﺑﻖ‬V ‫ﺗﻴﭗ‬
.‫اﺳﺘﻔﺎده ﻧﻤﻮد‬
When concrete is placed through a funnel hopper at
the top of the pile, the concrete mix shall be designed
and proportioned so as to produce a cohesive
workable mix having a slump of not less than 100
mm and not more than 150 mm. If concrete is to be
pumped, the mix design including slump shall be
adjusted to produce a pumpable concrete.
Concrete for piles shall have a minimum 28 days
compressive strength of 21 MPa. Where soil
investigations indicate the likelihood of considerable
sulfate attack, consideration shall be given to the use
of Type II or Type V Portland Cement as specified
in ASTM C 150 Specifications for Portland Cement.
‫ آرﻣﺎﺗﻮرﮔﺬاري‬2-1-8
8.1.2 Reinforcement
Except for steel dowels embedded 1.50 m or less in
the pile and as provided in 8.2, reinforcement when
required shall be assembled and tied together and
shall be placed in the pile as a unit before the
reinforced portion of the pile is filled with concrete.
‫ ﻣﺘﺮ ﻳﺎ ﻛﻤﺘﺮ در ﺷﻤﻌﻬﺎ ﻣﻄـﺎﺑﻖ‬1/5 ‫ﺑﺠﺰ ﻓﻮﻻدﻫﺎي رﻳﺸﻪ ﺑﻄﻮل‬
‫ در ﻣﻮارد ﻟﺰوم آرﻣﺎﺗﻮرﻫﺎ ﺑﺎﻳﺪ ﻗﺒﻼً ﻣﻮﻧﺘﺎژ و ﺑﻬﻢ ﺑـﺴﺘﻪ‬،2-8 ‫ﺑﻨﺪ‬
‫ ﺷـﺒﻜﻪ آرﻣـﺎﺗﻮر ﺑـﺼﻮرت‬،‫ﺷﻮﻧﺪ و ﭘﻴﺶ از رﻳﺨﺘﻦ ﺑﺘﻦ در ﺷﻤﻊ‬
.‫ﻳﻚ ﻣﺠﻤﻮﻋﻪ واﺣﺪ در داﺧﻞ ﺷﻤﻊ ﻧﺼﺐ ﺷﻮد‬
8.2 Drilled or Augered Uncased Piles
‫ ﺷﻤﻌﻬﺎي ﺑﺪون ﻏﻼف ﺣﻔﺎري ﺷﺪه ﻳﺎ ﺣﻔﺮ ﺷـﺪه ﺑـﺎ‬2-8
‫اوﮔﺮ‬
8.2.1 Allowable stresses
‫ ﺗﻨﺶ ﻫﺎي ﻣﺠﺎز‬1-2-8
The allowable design stress in the concrete of drilled
or augered uncased piles shall not exceed 0.33 f c .
The allowable compressive stress of reinforcement
shall not exceed 40 percent of the yield strength of
the steel or 175 MPa.
‫ﺗﻨﺶ ﻣﺠﺎز ﻃﺮاﺣـﻲ در ﺑـﺘﻦ ﺷـﻤﻌﻬﺎي ﺑـﺪون ﻏـﻼف ﻧﺒﺎﻳـﺪ از‬
‫ ﺗﻨﺶ ﻓﺸﺎري ﻣﺠـﺎز آرﻣﺎﺗﻮرﻫـﺎ ﻧﺒﺎﻳـﺪ از‬.‫ ﺑﻴﺸﺘﺮ ﺑﺎﺷﺪ‬0/33 f c
‫ ﻣﮕﺎﭘﺎﺳـﻜﺎل ﺑﻴـﺸﺘﺮ‬175 ‫ درﺻﺪ ﻣﻘﺎوﻣﺖ ﺗـﺴﻠﻴﻢ ﻓـﻮﻻد ﻳـﺎ‬40
.‫ﺷﻮد‬
8.2.2 Dimensions
‫ اﺑﻌﺎد‬2-2-8
The pile length shall not exceed 30 times the average
diameter. The minimum diameter shall be 300 mm.
.‫ ﺑﺮاﺑـﺮ ﻗﻄـﺮ ﻣﻴـﺎﻧﮕﻴﻦ آن ﺑﺎﺷـﺪ‬30 ‫ﻃﻮل ﺷﻤﻊ ﻧﺒﺎﻳـﺪ ﺑـﻴﺶ از‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬300 ‫ﺣﺪاﻗﻞ ﻗﻄﺮ ﺑﺎﻳﺪ‬
19
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
: ‫اﺳﺘﺜﻨﺎء‬
Exception:
The length of pile shall be permitted to exceed 30
times the diameter, provided the design and
installation of the pile foundation is under the direct
supervision of an approved soil engineering
laboratory knowledgeable in the field of soil
mechanics and pile foundations, which shall certify
that the piles as installed satisfy the design criteria.
‫ ﺑـﺸﺮﻃﻲ ﻛـﻪ‬،‫ ﺑﺮاﺑﺮ ﻗﻄﺮ ﺑﻴﺸﺘﺮ ﺷﻮد‬30 ‫ﻃﻮل ﺷﻤﻊ ﻣﻲﺗﻮاﻧﺪ از‬
‫ﻃﺮاﺣــﻲ و اﺟــﺮاي ﺷــﺎﻟﻮده ﺷــﻤﻌﻲ زﻳــﺮ ﻧﻈــﺮ ﻳــﻚ آزﻣﺎﻳــﺸﮕﺎه‬
‫ﻣﻬﻨﺪﺳﻲ ﺧﺎك داراي ﺻﻼﺣﻴﺖ در ﻣﻜﺎﻧﻴﻚ ﺧﺎك و ﺷﺎﻟﻮدهﻫﺎي‬
‫ﺷــﻤﻌﻲ اﻧﺠــﺎم ﺷــﻮد ﻛــﻪ ﺗﺄﻳﻴــﺪ ﻧﻤﺎﻳــﺪ ﺷــﻤﻌﻬﺎي اﺟــﺮا ﺷــﺪه‬
.‫ﭘﺎﺳﺨﮕﻮي ﺿﻮاﺑﻂ ﻃﺮاﺣﻲ ﻣﻲﺑﺎﺷﻨﺪ‬
8.2.3 If concrete is placed by pumping through a
hollow-stem auger, the auger shall not be permitted
to rotate during withdrawal and shall be withdrawn
in a steady continuous motion. Concreting pumping
pressures shall be measured and shall be maintained
high enough at all times to offset hydrostatic and
lateral earth pressures.
‫ در ﺻــﻮرﺗﻴﻜﻪ ﺑــﺘﻦ از ﻃﺮﻳــﻖ ﭘﻤــﭗ ﻛــﺮدن ﺗﻮﺳــﻂ‬3-2-8
‫ دﺳﺘﮕﺎه ﺣﻔـﺎري‬،‫دﺳﺘﮕﺎه ﺣﻔﺎري ﺑﺎ دﻫﺎﻧﻪ ﺗﻮ ﺧﺎﻟﻲ رﻳﺨﺘﻪ ﺷﻮد‬
‫در ﺣﻴﻦ ﺑﺎﻻ آﻣﺪن ﻧﺒﺎﻳﺪ اﺟﺎزه ﭼﺮﺧﺶ را داﺷﺘﻪ ﺑﺎﺷﺪ و ﺑﺎﻳﺪ در‬
‫ ﻓﺸﺎر ﭘﻤﭙﺎژ ﺑﺘﻦ‬. ‫ﺷﺮاﻳﻂ ﺣﺮﻛﺖ ﺛﺎﺑﺖ ﭘﻴﻮﺳﺘﻪ ﺑﺎﻻ ﻛﺸﻴﺪه ﺷﻮد‬
‫ﺑﺎﻳﺪ ﺗﻨﻈﻴﻢ ﺷﺪه و ﺑﻪ اﻧﺪازه ﻛﺎﻓﻲ ﺑﺎﻻ ﻧﮕﻬﺪاﺷﺘﻪ ﺷﻮد و در ﻫﻤﻪ‬
‫ﻣﻮاﻗﻊ ﻓﺸﺎرﻫﺎي ﻫﻴﺪرواﺳﺘﺎﺗﻴﻚ و ﻓﺸﺎر ﺟﺎﻧﺒﻲ زﻣـﻴﻦ را ﺧﻨﺜـﻲ‬
.‫ﻛﻨﺪ‬
Concrete volumes shall be measured to insure that
the volume of concrete placed in each pile is equal to
or greater than the theoretical volume of the hole
created by the auger. If the installation process of
any pile is interrupted or a loss of concreting
pressure occurs, the pile shall be redrilled to 1.5m
below the elevation of the tip of the auger when the
installation was interrupted or concrete pressure was
lost and reformed. Augered cast-in-place piles shall
not be installed within 6 pile diameters center to
center of a pile filled with concrete less than 12
hours old unless approved by the AR. If the concrete
level in any completed pile drops, the pile shall be
rejected and replaced.
‫اﺣﺠﺎم ﺑﺘﻦ ﺑﺎﻳﺪ اﻧﺪازﮔﻴﺮي ﺷﻮد ﺗﺎ از اﻳﻨﻜﻪ ﺣﺠـﻢ ﺑـﺘﻦ رﻳﺨﺘـﻪ‬
،‫ﺷﺪه در ﻫﺮ ﺷﻤﻊ ﺑﺮاﺑﺮ ﻳﺎ ﺑﻴﺸﺘﺮ ﺣﺠـﻢ ﺗﺌـﻮري ﺣﻔـﺎري اﺳـﺖ‬
‫ در ﺻﻮرﺗﻴﻜﻪ در ﻓﺮآﻳﻨﺪ اﺟﺮاي ﻫﺮ ﺷـﻤﻊ‬.‫اﻃﻤﻴﻨﺎن ﺣﺎﺻﻞ ﺷﻮد‬
‫ ﻣﺘـﺮ‬1/5 ‫وﻗﻔﻪ ﻳﺎ ﻛﺎﻫﺶ ﻓﺸﺎر ﺑﺘﻦ رﻳﺰي رخ دﻫﺪ ﺷﻤﻊ ﺗﺎ ﻋﻤﻖ‬
‫ دوﺑـﺎره‬،‫زﻳﺮ ﺗﺮاز ﻧﻮك ﺣﻔﺎر در ﺷﺮاﻳﻂ ﻗﻄـﻊ ﻳـﺎ ﻛـﺎﻫﺶ ﻓـﺸﺎر‬
‫ اﺟـﺮاي ﺷـﻤﻌﻬﺎي ﺣﻔـﺎري ﺷـﺪه درﺟـﺎ ﻧﺒﺎﻳـﺪ در‬.‫ﺣﻔﺎري ﺷﻮد‬
‫ ﺑﺮاﺑﺮ ﻗﻄﺮ از ﺷﻤﻊ اﺟـﺮا ﺷـﺪهاي‬6 ‫ﻓﺎﺻﻠﻪ ﻣﺮﻛﺰ ﺑﻪ ﻣﺮﻛﺰ ﻣﻌﺎدل‬
‫ اﻧﺠـﺎم ﺷـﻮد‬،‫ ﺳﺎﻋﺖ از ﻋﻤﺮ ﺑﺘﻦ آن ﻣﻲ ﮔـﺬرد‬12 ‫ﻛﻪ ﻛﻤﺘﺮ از‬
‫ در ﺻﻮرﺗﻴﻜﻪ ﺗﺮاز ﺑـﺘﻦ ﻫـﺮ ﺷـﻤﻊ‬.‫ﻣﮕﺮ ﺑﺎ ﺗﺄﻳﻴﺪ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ‬
‫ ﺷﻤﻊ ﺑﺎﻳـﺪ رد ﺷـﺪه و ﺟـﺎﻳﮕﺰﻳﻦ‬،‫ﻛﺎﻣﻞ ﺷﺪهاي دﭼﺎر اﻓﺖ ﺷﻮد‬
.‫ﺷﻮد‬
‫ آرﻣﺎﺗﻮرﮔﺬاري‬4-2-8
8.2.4 Reinforcement
،‫ﺑﺮاي ﺷﻤﻌﻬﺎي اﺟﺮا ﺷﺪه ﺑﺎ دﺳﺘﮕﺎه ﺣﻔﺎري ﺑﺎ دﻫﺎﻧﻪ ﺗـﻮ ﺧـﺎﻟﻲ‬
،‫آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﺪون ﺧﺎﻣﻮﺗﻬﺎي ﻋﺮﺿﻲ اﺟﺮا ﺷﻮﻧﺪ‬
‫ﺑﺸﺮﻃﻲ ﻛﻪ ﭘﻴﺶ از ﺑﺘﻦ رﻳـﺰي داﺧـﻞ ﻣﺠـﺎري درون دﺳـﺘﮕﺎه‬
‫ ﺗﻤـﺎم آرﻣﺎﺗﻮرﻫـﺎي ﺷـﻤﻊ ﺑﺎﻳـﺪ داراي‬.‫ﺣﻔﺎري ﻗﺮار داده ﺷـﻮﻧﺪ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﻨﺪ‬64 ‫ﭘﻮﺷﺶ ﺑﺘﻨﻲ ﺣﺪاﻗﻞ‬
For piles installed with a hollow stem auger,
longitudinal steel reinforcement may be placed
without lateral ties, provided it is placed through
ducts in the auger prior to filling the pile with
concrete. All pile reinforcement shall have a
concrete cover of not less than 64 mm.
‫ ﺷﻤﻌﻬﺎي ﺑﺪون ﻏﻼف‬3-8
8.3 Driven Uncased Piles
‫ ﺗﻨﺶ ﻣﺠﺎز‬1-3-8
8.3.1 Allowable stress
‫ وارده ﺑـﻪ ﺳـﻄﺢ‬0/25 f c ‫ﺗﻨﺶ ﻣﺠـﺎز ﻃﺮاﺣـﻲ ﺑـﺘﻦ ﻧﺒﺎﻳـﺪ از‬
‫ﻣﻘﻄﻊ ﺣﺪاﻛﺜﺮ ﻣﻌﺎدل ﻣﺴﺎﺣﺖ داﺧﻠﻲ ﻏـﻼف ﻳـﺎ ﻗﺎﻟـﺐ ﺑﻴـﺸﺘﺮ‬
.‫ﺑﺎﺷﺪ‬
The allowable design stress in the concrete shall not
exceed 0.25 f c applied to a cross sectional area not
greater than the inside area of the drive casing or
mandrel.
‫ اﺑﻌﺎد‬2-3-8
8.3.2 Dimensions
. ‫ ﺑﺮاﺑﺮ ﻣﻴـﺎﻧﮕﻴﻦ ﻗﻄـﺮ آن ﺑﻴـﺸﺘﺮ ﺷـﻮد‬30 ‫ﻃﻮل ﺷﻤﻊ ﻧﺒﺎﻳﺪ از‬
The pile length shall not exceed 30 times the average
20
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
diameter. The minimum diameter shall be 300 mm.
. ‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬300 ‫ﺣﺪاﻗﻞ ﻗﻄﺮ ﺑﺎﻳﺪ‬
‫ ﭘﻮﺷﺶ ﺑﺘﻦ‬3-3-8
8.3.3 Concrete cover
64 ‫ﺗﻤﺎم آرﻣﺎﺗﻮرﻫﺎي ﺷـﻤﻊ ﺑﺎﻳـﺪ داراي ﭘﻮﺷـﺶ ﺑـﺘﻦ ﺣـﺪاﻗﻞ‬
.‫ اﻧﺪازه ﮔﻴﺮي ﺷﺪه از وﺟﻪ داﺧﻠﻲ ﻏﻼف ﻳﺎ ﻗﺎﻟﺐ ﺑﺎﺷﻨﺪ‬،‫ﻣﻴﻠﻴﻤﺘﺮ‬
All pile reinforcement shall have a concrete cover of
not less than 64 mm measured from the inside face
of the drive casing or mandrel.
(‫ ﺷﻤﻊ ﭘﺎﻳﻪ ﭘﻬﻦ )ﭘﺎ ﻓﻴﻠﻲ‬4-8
8.4 Enlarged Base Piles
‫ ﻣﺼﺎﻟﺢ‬1-4-8
8.4.1 Materials
‫ اﻳـﻦ‬1-1-8 ‫ﻣﺼﺎﻟﺢ ﺷﻤﻌﻬﺎي ﭘﺎﻳﻪ ﭘﻬﻦ ﺑﺎﻳـﺪ ﻣـﺸﺎﺑﻪ زﻳـﺮ ﺑﻨـﺪ‬
‫ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﺗﻮﺿﻴﺤﺎت زﻳـﺮ‬،‫اﺳﺘﺎﻧﺪارد ﺑﺮاي ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ درﺟﺎ‬
:‫ﺑﺎﺷﺪ‬
Materials for enlarged base piles shall have similar
specifications with Sub-clause 8.1.1 of this Standard
for cast-in-place concrete piles with the following
clarifications:
‫اﻟﻒ( ﺣﺪاﻛﺜﺮ اﻧﺪازه ﺳﻨﮕﺪاﻧﻪﻫﺎي درﺷﺖ ﺑﺮاي ﺗﻤﺎﻣﻲ ﺑـﺘﻦ‬
a) The maximum size for coarse aggregate for all
concrete shall be 20 mm.
. ‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬20 ‫ﺑﺎﻳﺪ‬
b) Compacted concrete shall have No slump.*
*
.‫ب( ﺑﺘﻦ ﻣﺘﺮاﻛﻢ ﺷﺪه ﺑﺪون اﺳﻼﻣﭗ ﺑﺎﺷﺪ‬
‫* ﺑﺘﻦ ﺑﺪون اﺳﻼﻣﭗ ﻳﻌﻨﻲ ﺑﺘﻦ ﺑﺎ اﺳﻼﻣﭗ ﻳﻜﻨﻮاﺧﺖ و ﻣﺴﺎوي‬
،‫ ﺑﺘﻦ ﺑﺪون اﺳﻼﻣﭗ ﺧﻴﻠﻲ ﺧـﺸﻚ اﺳـﺖ‬.‫ ﻣﻴﻠﻴﻤﺘﺮ ﻳﺎ ﻛﻤﺘﺮ‬25
‫ﺑﺎ اﻳﻨﺤﺎل ﺑﺎﻳﺪ ﺑﻪ ﻣﻘﺪار ﻛﺎﻓﻲ داراي ﻛﺎراﻳﻲ ﺑﺎﺷﺪ ﻛـﻪ ﺑﺘـﻮان آن‬
‫ ﻗﺎﻟـﺐ رﻳـﺰي و‬،‫را ﺑﻪ ﻛﻤﻚ ﺗﺠﻬﻴـﺰات ﻣـﻮرد اﺳـﺘﻔﺎده در ﻛـﺎر‬
.‫ﻣﺘﺮاﻛﻢ ﻛﺮد‬
* No-slump concrete refers to concrete with a
consistency corresponding to a slump of 25 mm or
less. No-slump concrete is very dry, yet it must be
sufficiently workable so that it can be placed and
consolidated with the equipment to be used on the
job.
‫ ﺗﻨﺶ ﻣﺠﺎز‬2-4-8
8.4.2 Allowable stress
0/25 f c ‫ﺗﻨﺶ ﻓﺸﺎري ﻣﺠﺎز ﻃﺮاﺣـﻲ در ﺑـﺘﻦ ﻧﺒﺎﻳـﺪ ﺑـﻴﺶ از‬
‫ﺷﻮد ﻣﮕﺮ در ﻣﻮاردﻳﻜﻪ ﺑﺘﻦ داﺧﻞ ﻏﻼف ﻓﻮﻻدي داﺋﻤـﻲ رﻳﺨﺘـﻪ‬
.‫ اﻓﺰاﻳﺶ داد‬0/33 f c ‫ﻣﻲﺷﻮد ﻛﻪ ﺗﻨﺶ ﻣﺠﺎز ﺑﺘﻦ را ﻣﻲﺗﻮان ﺗﺎ‬
The allowable design compressive stress in the
concrete shall not exceed 0.25 f c except that where
the concrete is placed in a permanent steel casing the
allowable concrete stress may be increased to 0.33
f c .
‫ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي‬3-4-8
8.4.3 Bearing capacity
‫ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺷﻤﻊ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ آزﻣﻮنﻫﺎي ﺑـﺎر ﺑﺮاﺳـﺎس زﻳـﺮ‬
.‫ ﻛﻨﺘﺮل ﺷﻮد‬8-8-6 ‫ﺑﻨﺪ‬
Pile bearing capacity shall be verified by load tests in
accordance with Sub-clause 6.8.8.
‫ ﭘﻮﺷﺶ ﺑﺘﻦ‬4-4-8
8.4.4 Concrete cover
‫ ﻣﻴﻠﻴﻤﺘﺮ‬60 ‫ﺣﺪاﻗﻞ ﭘﻮﺷﺶ ﺑﺘﻦ ﺑﺮاي ﺑﺪﻧﻪﻫﺎي ﺑﺪون ﻏﻼف ﺑﺎﻳﺪ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬25 ‫و ﺑﺮاي ﺑﺪﻧﻪﻫﺎي ﻏﻼﻓﺪار‬
The minimum concrete cover shall be 60 mm for
uncased shafts and 25 mm for cased shafts.
‫ ﺷﻤﻌﻬﺎي ﺑﺎ ﻏﻼف ﻓﻮﻻدي‬5-8
8.5 Steel Cased Piles
‫ ﻣﺼﺎﻟﺢ‬1-5-8
8.5.1 Material
‫ﭘﻮﺳﺘﻪ ﻫﺎ ﻳﺎ ﻏﻼﻓﻬﺎي ﺷﻤﻊ ﺑﺎﻳﺪ ﻓﻮﻻدي ﺑﺎﺷـﻨﺪ و ﺑﺎﻳـﺪ ﺑﻤﻴـﺰان‬
‫ﻛﺎﻓﻲ در ﻣﻘﺎﺑﻞ ﺗﺨﺮﻳﺐ ﻛﻠﻲ ﻣﻘﺎوم ﺑﻮده ﺑﺎﺷﺪ و ﺑﻪ ﻣﻴﺰان ﻛـﺎﻓﻲ‬
. ‫در ﺑﺮاﺑﺮ ﻧﻔﻮذ ﻣﺼﺎﻟﺢ ﺧﺎرﺟﻲ در ﺣﻴﻦ ﺑﺘﻦ رﻳﺰي آب ﺑﻨﺪ ﺑﺎﺷﺪ‬
‫ﭘﻮﺳﺘﻪ ﻫﺎي ﻓﻮﻻدي ﺑﺎﻳﺪ داراي ﻧﻮك آب ﺑﻨﺪي ﺷﺪه ﺑـﺎ ﻗﻄـﺮي‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﻨﺪ‬200 ‫ﺣﺪاﻗﻞ‬
Pile shells or casings shall be of steel and shall be
sufficiently strong to resist collapse and sufficiently
water tight to exclude any foreign materials during
the placing of concrete. Steel shells shall have a
sealed tip with a diameter of not less than 200 mm.
21
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
‫ ﺗﻨﺸﻬﺎي ﻣﺠﺎز‬2-5-8
8.5.2 Allowable stresses
The allowable design compressive stress in the
concrete shall not exceed 0.33 f c except that the
allowable concrete stress may be increased to a
maximum value of 0.40 f c for that portion of the
pile meeting the following conditions:
0/33 f c ‫ﺗﻨﺶ ﻓﺸﺎري ﻣﺠـﺎز ﻃﺮاﺣـﻲ در ﺑـﺘﻦ ﻧﺒﺎﻳـﺪ ﺑـﻴﺶ از‬
،‫ اﺳﺘﺜﻨﺎﺋﺎً ﺑﺮاي ﺑﺨـﺸﻲ از ﺷـﻤﻊ ﻛـﻪ ﺷـﺮاﻳﻂ زﻳـﺮ را دارد‬.‫ﺑﺎﺷﺪ‬
: ‫ اﻓﺰاﻳﺶ داد‬0/40 f c ‫ﻣﻲﺗﻮان ﺗﻨﺶ ﻣﺠﺎز ﺑﺘﻦ را ﺗﺎ ﺣﺪاﻛﺜﺮ‬
1) The thickness of the steel shell is not less than
2.0 mm minimum.
. ‫ ﻣﻴﻠﻴﻤﺘﺮ ﻧﺒﺎﺷﺪ‬2 ‫( ﺿﺨﺎﻣﺖ ﭘﻮﺳﺘﻪ ﻓﻮﻻدي ﻛﻤﺘﺮ از‬1
2) The shell is seamless or is provided with seams
of strength equal to the basic material and is of a
configuration which will provide confinement to
the cast in place concrete.
‫( ﭘﻮﺳﺘﻪ ﺑﺪون درز ﺑﺎﺷﺪ ﻳﺎ ﻣﻘﺎوﻣﺖ درزﻫـﺎ ﺑﺮاﺑـﺮ ﻣـﺼﺎﻟﺢ‬2
3) The ratio of steel yield strength, fy, to design
f c , shall be not less than six.
‫ ﺑـﻪ ﻣﻘﺎوﻣـﺖ ﻃﺮاﺣـﻲ‬،fy ‫( ﻧﺴﺒﺖ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻓـﻮﻻد‬3
4) The nominal pile diameter is not greater than
400 mm.
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬400 ‫( ﻗﻄﺮ اﺳﻤﻲ ﺷﻤﻊ ﻧﺒﺎﻳﺪ ﺑﻴﺶ از‬4
‫ﭘﺎﻳﻪ و ﺑﻪ ﺷﻜﻠﻲ ﺑﺎﺷﺪ ﻛﻪ ﻣﺤﺼﻮرﺷﺪﮔﻲ ﺑﺘﻦ درﺟﺎ را ﻓﺮاﻫﻢ‬
.‫ﻧﻤﺎﻳﺪ‬
. ‫ ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از ﺷﺶ ﺑﺎﺷﺪ‬f c
‫ آرﻣﺎﺗﻮرﮔﺬاري‬3-5-8
8.5.3 Reinforcement
‫ ﻣﻴﻠﻴﻤﺘﺮي ﻏﻼف ﻓﻮﻻدي ﻗـﺮار‬25 ‫آرﻣﺎﺗﻮرﻫﺎ ﻧﺒﺎﻳﺪ در ﺣﺪﻓﺎﺻﻞ‬
‫ آرﻣﺎﺗﻮرﮔﺬاري ﺑﺎﻳﺪ ﻓﻘﻂ ﺑﺮاي ﻃﻮل ﻣﻬﺎرﻧﺸﺪه ﺷـﻤﻊ‬.‫داده ﺷﻮﻧﺪ‬
‫ﻳﺎ در ﻣﻮاردﻳﻜﻪ ﺷﻤﻊ ﺑﺮاي ﺗﺤﻤﻞ ﻧﻴﺮوﻫﺎي ﺑـﺮﻛﻨﺶ ﻳـﺎ ﺟـﺎﻧﺒﻲ‬
.‫ ﺣﺘﻤﺎً در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد‬،‫ﻃﺮح ﺷﺪهاﺳﺖ‬
Reinforcement shall not be placed within 25 mm of
the steel shell. Reinforcing shall be considered
necessary only for unsupported pile lengths or when
the pile is designed to resist uplift or unbalanced
lateral loads.
‫ ﻣﻴﻜﺮوﭘﺎﻳﻞﻫﺎ‬6-8
8.6 Micropiles
‫ اﺟﺮا‬1-6-8
8.6.1 Construction
‫ﻣﻴﻜﺮوﭘﺎﻳﻞﻫﺎ ﻣﻘﺎﻃﻊ ﮔﺮوت رﻳﺰي ﺷﺪهاي ﻣﻲﺑﺎﺷﻨﺪ ﻛﻪ ﺑﺎ ﻟﻮﻟﻪ‬
‫ ﻣﻴﻜﺮوﭘﺎﻳﻞﻫﺎ ﺑﺎﻳﺪ ﻇﺮﻓﻴﺖ‬.‫ﻓﻮﻻدي ﻳﺎ آرﻣﺎﺗﻮر ﻣﺴﻠﺢ ﺷﺪهاﻧﺪ‬
‫ ﺳﻨﮓ ﺑﺴﺘﺮ ﻳﺎ‬،‫ﺑﺎرﺑﺮي ﺧﻮد را از ﻧﺎﺣﻴﻪ ﺧﺎك ﭘﻴﻮﺳﺘﻪ ﺷﺪه‬
‫ ﺗﻤﺎم ﻃﻮل‬.‫ﺗﺮﻛﻴﺒﻲ از ﺧﺎك و ﺳﻨﮓ ﺑﺴﺘﺮ ﺗﺄﻣﻴﻦ ﻧﻤﺎﻳﻨﺪ‬
.‫ﻣﻴﻜﺮوﭘﺎﻳﻞ ﺑﺎﻳﺪ ﺷﺎﻣﻞ ﻟﻮﻟﻪ ﻓﻮﻻدي ﻳﺎ آرﻣﺎﺗﻮرﮔﺬاري ﺑﺎﺷﺪ‬
Micropiles shall consist of a grouted section
reinforced with steel pipe or steel reinforcing.
Micropiles shall develop their load-carrying capacity
through a bond zone in soil, bedrock or a
combination of soil and bedrock. The full length of
the micropile shall contain either a steel pipe or steel
reinforcement
8.6.2 Materials
Grout shall have a 28-day specified compressive
‫ ﻣﺼﺎﻟﺢ‬2-6-8
( f c ) ‫ روزه‬28 ‫ﮔﺮوت ﺑﺎﻳﺪ داراي ﻣﻘﺎوﻣﺖ ﻣﺸﺨﺼﻪ ﻓﺸﺎري‬
‫ ﻣﺨﻠﻮط ﮔﺮوت ﺑﺎﻳﺪ ﺑﮕﻮﻧﻪاي‬.‫ ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺎﺷﺪ‬27/58 ‫ﺣﺪاﻗﻞ‬
‫ﻃﺮاﺣﻲ و اﺧﺘﻼط ﺷﻮد ﻛﻪ ﻳﻚ ﻣﺨﻠﻮط ﺑﺎ ﻗﺎﺑﻠﻴﺖ ﭘﻤﭗ ﻛﺮدن‬
60 ‫ رده‬ASTM A615 ‫ آرﻣﺎﺗﻮرﻫﺎ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﺎ‬.‫ﺣﺎﺻﻞ ﺷﻮد‬
‫ از ﻧﻮع ﻣﻴﻠﮕﺮدﻫﺎي آﺟﺪار‬،150 ‫ رده‬ASTM A722 ‫ ﻳﺎ‬75 ‫ﻳﺎ‬
.‫ﺑﺎﺷﻨﺪ‬
‫ ﻣﻴﻠﻴﻤﺘﺮ و‬4/8 ‫ ﻏﻼف ﺑﺎﻳﺪ داراي ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ ﺟﺪاره‬/‫ﻟﻮﻟﻪ‬
‫ ﺑﺮاي‬IBC ‫ اﺳﺘﺎﻧﺪارد‬1808.2.7 ‫ﺑﺮاﺳﺎس اﻟﺰاﻣﺎت ﺑﺨﺶ‬
‫ﻏﻼف ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﺎ‬/‫ اﻟﺰاﻣﺎت ﮔﺴﻴﺨﺘﮕﻲ ﻟﻮﻟﻪ‬.‫وﺻﻠﻪﻫﺎ ﺑﺎﺷﺪ‬
‫ ﺑﻪ ﺟﺰ ﺣﺪاﻗﻞ ﻣﻘﺎوﻣﺖ‬،‫ ﺑﺎﺷﺪ‬3 ‫ رده‬ASTM A252 ‫اﺳﺘﺎﻧﺪارد‬
‫ ﺗﺎ‬345 ً‫ﺗﺴﻠﻴﻢ ﻛﻪ ﺑﺎﻳﺪ ﺑﺎ اﺳﺘﻔﺎده از ﻣﺸﺨﺼﺎت ﻃﺮاﺣﻲ )ﻋﻤﻮﻣﺎ‬
strength ( f c ) of not less than 27.58MPa . The grout
mix shall be designed and proportioned so as to
produce a pumpable mixture. Reinforcement steel
shall be deformed bars in accordance with ASTM A
615 Grade 60 or 75 or ASTM A 722 Grade 150.
Pipe/casing shall have a minimum wall thickness of
4.8 mm and as required to meet Section 1808.2.7 of
IBC for splices. Pipe/casing shall meet the tensile
requirements of ASTM A252 Grade 3, except the
minimum yield strength shall be as used in the
design submittal (typically 345 MPa to 552 MPa)
22
Jun. 2009 / 1388 ‫ﺧﺮداد‬
and minimum elongation shall be 15 percent.
8.6.3 Allowable stresses
The allowable design compressive stress on grout
shall not exceed 0.33 f c . The allowable design
compressive stress on steel pipe and steel
reinforcement shall not exceed the lesser of 0.4 Fy,
or 220 MPa. The allowable design tensile stress for
steel reinforcement shall not exceed 0.60 Fy. The
allowable design tensile stress for the cement grout
shall be zero.
IPS-E-CE-130(1)
.‫درﺻﺪ ﺑﺎﺷﺪ‬15 ‫ ﻣﮕﺎﭘﺎﺳﻜﺎل( و ﺣﺪاﻗﻞ ﺗﻐﻴﻴﺮ ﻃﻮل ﻧﺴﺒﻲ‬552
‫ ﺗﻨﺸﻬﺎي ﻣﺠﺎز‬3-6-8
.‫ ﺷﻮد‬0/33 f c ‫ﺗﻨﺶ ﻓﺸﺎري ﻣﺠﺎز ﻃﺮاﺣﻲ ﮔﺮوت ﻧﺒﺎﻳﺪ ﺑﻴﺶ از‬
‫ﺗﻨﺶ ﻓﺸﺎري ﻣﺠﺎز ﻃﺮاﺣﻲ ﻟﻮﻟﻪ ﻓﻮﻻدي و آرﻣﺎﺗﻮر ﻧﺒﺎﻳﺪ از‬
‫ ﺗﻨﺶ‬.‫ ﻣﮕﺎﭘﺎﺳﻜﺎل ﻓﺮاﺗﺮ رود‬220 ‫ ﻳﺎ‬0/4 Fy ‫ﻛﻤﺘﺮﻳﻦ ﻣﻘﺎدﻳﺮ‬
‫ ﺑﻴﺸﺘﺮ‬0/6 Fy ‫ﻛﺸﺸﻲ ﻣﺠﺎز ﻃﺮاﺣﻲ ﺑﺮاي آرﻣﺎﺗﻮرﻫﺎ ﻧﺒﺎﻳﺪ از‬
‫ ﺗﻨﺶ ﻛﺸﺸﻲ ﻣﺠﺎز ﻃﺮاﺣﻲ ﺑﺮاي ﺳﻴﻤﺎن ﮔﺮوت ﺑﺎﻳﺪ ﺻﻔﺮ‬.‫ﺷﻮد‬
.‫ﺑﺎﺷﺪ‬
8.6.4 Reinforcement
For piles or portions of piles grouted inside a
temporary or permanent casing or inside a hole
drilled into bedrock or a hole drilled with grout, the
steel pipe or steel reinforcement shall be designed to
carry at least 40 percent of the design compression
load. Piles or portions of piles grouted in an open
hole in soil without temporary or permanent casing
and without suitable means of verifying the hole
diameter during grouting shall be designed to carry
the entire compression load in the reinforcing steel.
Where a steel pipe is used for reinforcement, the
portion of the cement grout enclosed within the pipe
is permitted to be included at the allowable stress of
the grout.
‫ آرﻣﺎﺗﻮرﮔﺬاري‬4-6-8
‫ﺑﺮاي ﺗﻤﺎم ﻳﺎ ﺑﺨﺶﻫﺎﻳﻲ از ﺷﻤﻊﻫﺎي ﮔﺮوت رﻳﺰي ﺷﺪه داﺧﻞ‬
‫ﻏﻼﻓﻬﺎي ﻣﻮﻗﺖ ﻳﺎ داﺋﻢ ﻳﺎ داﺧﻞ ﺳﻮراخ ﺣﻔﺮ ﺷﺪه درون ﺳﻨﮓ‬
‫ ﻟﻮﻟﻪ ﻓﻮﻻدي ﻳﺎ‬،‫ﺑﺴﺘﺮ ﻳﺎ ﺳﻮراخ ﺣﻔﺮ ﺷﺪه ﻫﻤﺮاه ﺑﺎ ﮔﺮوت‬
‫ درﺻﺪ ﺑﺎر ﻓﺸﺎري‬40 ‫آرﻣﺎﺗﻮرﻫﺎ ﺑﺎﻳﺪ ﺑﺮاي ﺗﺤﻤﻞ ﺣﺪاﻗﻞ‬
‫ ﺗﻤﺎم ﻳﺎ ﺑﺨﺸﻲ از ﺷﻤﻌﻬﺎي ﮔﺮوت رﻳﺰي‬.‫ ﻃﺮح ﺷﻮﻧﺪ‬،‫ﻃﺮاﺣﻲ‬
‫ﺷﺪه در ﺳﻮراﺧﻬﺎي ﺑﺎز داﺧﻞ ﺧﺎك ﺑﺪون ﻏﻼف ﻣﻮﻗﺖ ﻳﺎ داﺋﻢ‬
‫ﺑﺪون ﺗﺠﻬﻴﺰات ﻣﻨﺎﺳﺐ ﻛﻨﺘﺮل ﻗﻄﺮ ﺳﻮراخ در ﻣﺪت ﮔﺮوت‬
‫رﻳﺰي ﺑﺎﻳﺪ ﺑﺮاي ﺗﺤﻤﻞ ﺗﻤﺎم ﺑﺎر ﻓﺸﺎري ﺗﻮﺳﻂ آرﻣﺎﺗﻮرﻫﺎ‬
‫ در ﻣﻮاردﻳﻜﻪ از ﻟﻮﻟﻪ ﻓﻮﻻدي ﺑﺮاي ﻣﺴﻠﺢ ﻛﺮدن‬.‫ﻃﺮاﺣﻲ ﺷﻮﻧﺪ‬
‫ ﺑﺨﺸﻲ از ﮔﺮوت ﺳﻴﻤﺎﻧﻲ ﻛﻪ در داﺧﻞ ﻟﻮﻟﻪ‬،‫اﺳﺘﻔﺎده ﻣﻲﺷﻮد‬
‫ ﻣﺠﺎز اﺳﺖ در ﻣﺤﺎﺳﺒﻪ ﺗﻨﺶ ﻣﺠﺎز ﮔﺮوت‬،‫ﻗﺮار ﮔﺮﻓﺘﻪ اﺳﺖ‬
.‫ﻣﻨﻈﻮر ﺷﻮد‬
‫ ﺷﻤﻊﻫﺎي ﺑﺘﻨﻲ ﭘﻴﺶ ﺳﺎﺧﺘﻪ‬-9
9. PRECAST CONCRETE PILES
‫ ﻋﻤﻮﻣﻲ‬1-9
9.1 General
‫ ﻃﺮاﺣﻲ و ﺳﺎﺧﺖ‬1-1-9
9.1.1 Design and manufacture
‫ﺷﻤﻌﻬﺎ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ روﺷﻬﺎي ﭘﺬﻳﺮﻓﺘـﻪ ﺷـﺪه ﻃﺮاﺣـﻲ و ﺳـﺎﺧﺘﻪ‬
‫ ﻛـﻮﺑﺶ و ﺑﺎرﻫـﺎي‬،‫ﺷﻮﻧﺪ و ﺗﻤﺎم ﺗﻨﺶ ﻫﺎي ﻧﺎﺷـﻲ از ﺟﺎﺑﺠـﺎﺋﻲ‬
، ‫ ﺣـﺪاﻗﻞ ﺑﻌـﺪ ﺟـﺎﻧﺒﻲ ﺷـﻤﻌﻬﺎ‬. ‫ﺑﻬﺮه ﺑﺮداري را ﺗﺤﻤﻞ ﻧﻤﺎﻳﻨـﺪ‬
‫ ﺗﻤﺎم ﮔﻮﺷﻪﻫﺎي ﺷﻤﻌﻬﺎي ﻣﺮﺑـﻊ ﺷـﻜﻞ‬. ‫ ﻣﻴﻠﻴﻤﺘﺮ ﻣﻲﺑﺎﺷﺪ‬200
‫ ﻓﻮﻻدﻫﺎي ﻃﻮﻟﻲ ﺑﺎﻳﺪ ﺑﺼﻮرت ﻣﺘﻘﺎرن ﻗﺮار‬. ‫ﺑﺎﻳﺪ داراي ﭘﺦ ﺑﺎﺷﺪ‬
‫ﮔﻴﺮﻧﺪ و ﻣﻬﺎر ﺟﺎﻧﺒﻲ آﻧﻬﺎ ﺑﺎﻳﺪ ﺗﻮﺳﻂ ﺗﻨـﮓ ﻫـﺎي ﻓـﻮﻻدي و ﻳـﺎ‬
100 ‫ﻣﻔﺘﻮلﻫﺎي ﻣﺎرﭘﻴﭽﻲ ﺑﺎ ﺣـﺪاﻛﺜﺮ ﻓﺎﺻـﻠﻪ ﻣﺮﻛـﺰ ﺑـﻪ ﻣﺮﻛـﺰ‬
‫ ﻣﻴﻠﻴﻤﺘﺮي دو اﻧﺘﻬـﺎي ﺷـﻤﻊ و ﺣـﺪاﻛﺜﺮ‬600 ‫ﻣﻴﻠﻴﻤﺘﺮ در ﻃﻮل‬
‫ ﺑﺎﺳﺘﺜﻨﺎء ﭘﻨﺞ ﻋﺪد‬،‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺮاي ﺳﺎﻳﺮ ﻗﺴﻤﺘﻬﺎ اﻧﺠﺎم ﺷﻮد‬150
‫ﺗﻨﮓ ﻳﺎ ﻣﺎرﭘﻴﭻ اول واﻗﻊ در دو اﻧﺘﻬﺎي ﺷﻤﻊ ﻛﻪ ﻓﺎﺻﻠﻪ ﻣﺮﻛﺰ ﺑﻪ‬
. ‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬25 ‫ﻣﺮﻛﺰ آﻧﻬﺎ ﺑﺎﻳﺪ‬
All piles shall be designed and manufactured in
accordance with accepted practice and to resist all
stresses induced by handling, driving and service
loads. The minimum lateral dimension shall be 200
mm. All corners of square piles shall be chamfered.
Longitudinal steel shall be arranged in a symmetrical
pattern and shall be laterally tied with steel ties or
wire spiral spaced not more than 100 mm apart
center-to-center for a distance of 600 mm from the
ends of the pile and not more than 150 mm
elsewhere except that at the ends of each pile the
first five ties or spirals shall be spaced 25 mm center
to center.
‫ ﺷﻤﻌﻬﺎي ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﻏﻴﺮ ﭘﻴﺶ ﺗﻨﻴﺪه‬2-9
9.2 Precast Nonprestressed Piles
‫ ﻃﺮاﺣﻲ‬1-2-9
9.2.1 Design
‫ﺣﺪاﻗﻞ ﺳﻄﺢ ﻣﻘﻄﻊ آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ ﺑﺮ ﺣﺴﺐ درﺻﺪ ﻣﻘﻄـﻊ‬
The minimum amount of longitudinal reinforcement
23
Jun. 2009 / 1388 ‫ﺧﺮداد‬
expressed as a percentage of the gross crosssectional area of the pile shall be 1% for piles 12 m.
and shorter and 1 ½% for piles longer than 12 m. and
shall consist of at least four bars.
IPS-E-CE-130(1)
1 ،‫ ﻣﺘﺮ و ﻛﻮﺗﺎﻫﺘﺮ‬12 ‫ﻧﺎﺧﺎﻟﺺ ﺷﻤﻊ ﺑﺎﻳﺪ ﺑﺮاي ﺷﻤﻌﻬﺎي ﺑﺎ ﻃﻮل‬
‫ درﺻـﺪ و‬1/5 ،‫ ﻣﺘـﺮ‬12 ‫درﺻﺪ و ﺑﺮاي ﺷﻤﻌﻬﺎي ﺑﺎ ﻃﻮل ﺑﻴﺶ از‬
.‫ ﻋﺪد ﻣﻴﻠﮕﺮد ﺑﺎﺷﺪ‬4 ‫ﺷﺎﻣﻞ ﺣﺪاﻗﻞ‬
‫ ﻣﺼﺎﻟﺢ‬2-2-9
9.2.2 Material
‫ﺷﻤﻌﻬﺎي ﺑﺘﻨـﻲ ﭘـﻴﺶ ﺳـﺎﺧﺘﻪ ﺑﺎﻳـﺪ داراي ﻣﻘﺎوﻣـﺖ ﻣﺸﺨـﺼﻪ‬
‫ﭘﻮﻧـﺪ ﺑـﺮ اﻳـﻨﭻ‬3000)‫ ﻣﮕـﺎ ﭘﺎﺳـﻜﺎل‬20/68 ‫ ﺣﺪاﻗﻞ‬f c ‫ﻓﺸﺎري‬
20/68 ‫ﻣﺮﺑﻊ( ﺑﺎﺷﻨﺪ و ﻗﺒﻞ از ﻛﻮﺑﺶ ﺣـﺪاﻗﻞ ﻣﻘﺎوﻣـﺖ ﻓـﺸﺎري‬
.‫ﭘﻮﻧﺪ ﺑﺮ اﻳﻨﭻ ﻣﺮﺑﻊ( را ﻛﺴﺐ ﻛﺮده ﺑﺎﺷﺪ‬3000)‫ﻣﮕﺎ ﭘﺎﺳﻜﺎل‬
‫ ﻣـﺸﺨﺺ ﻛﻨﻨـﺪه اﺣﺘﻤـﺎل ﺣﻤﻠـﻪ‬،‫در ﻣﻮاردﻳﻜﻪ ﻣﻄﺎﻟﻌﺎت ﺧﺎك‬
‫ ﻣﻄﺎﺑﻖ‬V ‫ ﻳﺎ ﺗﻴﭗ‬II ‫ ﺑﺎﻳﺪ از ﺳﻴﻤﺎن ﭘﺮﺗﻠﻨﺪ ﺗﻴﭗ‬،‫ﺳﻮﻟﻔﺎﺗﻬﺎ اﺳﺖ‬
.‫ "ﻣﺸﺨﺼﺎت ﺳﻴﻤﺎن ﭘﺮﺗﻠﻨﺪ" اﺳﺘﻔﺎده ﻧﻤﻮد‬ASTM C150
Precast concrete piles shall have a specified
compressive strength f c of not less than 20.68 MPa
(3000 PSI) and shall develop a compressive strength
of not less than 20.68 MPa (3000 PSI) before
driving.
Where sub-surface investigations indicate the
likelihood
of
considerable
sulfate
attack,
consideration shall be given to the use of Type II or
Type V Portland Cement as specified in ASTM
C150-Specifications for Portland Cement.
9.2.3 Allowable stress
The allowable compressive stress in the concrete
shall not exceed 0.33 f c applied to the gross cross
sectional area of the pile.
‫ ﺗﻨﺶ ﻫﺎي ﻣﺠﺎز‬3-2-9
‫ﺗﻨﺶ ﻓﺸﺎري ﻣﺠﺎز در ﺑﺘﻦ وارد ﺑﺮ ﺳﻄﺢ ﻣﻘﻄﻊ ﻧﺎﺧـﺎﻟﺺ ﺷـﻤﻊ‬
. ‫ ﺗﺠﺎوز ﻧﻤﺎﻳﺪ‬0/33 f c ‫ﻧﺒﺎﻳﺪ از‬
‫ آرﻣﺎﺗﻮر ﮔﺬاري‬4-2-9
9.2.4 Reinforcement
‫آرﻣﺎﺗﻮرﮔﺬاري ﻓﻮﻻدي ﺑﺎﻳﺪ ﺑﻨﺤﻮي ﻃﺮاﺣﻲ ﺷﻮد ﻛـﻪ ﺗـﻨﺶ ﻫـﺎ‬
‫ﺗﺤﺖ ﺗﻤﺎم ﺷﺮاﻳﻂ ﺑﺎرﮔﺬاري از ﺟﻤﻠﻪ ﺑﺎرﻫﺎي ﻧﺎﺷﻲ از ﺟﺎﺑﺠـﺎﺋﻲ‬
. ‫ﺷﻤﻌﻬﺎ در ﻣﺤﺪوده ﻣﺠﺎز ﻗﺮار ﮔﻴﺮﻧﺪ‬
The steel reinforcing shall be so designed that the
stresses will remain within the permissible limits
under all loading conditions, including those due to
the handling of the piles.
‫ ﭘﻮﺷﺶ ﺑﺘﻨﻲ‬5-2-9
9.2.5 Concrete cover
9.2.5.1 Reinforcement for piles cast in the field and
also for piles not manufactured under plant control
conditions shall have a concrete cover of not less
than 50 mm.
‫ آرﻣﺎﺗﻮرﻫــﺎي ﺷــﻤﻌﻬﺎي ﺳــﺎﺧﺘﻪ ﺷــﺪه در ﻣﺤــﻞ و‬1-5-2-9
9.2.5.2 Reinforcement for piles manufactured under
plant control conditions shall have a concrete cover
of not less than 32 mm for 15 mm bars and smaller,
and not less than 38 mm for 19 mm through 43 mm
bars except that longitudinal bars spaced less than 38
mm clear distance apart shall be considered bundled
bars for which the minimum concrete cover shall be
equal to that for equivalent diameter of the bundled
bars.
‫ آرﻣﺎﺗﻮرﻫﺎي ﺷﻤﻌﻬﺎي ﺗﻮﻟﻴـﺪ ﺷـﺪه ﺗﺤـﺖ ﺷـﺮاﻳﻂ‬2-5-2-9
9.2.5.3 Reinforcement for all piles exposed to
seawater shall have a concrete cover of not less than
76 mm.
‫ ﺣﺪاﻗﻞ ﭘﻮﺷﺶ ﺑﺘﻨﻲ ﺑﺮاي آرﻣﺎﺗﻮرﻫـﺎي ﺷـﻤﻌﻬﺎي‬3-5-2-9
For
other
requirements
regarding
precast
nonprestressed piles refer to section 1809.2.2 of IBC.
‫ﺑﺮاي ﺳﺎﻳﺮ اﻟﺰاﻣﺎت ﻣﺮﺗﺒﻂ ﺑﺎ ﺷﻤﻌﻬﺎي ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﻏﻴـﺮ ﭘـﻴﺶ‬
. ‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬IBC ‫ اﺳﺘﺎﻧﺪارد‬1809.2.2 ‫ﺗﻨﻴﺪه ﺑﻪ ﺑﺨﺶ‬
‫ﻫﻤﭽﻨﻴﻦ ﺷﻤﻌﻬﺎﺋﻲ ﻛﻪ ﺗﺤﺖ ﺷﺮاﻳﻂ ﻛﻨﺘﺮل ﻛﺎرﺧﺎﻧـﻪاي ﺗﻮﻟﻴـﺪ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﻨﺪ‬50 ‫ ﺑﺎﻳﺪ داراي ﭘﻮﺷﺶ ﺣﺪاﻗﻞ‬،‫ﻧﺸﺪه ﺑﺎﺷﻨﺪ‬
‫ ﻣﻴﻠﻴﻤﺘـﺮ ﺑـﺮاي‬32 ‫ﻛﻨﺘﺮل ﺷـﺪه ﺑﺎﻳـﺪ داراي ﭘﻮﺷـﺶ ﺣـﺪاﻗﻞ‬
‫ ﻣﻴﻠﻴﻤﺘـﺮ‬38 ‫ ﻣﻴﻠﻴﻤﺘﺮ و ﻛﻤﺘﺮ و ﺣﺪاﻗﻞ‬15 ‫ﻣﻴﻠﮕﺮدﻫﺎي ﺑﺎ ﻗﻄﺮ‬
‫ ﺑﺎﺳـﺘﺜﻨﺎء‬، ‫ ﻣﻴﻠﻴﻤﺘـﺮ ﺑﺎﺷـﻨﺪ‬43 ‫ ﺗـﺎ‬19 ‫ﺑﺮاي ﻣﻴﻠﮕﺮدﻫﺎي ﺑﻘﻄﺮ‬
38 ‫ﻣﻮاردﻳﻜــﻪ ﻣﻴﻠﮕﺮدﻫــﺎي ﻃــﻮﻟﻲ داراي ﻓﺎﺻــﻠﻪ آزاد ﻛﻤﺘــﺮ از‬
‫ در اﻳـﻦ‬،‫ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﻨﺪ ﺑﻌﻨﻮان ﮔﺮوه ﻣﻴﻠﮕﺮدﻫﺎ ﺗﻠﻘﻲ ﻣﻲ ﺷـﻮﻧﺪ‬
‫ﻣﻮارد ﺣﺪاﻗﻞ ﭘﻮﺷﺶ ﺑﺘﻨﻲ ﺑﺎﻳﺪ ﻣﻌﺎدل ﭘﻮﺷﺶ ﻣﻮرد ﻧﻴـﺎز ﺑـﺮاي‬
. ‫ﻗﻄﺮ ﻣﻌﺎدل ﮔﺮوه ﻣﻴﻠﮕﺮدﻫﺎ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد‬
. ‫ ﻣﻴﻠﻴﻤﺘﺮ ﻣﻲﺑﺎﺷﺪ‬76 ،‫در ﻣﻌﺮض آب درﻳﺎ‬
24
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
‫ ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ ﭘﻴﺶ ﺗﻨﻴﺪه‬3-9
9.3 Prestressed Concrete Piles
‫ ﻋﻤﻮﻣﻲ‬1-3-9
9.3.1 General
‫در ﻣﻮاردﻳﻜﻪ ﻛﻮﺑﺶ ﺷﺪﻳﺪ ﺷﻤﻊ در ﻻﻳـﻪ ﻫـﺎي ﻣﺘـﺮاﻛﻢ ﭘـﻴﺶ‬
‫ ﺑﺮاي ﻛﺎﻫﺶ اﺣﺘﻤـﺎل اﻳﺠـﺎد ﺗﺮﻛﻬـﺎي ﻧﺎﺷـﻲ از‬، ‫ﺑﻴﻨﻲ ﻣﻲﺷﻮد‬
‫اﻣﻮاج ﺿﺮﺑﻪاي ﻛﺸﺸﻲ ﺑﺎﻳﺪ ﺷﻤﻌﻬﺎي ﺑﺘﻨـﻲ ﭘـﻴﺶ ﺗﻨﻴـﺪه ﺑﻜـﺎر‬
.‫رود‬
‫ اﺳﺘﻔﺎده از ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ ﭘﻴﺶ‬،‫ﻫﻤﭽﻨﻴﻦ در ﻏﻴﺮ از ﻣﻮارد ﻓﻮق‬
‫ﺗﻨﻴﺪه ﻣﻲﺗﻮاﻧﺪ ﺳﻮدﻣﻨﺪ ﺑﺎﺷﺪ و ﺑﻨﺎﺑﺮاﻳﻦ ﺑﺎﻳﺪ در ﻃﺮاﺣﻲ ﺷﻤﻊ‬
In cases where hard driving through dense layers is
to be expected, prestressed concrete piles shall be
specified to minimize the chance of cracks from
tensile shock waves.
Also for reasons other than above, prestressed
concrete piles may be advantageously used and shall
therefore be considered in piling design.
.‫ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
‫ ﻣﺼﺎﻟﺢ‬2-3-9
9.3.2 Material
‫اﻟﻒ( ﻛﻴﻔﻴﺖ ﺑﺘﻦ‬
a) Concrete quality
‫ ﺣـﺪاﻗﻞ ﻣﻴـﺰان‬،‫ﺑﻄﻮر ﻛﻠﻲ ﺑﻤﻨﻈـﻮر اﻃﻤﻴﻨـﺎن از دوام ﺑـﺘﻦ‬
‫ ﻛﻴﻠﻮﮔﺮم‬335 ‫ﺳﻴﻤﺎن در ﻳﻚ ﻣﺨﻠﻮط ﺑﺘﻨﻲ ﺑﺮاي ﺷﻤﻊ ﺑﺎﻳﺪ‬
‫ در ﻣﺤﻴﻄﻬﺎي ﺧﻮرﻧﺪه ﻣﺎﻧﻨـﺪ اﺳـﺘﻔﺎده‬.‫در ﻣﺘﺮ ﻣﻜﻌﺐ ﺑﺎﺷﺪ‬
‫ ﻛﻴﻠـﻮﮔﺮم در ﻣﺘـﺮ ﻣﻜﻌـﺐ‬390 ‫در ﻛﺎرﻫﺎي درﻳﺎﻳﻲ ﺣﺪاﻗﻞ‬
445 ‫ ﺑﺮاي ﺑﺘﻦ ﺳﺎزهﻫـﺎي ﻣﺘﻌـﺎرف ﻣﻴـﺰان‬.‫ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد‬
‫ﻛﻴﻠﻮﮔﺮم ﺳﻴﻤﺎن در ﻣﺘﺮ ﻣﻜﻌﺐ ﺑﻌﻨﻮان ﺣﺪاﻛﺜﺮ ﻗﺎﺑﻞ ﻗﺒـﻮل‬
. ‫در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮد‬
‫ روزه‬28 ‫ﺗﻤﺎم ﺑﺘﻦ ﻫﺎ ﺑﺎﻳﺪ داراي ﻣﻘﺎوﻣﺖ ﻓﺸﺎري ﻣﺸﺨـﺼﻪ‬
. ‫ ﻣﮕﺎ ﭘﺎﺳﻜﺎل ﺑﺎﺷﻨﺪ‬34/5 ‫ ﺣﺪاﻗﻞ‬f c
In general, the cement content of a concrete pile
mixture should be a minimum of 335 kg/m3 to
ensure durability. In aggressive environments,
such as for marine usage, at least 390 kg/m3 is
recommended. For conventional structural
concrete 445 kg/m3 is considered a reasonable
maximum.
All concrete shall have a 28 day specified
compressive strength f c of not less than 34.5
MPa.
‫ب( ﺳﻨﮕﺪاﻧﻪ ﻫﺎ‬
b) Aggregates
‫ ﻣﻴﻠﻴﻤﺘـﺮ‬25 ‫ﺣﺪاﻛﺜﺮ اﻧﺪازه ﺳﻨﮕﺪاﻧﻪ ﻫﺎي درﺷـﺖ ﻧﺒﺎﻳـﺪ از‬
.‫ﺑﻴﺸﺘﺮ ﺑﺎﺷﺪ‬
The maximum size of the coarse aggregate shall
not exceed 25 mm.
c) Prestressing wires
‫ج( ﻣﻔﺘﻮل ﻫﺎي ﭘﻴﺶ ﺗﻨﻴﺪه‬
Prestressing wires shall be of high tensile steel in
accordance with ASTM A 416. Oil tempered
prestressing wires shall not be used.
‫ﻣﻔﺘﻮل ﻫﺎي ﭘﻴﺶ ﺗﻨﻴﺪه ﺑﺎﻳﺪ از ﻓﻮﻻد ﺑﺎ ﻣﻘﺎوﻣﺖ ﮔﺴﻴﺨﺘﮕﻲ‬
‫ اﺳـﺘﻔﺎده از‬. ‫ ﺑﺎﺷـﻨﺪ‬ASTM A 416 ‫ﺑﺎﻻ ﻣﻄﺎﺑﻖ اﺳﺘﺎﻧﺪارد‬
. ‫ﻣﻔﺘﻮل ﻫﺎي ﭘﻴﺶ ﺗﻨﻴﺪﮔﻲ آب داده ﺷﺪه ﻣﺠﺎز ﻧﻤﻲﺑﺎﺷﺪ‬
‫ ﺗﻨﺶ ﻣﺠﺎز‬3-3-9
9.3.3 Allowable stress
‫ در ﺑـﺘﻦ ﺑـﺸﺮح زﻳـﺮ ﺗﻌﻴـﻴﻦ‬fc ،‫ﺗﻨﺶ ﻓـﺸﺎري ﻣﺠـﺎز ﻃﺮاﺣـﻲ‬
: ‫ﻣﻲﺷﻮد‬
The allowable design compressive stress fc in
concrete shall be determined as follows:
fc = 0.33 f c - 0.27f pc
fc = 0.33 f c - 0.27f pc
: ‫ﻛﻪ در آن‬
Where:
f c = The 28-day specified compressive strength of the
.‫ روزه ﺑﺘﻦ‬28 ‫ = ﻣﻘﺎوﻣﺖ ﻣﺸﺨﺼﻪ ﻓﺸﺎري‬fc
concrete.
.‫= ﺗﻨﺶ ﭘﻴﺶ ﺗﻨﻴﺪﮔﻲ ﻣﻮﺛﺮ روي ﺳﻄﺢ ﻣﻘﻄﻊ ﻧﺎﺧﺎﻟﺺ‬f pc
f pc = The effective prestress stress on the gross
section.
‫ ﭘﻮﺷﺶ ﺑﺘﻦ‬4-3-9
9.3.4 Concrete cover
‫ﺗﻤﺎم ﻓﻮﻻدﻫﺎي ﭘﻴﺶ ﺗﻨﻴﺪه و آرﻣﺎﺗﻮرﻫﺎي ﺷﻤﻊ ﺑﺎﻳﺪ ﭘﻮﺷﺶ‬
All prestressing steel and pile reinforcement shall
25
Jun. 2009 / 1388 ‫ﺧﺮداد‬
have a concrete cover of not less than 30 mm for
square piles of 300 mm or smaller size and 40 mm
for larger piles except that for piles exposed to
seawater, the minimum protective concrete cover
shall be not less than 75 mm.
IPS-E-CE-130(1)
300 ‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺮاي ﺷﻤﻊﻫﺎي ﻣﺮﺑﻌﻲ ﺑﺎ اﺑﻌﺎد‬30 ‫ﺑﺘﻨﻲ ﺣﺪاﻗﻞ‬
‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺮاي ﺷﻤﻊﻫﺎي ﺑﺰرﮔﺘﺮ‬40 ‫ﻣﻴﻠﻴﻤﺘﺮي ﻳﺎ ﻛﻮﭼﻜﺘﺮ و‬
‫ ﺑﺠﺰ ﺷﻤﻊﻫﺎي در ﻣﻌﺮض آب درﻳﺎ ﻛﻪ ﺣﺪاﻗﻞ‬،‫داﺷﺘﻪ ﺑﺎﺷﻨﺪ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﻛﻤﺘﺮ ﺷﻮد‬75 ‫ﭘﻮﺷﺶ ﺑﺘﻦ ﻣﺤﺎﻓﻆ ﻧﺒﺎﻳﺪ از‬
‫ ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ‬-10
10. TIMBER (WOODEN) PILES
‫ ﻣﺼﺎﻟﺢ‬1-10
10.1 Material
،‫ﺑﻪ ﻏﻴﺮ از ﻣﻮاردﻳﻜﻪ ﺷﻤﻌﻬﺎي ﻋﻤﻞ آوري ﻧﺸﺪه ﻣﺠﺎز ﻣـﻲﺑﺎﺷـﺪ‬
‫ ﺑﺎ ﻓﺸﺎر ﻋﻤـﻞ آوري‬2-10 ‫ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ زﻳﺮ ﺑﻨﺪ‬
. ‫ﺷﻮﻧﺪ‬
‫ﺷﻤﻌﻬﺎي ﻋﻤﻞ آوري ﻧﺸﺪه ﻓﻘـﻂ در ﻣﻮاردﻳﻜـﻪ در ﻃـﻮل ﻋﻤـﺮ‬
‫ﺳﺎزه ﻗﺴﻤﺘﻲ از ﻃﻮل آﻧﻬﺎ زﻳﺮ ﭘﺎﻳﻴﻦ ﺗـﺮﻳﻦ ﺗـﺮاز آب زﻳﺮزﻣﻴﻨـﻲ‬
‫ ﻫـﺮ ﻳـﻚ از ﺷـﻤﻌﻬﺎي‬.‫ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﻜﺎر روﻧـﺪ‬،‫ﻗﺮار ﺧﻮاﻫﺪ ﮔﺮﻓﺖ‬
. ‫ ﺑﺎﺷﻨﺪ‬ASTM D 25 ‫ﭼﻮﺑﻲ ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺑﺎ اﺳﺘﺎﻧﺪارد‬
Except where untreated piles are permitted, wood
piles shall be pressure treated in accordance with
Sub-clause 10.2.
Untreated piles may be used only when it has been
established that the cutoff will be below lowest
groundwater level assumed to exist during the life of
the structure. Every wood pile shall conform to
ASTM D 25.
‫ ﻋﻤﻞ آوري ﺣﻔﺎﻇﺘﻲ‬2-10
10.2 Preservative Treatment
‫ ﻋﻤﻞ آوري ﺣﻔـﺎﻇﺘﻲ ﺑـﺎ ﻓﺮآﻳﻨـﺪﻫﺎ و ﻣـﻮاد ﺷـﻴﻤﻴﺎﺋﻲ‬1-2-10
10.2.1 Preservative treatment by approved processes
and chemicals does not significantly affect allowable
stress values for round timber piles established in
this practice.
‫ اﺛﺮ ﻣﺤﺴﻮﺳﻲ روي ﺗﻨﺶﻫﺎي ﻣﺠﺎز ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ‬،‫ﺗﺄﻳﻴﺪ ﺷﺪه‬
. ‫ ﻧﺪارد‬،‫ﮔﺮد ﻣﺬﻛﻮر در اﻳﻦ اﺳﺘﺎﻧﺪارد‬
10.2.2 Conditioning of piles by kiln drying, steaming
or boiling in liquids prior to pressure treatment to
facilitate penetration of preservative chemicals does
affect strength properties. Reduction of allowable
stress (Table 3) to account for such effects is based
on compression parallel to grain tests of endmatched conditioned and unconditioned full-size pile
sections.
‫ اﺻﻼح و ﺑﻬﺴﺎزي ﺷﻤﻌﻬﺎ ﺑﻪ روش ﻫﺎي ﺧﺸﻚ ﻛـﺮدن‬2-2-10
10.2.3 No adjustments are made for conditioning
prior to treatment of allowable stress for modulus of
elasticity (E) and compression perpendicular to grain
at 0.04-in. deformation (Fcp).
‫ ﻫﻴﭽﮕﻮﻧﻪ ﺗﻐﻴﻴﺮ در ﺗﻨﺶ ﻣﺠﺎز‬،‫ ﺗﺎ ﭘﻴﺶ از ﻋﻤﻞ آوري‬3-2-10
‫در ﻛﻮره و ﺑﺨﺎر دادن ﻳـﺎ ﺟﻮﺷـﺎﻧﺪن در ﻣﺎﻳﻌـﺎت ﻗﺒـﻞ از ﻋﻤـﻞ‬
‫ ﺑﻪ ﻣﻨﻈﻮر ﺗﺴﻬﻴﻞ در ﻧﻔﻮذ ﻣﻮاد ﺷﻴﻤﻴﺎﻳﻲ ﻣﺤﺎﻓﻆ‬،‫آوري ﺑﺎ ﻓﺸﺎر‬
‫ ﻣﺒﻨــﺎي ﻛــﺎﻫﺶ‬.‫روي ﻣﺸﺨــﺼﺎت ﻣﻘــﺎوﻣﺘﻲ ﺗــﺄﺛﻴﺮ ﻣــﻲﮔــﺬارد‬
‫( ﺑـﺮاي ﻣﻨﻈـﻮر ﻧﻤـﻮدن اﻳـﻦ ﮔﻮﻧـﻪ‬3 ‫ﺗﻨﺶﻫﺎي ﻣﺠـﺎز )ﺟـﺪول‬
،‫ ﺑﺮاﺳﺎس آزﻣﺎﻳﺸﻬﺎي ﻓﺸﺎري در ﺟﻬﺖ ﻣﻮازي ﺑﺎ اﻟﻴـﺎف‬،‫ﺗﺄﺛﻴﺮات‬
‫روي اﻧﺘﻬﺎي ﺷﻤﻌﻬﺎي اﺻﻼح ﺷﺪه و روي ﻣﻘﺎﻃﻊ ﻛﺎﻣـﻞ اﺻـﻼح‬
.‫ﻧﺸﺪه ﺷﻤﻊ ﻣﻲﺑﺎﺷﺪ‬
‫( و ﻓﺸﺎر ﻋﻤﻮد ﺑـﺮ اﻟﻴـﺎف در ﺗﻐﻴﻴـﺮ‬E) ‫ﺑﺮاي ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ‬
. ‫( اﻧﺠﺎم ﻧﻤﻲﺷﻮد‬Fcp) ‫ اﻳﻨﭻ‬0/04 ‫ﺷﻜﻞ‬
TABLE 3- CONDITIONING EFFECTS ON THE STRENGTH OF ROUND TIMBER
‫ اﺛﺮات اﺻﻼح و ﺑﻬﺴﺎزي روي ﻣﻘﺎوﻣﺖ ﭼﻮب ﮔﺮد‬-3‫ﺟﺪول‬
Conditioning
Air Drying
Kiln Drying
Boulton Drying
‫روش اﺻﻼح‬
‫ﺧﺸﻚ ﻛﺮدن ﺑﺎ ﻫﻮا‬
‫ﺧﺸﻚ ﻛﺮدن در‬
‫ﺧﺸﻚ ﻛﺮدن‬
‫ﻛﻮره‬
Cct*
1.0
Steaming
(Normal)
Steaming
(Marine)
(‫ﺑﺨﺎردﻫﻲ )ﻋﺎدي‬
(‫ﺑﺨﺎردﻫﻲ )درﻳﺎﻳﻲ‬
0.80
0.74
‫ﺑﻪ روش ﺑﻮﻟﺘﻦ‬
0.90
0.95
* Cct = conditioning factor
Cct
26
*
‫ﺿﺮﻳﺐ اﺻﻼﺣﻲ‬
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
‫ ﺗﻨﺶﻫﺎي ﻣﺠﺎز‬3-10
10.3 Allowable Stresses
‫ﺗﻨﺶﻫﺎي ﻣﺠﺎز ﺑﺮاي ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ ﺑﺎﻳـﺪ ﺑﺮاﺳـﺎس اﺳـﺘﺎﻧﺪارد‬
‫ ﺑﺎﺷﺪ ﺿﻤﻦ آﻧﻜـﻪ ﻣﻘـﺎدﻳﺮ ﻣﻘﺎوﻣـﺖ ﻓـﺸﺎري‬ASTM D2899
. ‫ ﺗﺠﺎوز ﻧﻤﺎﻳﺪ‬4 ‫ﻧﺒﺎﻳﺪ از ﻣﻘﺎدﻳﺮ ﻣﻨﺪرج در ﺟﺪول‬
Allowable working stresses for wood piles shall
be per ASTM D 2899 except values for allowable
compressive strength shall not exceed the
following Table 4:
TABLE 4
4‫ﺟﺪول‬
TYPE OF WOOD
‫ﻧﻮع ﭼﻮب‬
ALLOWABLE COMPRESSIVE STRENGTH
MPa
‫ ﻣﮕﺎﭘﺎﺳﻜﺎل‬،‫ﺣﺪاﻛﺜﺮ ﻣﻘﺎوﻣﺖ ﻓﺸﺎري ﻣﺠﺎز‬
BALD CYPRESS, COASTAL REGION
DOUGLAS FIR, HICKORY, WHITE OAK,
AND OTHER WOODS OF COMPARABLE
STRENGTH
5.52
‫ ﺑﻠـﻮط ﺳـﻔﻴﺪ و ﺳـﺎﻳﺮ‬،‫ ﮔـﺮدو‬،‫ ﺻﻨﻮﺑﺮ ﻧﺎﺣﻴﻪ ﺳﺎﺣﻠﻲ‬،‫ﺳﺮو ﻋﺮﻳﺎن‬
‫ﭼﻮﺑﻬﺎي ﻣﺸﺎﺑﻪ از ﻧﻈﺮ ﻣﻘﺎوﻣﺖ‬
CEDAR, MOUNTAIN REGIO
DOUGLAS FIR, WESTERN HEMLOCK,
AND OTHER WOODS OF COMPARABLE
STRENGTH
4.14
‫ ﺷﻮﻛﺮان ﻏﺮﺑﻲ و ﺳﺎﻳﺮ ﭼﻮﺑﻬﺎي‬،‫ ﺻﻨﻮﺑﺮ ﻧﺎﺣﻴﻪ ﻛﻮﻫﺴﺘﺎﻧﻲ‬،‫ﺳﺮو‬
‫ﻣﺸﺎﺑﻪ از ﻧﻈﺮ ﻣﻘﺎوﻣﺖ‬
:‫ﻳﺎدآوري‬
Note:
The allowable pile loading for wood piles shall
not exceed 18 metric tons for 150 mm piles and
23 metric tons for 200 mm piles.
‫ ﺗﻦ ﺑﺮاي ﺷﻤﻌﻬﺎي‬18 ‫ﺑﺎر ﻣﺠﺎز ﺑﺮاي ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ ﻧﺒﺎﻳﺪ از‬
‫ ﻣﻴﻠﻴﻤﺘﺮي‬200 ‫ ﺗﻦ ﺑﺮاي ﺷﻤﻌﻬﺎي‬23 ‫ ﻣﻴﻠﻴﻤﺘﺮي و‬150
.‫ﺑﻴﺸﺘﺮ ﺷﻮد‬
‫ ﺷﻤﻌﻬﺎي اﺗﻜﺎﺋﻲ‬4-10
10.4 End Bearing Piles
Any sudden decrease in driving resistance of an
end bearing timber pile shall be investigated with
regard to the possibility of damage and if the
sudden decrease in driving resistance cannot be
correlated to bearing data, the pile shall be
removed for inspection or rejected.
‫ﻫﺮﮔﻮﻧﻪ ﻛـﺎﻫﺶ ﻧﺎﮔﻬـﺎﻧﻲ در ﻣﻘﺎوﻣـﺖ ﻛﻮﺑـﺸﻲ در ﻳـﻚ ﺷـﻤﻊ‬
‫اﺗﻜﺎﺋﻲ ﭼﻮﺑﻲ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﺣﺘﻤﺎل ﺻﺪﻣﻪ ﺑﻪ ﺷـﻤﻊ ﺑﺎﻳـﺪ ﺑﺮرﺳـﻲ‬
‫ﺷﻮد و ﭼﻨﺎﻧﭽﻪ ﻛﺎﻫﺶ ﻧﺎﮔﻬﺎﻧﻲ در ﻣﻘﺎوﻣﺖ ﻛﻮﺑﺸﻲ را ﻧﺘﻮان ﺑـﻪ‬
‫ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺷﻤﻊ ﻣﺮﺗﺒﻂ ﺳﺎﺧﺖ ﺑﺎﻳﺪ ﺷـﻤﻊ ﺑـﺮاي ﺑﺎزرﺳـﻲ‬
.‫ﺧﺎرج ﺷﺪه و ﻳﺎ ﻏﻴﺮ ﻗﺎﺑﻞ ﻗﺒﻮل ﺷﻨﺎﺧﺘﻪ ﺷﻮد‬
‫ ﺳﺎﻳﺮ اﻟﺰاﻣﺎت‬5-10
10.5 Other Requirements
-When driven, the entire pile shall be
permanently below water or ground water
level.
-If the foundation base level is to be above
water or ground water level , the wooden piles
shall be provided with reinforced concrete top
sections of sufficient length to ensure that the
wooden part remains permanently below water
or ground water level.
‫ ﺗﻤﺎم ﺷﻤﻊ ﭘﺲ از ﻛﻮﺑﺶ ﺑﺎﻳﺪ ﺑﻄﻮر داﺋﻤﻲ زﻳﺮ ﺗﺮاز آب ﻳﺎ‬. ‫آب زﻳﺮزﻣﻴﻨﻲ ﻗﺮار ﮔﻴﺮد‬
‫ ﭼﻨﺎﻧﭽﻪ ﻻزم ﺑﺎﺷﺪ ﺗﺮاز ﭘﺎﻳﻴﻦ ﺷﺎﻟﻮده ﺑﺎﻻﺗﺮ از ﺗﺮاز آب ﻳـﺎ‬‫ ﻗﺴﻤﺖ ﺑـﺎﻻﺋﻲ ﺷـﻤﻌﻬﺎي ﭼـﻮﺑﻲ ﺑﺎﻳـﺪ‬،‫آب زﻳﺮزﻣﻴﻨﻲ ﺑﺎﺷﺪ‬
‫ﺑﻄﻮل ﻛﺎﻓﻲ ﺑﺎ ﺑﺘﻦ ﻣﺴﻠﺢ ﭘﻮﺷﻴﺪه ﺷﻮد ﺗﺎ اﻃﻤﻴﻨﺎن ﺣﺎﺻـﻞ‬
‫ﺷﻮد ﻛﻪ ﻗﺴﻤﺖ ﭼﻮﺑﻲ داﺋﻤﺎً زﻳﺮ ﺗﺮاز آب ﻳـﺎ آب زﻳﺮزﻣﻴﻨـﻲ‬
.‫ﻗﺮار ﻣﻲﮔﻴﺮد‬
27
Jun. 2009 / 1388 ‫ﺧﺮداد‬
-The piles and the concrete top sections shall
be rigidly connected and this connection shall
be able to withstand a bending moment equal
to that which can be taken by the pile proper.
IPS-E-CE-130(1)
‫ ﺷﻤﻌﻬﺎ و ﻗﺴﻤﺘﻬﺎي ﻓﻮﻗﺎﻧﻲ ﺑﺘﻨﻲ ﺑﺎﻳـﺪ ﺑـﺼﻮرت ﻳﻜﭙﺎرﭼـﻪ‬‫ﺑﻬﻢ ﻣﺘﺼﻞ ﺑﺎﺷﻨﺪ و اﻳﻦ اﺗﺼﺎل ﺑﺎﻳﺪ ﺑﺘﻮاﻧﺪ در ﺑﺮاﺑﺮ ﻳﻚ ﻟﻨﮕﺮ‬
‫ﺧﻤﺸﻲ ﻣﻌﺎدل ﻟﻨﮕﺮ ﻗﺎﺑﻞ ﺗﺤﻤﻞ ﺗﻮﺳﻂ ﺗﻤﺎم ﺷﻤﻊ ﻣﻘﺎوﻣﺖ‬
. ‫ﻛﻨﺪ‬
‫ اﻳﻦ ﮔﻮﻧﻪ ﺷﻤﻌﻬﺎ ﻓﻘﻂ ﺑﺮاي ﺗﺤﻤـﻞ ﺳـﺎزهﻫـﺎي ﺳـﺒﻚ از‬‫ ﺷﺎﻟﻮدهﻫـﺎي ﭘﻤـﭗ و‬،‫ ﻇﺮوف ﺳﺒﻚ‬،‫ﻗﺒﻴﻞ ﭘﻠﻬﺎي ﻋﺒﻮر ﻟﻮﻟﻪ‬
. ‫ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﻜﺎر روﻧﺪ‬،‫ﻏﻴﺮه‬
-These piles may only be used for the support
of light structures, e.g. pipe bridges, light
vessels, pump foundations, etc.
‫ ﺷﻤﻌﻬﺎي ﻣﺮﻛﺐ‬-11
11. COMPOSITE PILES
11.1 Design
‫ ﻃﺮاﺣﻲ‬1-11
Composite piles are used in ground conditions
where conventional piles are unsuitable or
uneconomical. They may consist of a combination
of bored and driven piles, or driven piles
embodying two types of material. A frequently
used type of composite pile is the concrete and
timber pile. This type combines the cheapness and
ease of handling of the timber pile with the
durability of the concrete pile. The susceptibility
of the former to decay above the ground water
table has already been mentioned. Thus the timber
pile is terminated below lowest ground water level
and the upper portion formed in concrete.
‫ﺷﻤﻌﻬﺎي ﻣﺮﻛﺐ در ﺷﺮاﻳﻄﻲ از زﻣﻴﻦ ﺑﻜﺎر ﻣﻲروﻧﺪ ﻛـﻪ ﻛـﺎرﺑﺮد‬
‫ اﻳـﻦ ﺷـﻤﻌﻬﺎ‬.‫ﺷﻤﻌﻬﺎي ﻣﺘﻌﺎرف ﻧﺎﻣﻨﺎﺳﺐ ﻳﺎ ﻏﻴﺮ اﻗﺘﺼﺎدي اﺳﺖ‬
‫ ﻳـﺎ‬،‫ﻣﻲﺗﻮاﻧﻨﺪ ﺷﺎﻣﻞ ﺗﺮﻛﻴﺒﻲ از ﺷﻤﻌﻬﺎي ﺣﻔﺮ ﺷـﺪه و ﻛﻮﺑـﺸﻲ‬
‫ ﻳﻜـﻲ از اﻧـﻮاع راﻳـﺞ‬.‫ﺷﻤﻌﻬﺎي ﻛﻮﺑﺸﻲ ﺑﺎ دو ﻧﻮع ﻣﺼﺎﻟﺢ ﺑﺎﺷـﻨﺪ‬
‫ اﻳـﻦ ﻧـﻮع ﺷـﻤﻊ‬.‫ ﺷﻤﻊ ﺑﺘﻨـﻲ و ﭼـﻮﺑﻲ اﺳـﺖ‬،‫ﺷﻤﻌﻬﺎي ﻣﺮﻛﺐ‬
‫ﻣﺰﻳﺘﻬﺎي ارزاﻧﻲ و ﺳﻬﻮﻟﺖ ﺟﺎﺑﺠﺎﺋﻲ ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ را ﺑﺎ ﻣﺰﻳـﺖ‬
‫ در ﻣﻮرد ﺧﻄﺮ ﭘﻮﺳـﻴﺪﮔﻲ‬.‫دوام ﺷﻤﻌﻬﺎي ﺑﺘﻨﻲ ﺗﺮﻛﻴﺐ ﻣﻲ ﻛﻨﺪ‬
‫ﺷﻤﻊ ﭼﻮﺑﻲ در ﺑﺎﻻي ﺗﺮاز آب زﻳﺮزﻣﻴﻨﻲ ﻗﺒﻼً ﺗﻮﺿﻴﺢ داده ﺷﺪه‬
‫ ﺑﻨﺎﺑﺮاﻳﻦ ﺷﻤﻊ ﭼﻮﺑﻲ زﻳﺮ ﭘﺎﻳﻴﻦ ﺗﺮﻳﻦ ﺗـﺮاز آب زﻳﺮزﻣﻴﻨـﻲ‬.‫اﺳﺖ‬
. ‫ﻗﺮار ﻣﻲﮔﻴﺮد و ﻗﺴﻤﺖ ﻓﻮﻗﺎﻧﻲ ﺑﺸﻜﻞ ﺑﺘﻨﻲ ﺳﺎﺧﺘﻪ ﻣﻲﺷﻮد‬
Another method of composite piling is to use a
hollow precast concrete driven section which
remains in position after a timber pile has been
driven down the interior to the required
penetration. Composite steel H-section and
concrete piles can be driven in a similar manner to
concrete and timber piles. The concrete portion is
used in the zone above and immediately below
ground level which is most susceptible to
corrosion. The design of such composite piles
should provide a rigid connection between the two
components.
‫ ﻛﻮﺑﻴـﺪن ﻳـﻚ ﻣﻘﻄـﻊ ﺑﺘﻨـﻲ‬،‫روش دﻳﮕﺮ اﺟﺮاي ﺷـﻤﻊ ﻣﺮﻛـﺐ‬
‫ﺗﻮﺧﺎﻟﻲ ﭘﻴﺶ ﺳﺎﺧﺘﻪ و ﺳﭙﺲ ﻛﻮﺑﺶ ﺷﻤﻊ ﭼﻮﺑﻲ در داﺧـﻞ آن‬
‫ و‬H ‫ ﺗﺮﻛﻴﺐ ﺷﻤﻊ ﻓﻮﻻدي ﺑﺎ ﻣﻘﻄﻊ‬. ‫ﺗﺎ ﻋﻤﻖ ﻣﻮرد ﻧﻈﺮ ﻣﻲﺑﺎﺷﺪ‬
‫ﺷﻤﻊ ﺑﺘﻨﻲ ﻧﻴﺰ ﻣﻲﺗﻮاﻧﺪ ﺑﻪ روش ﻣﺸﺎﺑﻪ ﺗﺮﻛﻴﺐ ﺷﻤﻌﻬﺎي ﺑﺘﻨـﻲ‬
‫ ﻗﺴﻤﺖ ﺑﺘﻨﻲ در ﻧﺎﺣﻴـﻪ ﺑـﺎﻻ و ﻧﺰدﻳـﻚ ﺑـﻪ‬. ‫و ﭼﻮﺑﻲ اﺟﺮا ﺷﻮد‬
‫ﭘﺎﺋﻴﻦ ﺗﺮاز آب زﻳﺮزﻣﻴﻨﻲ ﻛﻪ ﺑﻴﺸﺘﺮﻳﻦ اﺣﺘﻤﺎل ﺧﻮردﮔﻲ وﺟـﻮد‬
‫ ﻃﺮاﺣﻲ اﻳـﻦ ﮔﻮﻧـﻪ ﺷـﻤﻌﻬﺎي ﻣﺮﻛـﺐ ﺑﺎﻳـﺪ‬.‫ ﺑﻜﺎر ﻣﻲ رود‬،‫دارد‬
.‫ﺗﺄﻣﻴﻦ ﻛﻨﻨﺪه ﻳﻚ اﺗﺼﺎل ﺻﻠﺐ ﺑﻴﻦ دو ﻗﺴﻤﺖ ﺑﺎﺷﺪ‬
11.2 Limitation of Load
The maximum allowable load shall be limited by
the capacity of the weakest section incorporated in
the pile.
‫ ﻣﺤﺪودﻳﺖ ﺑﺎر‬2-11
‫ﺣﺪاﻛﺜﺮ ﺑﺎر ﻣﺠﺎز ﺑﺎﻳﺪ ﺑﻪ ﻇﺮﻓﻴﺖ ﺿﻌﻴﻒ ﺗـﺮﻳﻦ ﻣﻘﻄـﻊ ﺗـﺸﻜﻴﻞ‬
.‫دﻫﻨﺪه ﺷﻤﻊ ﻣﺤﺪود ﺷﻮد‬
‫ وﺻﻠﻪ ﻫﺎ‬3-11
11.3 Splices
Splices between concrete section and steel or
wood sections shall be designed to prevent
separation of the sections both before and after the
concrete portion has been set, and to insure the
alignment and transmission of the total pile load.
‫ ﺑﺎﻳﺪ‬،‫وﺻﻠﻪ ﻫﺎي ﺑﻴﻦ ﻗﺴﻤﺖ ﺑﺘﻨﻲ و ﻗﺴﻤﺘﻬﺎي ﭼﻮﺑﻲ ﻳﺎ ﻓﻮﻻدي‬
‫ﺑﻨﺤﻮي ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﻛـﻪ از ﺟـﺪاﺋﻲ ﻗـﺴﻤﺘﻬﺎي ﻗﺒـﻞ و ﺑﻌـﺪ از‬
‫ﮔﻴﺮش ﺑﺘﻦ ﺟﻠﻮﮔﻴﺮي ﺷـﻮد و از ﺗﻨﻈـﻴﻢ و ﺗـﺮاز و اﻧﺘﻘـﺎل ﺗﻤـﺎم‬
.‫ﻧﻴﺮوي ﺷﻤﻊ اﻃﻤﻴﻨﺎن ﺣﺎﺻﻞ ﺷﻮد‬
‫وﺻﻠﻪ ﻫﺎ ﺑﺎﻳﺪ ﺑﺮاي ﺗﺤﻤﻞ ﺑﺮﻛﻨﺶ ﻧﺎﺷﻲ از ﺑﺎﻻ آﻣﺪﮔﻲ در ﺣﻴﻦ‬
Splices shall be designed to resist uplift due to
upheaval during driving of adjacent piles and shall
‫ﻛﻮﺑﺶ ﺷﻤﻌﻬﺎي ﻣﺠﺎور ﻃﺮاﺣﻲ ﺷﻮﻧﺪ و ﺑﺘﻮاﻧﻨـﺪ ﺗﻤـﺎم ﻣﻘﺎوﻣـﺖ‬
28
Jun. 2009 / 1388 ‫ﺧﺮداد‬
develop the full compressive strength and not less
than 50% of the strength in tension and bending of
the weaker section.
IPS-E-CE-130(1)
‫ درﺻﺪ ﻣﻘﺎوﻣﺖ ﻛﺸﺸﻲ و ﺧﻤـﺸﻲ ﻣﻘﻄـﻊ‬50 ‫ﻓﺸﺎري و ﺣﺪاﻗﻞ‬
. ‫ﺿﻌﻴﻒ ﺗﺮ را ﻣﻨﺘﻘﻞ ﻧﻤﺎﻳﻨﺪ‬
(‫ ﺷﻤﻌﻬﺎي ﺻﻨﺪوﻗﻪاي )ﻛﻴﺴﻮن‬-12
12. CAISSON PILES
12.1 Definition
‫ ﺗﻌﺮﻳﻒ‬1-12
Caissons are deep foundation units which often
function similar to piles. However, these are
essentially end-bearing units and designed as deep
footings combined with concrete shafts to carry
the structure loads to the bearing stratum.
‫ﻛﻴﺴﻮن ﻫﺎ ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻘﻲ ﻫﺴﺘﻨﺪ ﻛﻪ ﻏﺎﻟﺒﺎً ﻣـﺸﺎﺑﻪ ﺷـﻤﻌﻬﺎ‬
‫ ﻛﻴـﺴﻮﻧﻬﺎ ﺑﻄـﻮر ﺧـﺎص واﺣـﺪﻫﺎي‬،‫ ﺑﺎ اﻳﻦ ﺣـﺎل‬.‫ﻋﻤﻞ ﻣﻲﻛﻨﻨﺪ‬
‫اﺗﻜﺎﺋﻲ ﻫﺴﺘﻨﺪ ﻛﻪ ﺑﺼﻮرت ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ ﻫﻤﺮاه ﺑﺎ ﻣﻴﻠﻪﻫﺎي‬
‫)ﺷﻤﻌﻬﺎي( ﺑﺘﻨﻲ ﺟﻬﺖ اﻧﺘﻘﺎل ﺑﺎرﻫﺎي ﺳﺎزه ﺑﻪ ﻻﻳﻪ ﻫـﺎي ﺑـﺎرﺑﺮ‬
. ‫ﻃﺮاﺣﻲ ﻣﻲﺷﻮﻧﺪ‬
‫ﺷﻤﻌﻬﺎي ﻛﻴﺴﻮن ﺷﺎﻣﻞ ﻳﻚ ﻣﻴﻠﻪ ﻣﺘﺸﻜﻞ از ﻟﻮﻟـﻪ ﻓـﻮﻻدي ﭘـﺮ‬
‫ ﻫﻤـﺮاه ﺑـﺎ ﻣـﺎدﮔﻲ‬،‫ﺷﺪه از ﺑﺘﻦ ﻛﻪ ﺗﺎ ﺑﺴﺘﺮ ﺳﻨﮕﻲ اداﻣﻪ ﻳﺎﻓﺘـﻪ‬
، ‫ﺑﺪون ﻏﻼف ﻛﻪ در ﺑﺴﺘﺮ ﺳﻨﮕﻲ ﺣﻔﺮ و ﺑﺎ ﺑﺘﻦ ﭘـﺮ ﺷـﺪه اﺳـﺖ‬
‫ ﺷﻤﻊ ﻛﻴﺴﻮن ﺑﺎﻳﺪ داراي ﻳﻚ ﻣﻐﺰه از ﻓـﻮﻻد ﺳـﺎزهاي‬.‫ﻣﻲﺑﺎﺷﻨﺪ‬
‫در ﺗﻤﺎم ﻃﻮل ﻳﺎ ﻳﻚ ﻣﻐﺰه ﻛﻮﺗـﺎه ﻛـﻪ در ﻣـﺎدﮔﻲ ﺳـﻨﮕﻲ ﻗـﺮار‬
‫ در داﺧـﻞ ﺷـﻤﻊ اﻣﺘـﺪاد‬،‫ﮔﺮﻓﺘﻪ و ﺑﻄﻮﻟﻲ ﻣﻌﺎدل ﻋﻤﻖ ﻣـﺎدﮔﻲ‬
.‫ ﺑﺎﺷﻨﺪ‬،‫ﻳﺎﻓﺘﻪ اﺳﺖ‬
Caisson piles shall consist of a shaft section of
concrete filled pipe extending to bedrock with an
uncased socket drilled into the bedrock and filled
with concrete. The caisson pile shall have a full
length structural steel core or a stub core installed
in the rock socket and extending into the pipe
portion a distance equal to the socket depth.
‫ ﻃﺮاﺣﻲ‬2-12
12.2 Design
The depth of the rock socket shall be sufficient to
develop the full load bearing capacity of the
caisson pile with a minimum factor of safety of
two but the depth shall be not less than the outside
diameter of the pipe. The design of the rock
socket may be predicated on the sum of the
allowable bearing pressure on the bottom of the
socket plus bond along the sides of the socket.
The minimum outside diameter of the caisson pile
shall be 460 mm and the diameter of the rock
socket shall be approximately equal to the inside
diameter of the pile.
‫ﻋﻤﻖ ﻣﺎدﮔﻲ داﺧﻞ ﺳﻨﮓ ﺑﺎﻳﺪ ﺑﺮاي اﻧﺘﻘﺎل ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي‬
‫ ﻛﺎﻓﻲ ﺑﺎﺷﺪ‬2 ‫ﻛﺎﻣﻞ ﺷﻤﻊ ﻛﻴﺴﻮن ﺑﺎ ﺣﺪاﻗﻞ ﺿﺮﻳﺐ اﻃﻤﻴﻨﺎن‬
‫ ﻃﺮاﺣﻲ‬. ‫ﻟﻴﻜﻦ اﻳﻦ ﻋﻤﻖ ﻧﺒﺎﻳﺪ از ﻗﻄﺮ ﺧﺎرﺟﻲ ﻟﻮﻟﻪ ﻛﻤﺘﺮ ﺑﺎﺷﺪ‬
‫ﻣﺎدﮔﻲ ﺳﻨﮓ ﻣﻲﺗﻮاﻧﺪ ﺑﺮاﺳﺎس ﺟﻤﻊ ﻓﺸﺎر ﻣﺠﺎز ﺗﻜﻴﻪﮔﺎﻫﻲ در‬
.‫اﻧﺘﻬﺎي ﻣﺎدﮔﻲ ﺑﻌﻼوه ﭘﻴﻮﺳﺘﮕﻲ ﻛﻨﺎره ﻫﺎي ﻣﺎدﮔﻲ اﻧﺠﺎم ﺷﻮد‬
‫ ﻣﻴﻠﻴﻤﺘﺮ و‬460 ‫ﺣﺪاﻗﻞ ﻗﻄﺮ ﺧﺎرﺟﻲ ﺷﻤﻊ ﻛﻴﺴﻮن ﺑﺎﻳﺪ ﺑﺮاﺑﺮ‬
. ‫ﻗﻄﺮ ﻣﺎدﮔﻲ داﺧﻞ ﺳﻨﮓ ﺗﻘﺮﻳﺒﺎً ﻣﻌﺎدل ﻗﻄﺮ داﺧﻠﻲ ﺷﻤﻊ ﺑﺎﺷﺪ‬
‫ ﻣﺼﺎﻟﺢ‬3-12
12.3 Material
Pipe and steel cores shall conform to the material
requirements of Sub-clause 7.2.2.
‫ﻟﻮﻟﻪ و ﻫﺴﺘﻪﻫﺎي ﻓﻮﻻدي ﺑﺎﻳﺪ ﻣﻄـﺎﺑﻖ ﺑـﺎ اﻟﺰاﻣـﺎت ﻣـﺼﺎﻟﺢ ﺑﻨـﺪ‬
. ‫ ﺑﺎﺷﺪ‬2-2-7
Pipe shall have a minimum wall thickness of 9.5
mm and shall be fitted with a suitable steel driving
shoe welded to the bottom of the pipe. All
concrete shall have a 28 day specified
compressive strength f c of not less than 28 MPa.
The concrete mix shall be designed and
proportioned so as to produce a cohesive
workable mix with a slump of from 100 to 150
mm.
‫ ﻣﻴﻠﻴﻤﺘـﺮ ﺑﺎﺷـﺪ و ﻳـﻚ‬9/5 ‫ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ ﺟـﺪاره ﻟﻮﻟـﻪ ﺑﺎﻳـﺪ‬
‫ ﺑـﺘﻦ ﺑﺎﻳـﺪ‬. ‫ﻛﻔﺸﻚ ﻣﻨﺎﺳﺐ ﻛﻮﺑﺶ ﺑﻪ اﻧﺘﻬﺎي آن ﺟـﻮش ﺷـﻮد‬
28 ‫ ﺣــﺪاﻗﻞ‬f c ‫ روزه‬28 ‫داراي ﻣﻘﺎوﻣــﺖ ﻓــﺸﺎري ﻣﺸﺨــﺼﻪ‬
‫ ﻃﺮح اﺧﺘﻼط ﺑﺘﻦ ﺑﺎﻳﺪ ﺑﻪ ﻧﺤـﻮي ﺗﻬﻴـﻪ ﺷـﻮد‬.‫ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺎﺷﺪ‬
‫ ﻣﻴﻠﻴﻤﺘﺮ‬150 ‫ ﺗﺎ‬100 ‫ﻛﻪ ﻳﻚ ﻣﺨﻠﻮط ﭼﺴﺒﻨﺪه ﻛﺎرا ﺑﺎ اﺳﻼﻣﭗ‬
. ‫ﺗﻮﻟﻴﺪ ﺷﻮد‬
12.4 Structural Core
The gross plan area of the structural steel core
shall not exceed 25% of the gross caisson section.
The minimum clearance between the structural
‫ ﻫﺴﺘﻪ ﺳﺎزهاي‬4-12
‫ج‬
‫ درﺻـﺪ‬25 ‫ﺳﻄﺢ ﻧﺎﺧﺎﻟﺺ اﻓﻘﻲ ﻫﺴﺘﻪ ﻓﻮﻻدي ﺳﺎزهاي ﻧﺒﺎﻳـﺪ از‬
‫ ﺣـﺪاﻗﻞ ﻓﺎﺻـﻠﻪ آزاد ﺑـﻴﻦ‬.‫ﺳﻄﺢ ﻧﺎﺧﺎﻟﺺ ﻛﻴﺴﻮن ﺑﻴـﺸﺘﺮ ﺑﺎﺷـﺪ‬
29
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
core and the pipe shall be 50 mm. If cores are to
be spliced, the ends shall be milled or ground to
provide full contact and shall be full depth
welded.
‫ در ﺻﻮرت ﻧﻴـﺎز ﺑـﻪ‬.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬50 ‫ﻫﺴﺘﻪ ﺳﺎزهاي و ﻟﻮﻟﻪ ﺑﺎﻳﺪ‬
‫ ﺑﺎﻳﺪ اﻧﺘﻬﺎي آﻧﻬﺎ ﻣﺎﺷﻴﻦ‬،‫وﺻﻠﻪ ﻫﺴﺘﻪﻫﺎ ﺑﺮاي ﺗﺄﻣﻴﻦ ﺗﻤﺎس ﻛﺎﻣﻞ‬
.‫ﻛﺎري و ﺳﻨﮓ زده ﺷﺪه و ﺑﺎ ﻧﻔﻮذ ﻛﺎﻣﻞ ﺟﻮﺷﻜﺎري ﺷﻮد‬
12.5 Allowable Stresses
The allowable design compressive stresses shall
not exceed the following:
‫ ﺗﻨﺶ ﻫﺎي ﻣﺠﺎز‬5-12
‫ﺗﻨﺶ ﻫﺎي ﻓﺸﺎري ﻣﺠﺎز ﻃﺮاﺣـﻲ ﻧﺒﺎﻳـﺪ از ﻣﻘـﺎدﻳﺮ زﻳـﺮ ﺑﻴـﺸﺘﺮ‬
:‫ﺑﺎﺷﺪ‬
‫ ﻫــﺴﺘﻪ ﺳــﺎزهاي‬، 0/35 fy : ‫ ﻟﻮﻟــﻪ ﻓــﻮﻻدي‬،0/33 f c : ‫ﺑــﺘﻦ‬
0/5 fy : ‫ﻓﻮﻻدي‬
Concrete, 0.33 f c ; steel pipe, 0.35 f y; structural
steel core, 0.50 fy.
30
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
APPENDICES
‫ﭘﻴﻮﺳﺖﻫﺎ‬
APPENDIX A
‫ﭘﻴﻮﺳﺖ اﻟﻒ‬
CHOICE OF PILES
‫اﻧﺘﺨﺎب ﺷﻤﻌﻬﺎ‬
: ‫اﻧﺘﺨﺎب ﻧﻮع‬
CHOICE OF TYPE
‫ ﺷﻤﻌﻬﺎ ﻣﺘﻨﺎﺳﺐ ﺑﺎ‬.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004 ‫ از‬7.3.2 ‫ﺑﻪ ﺑﺨﺶ‬
‫ ﺑﻪ ﺳﻪ ﻧﻮع اﺻﻠﻲ‬، 1 – ‫ﺗﺄﺛﻴﺮ آﻧﻬﺎ روي ﺧﺎك ﻣﻄﺎﺑﻖ ﺷﻜﻞ اﻟﻒ‬
: ‫ﺑﺸﺮح زﻳﺮ ﺗﻘﺴﻴﻢ ﻣﻲﺷﻮﻧﺪ‬
See section 7.3.2 BS 8004. Piles may be divided
into three main types, depending on their effect on
the soil as shown in Fig. A-1. These are as
follows:
a) Large displacement piles. These include all
types of solid pile, including timber and
precast concrete and steel or concrete tubes
closed at the lower end by a shoe or plug,
which may either be left in place or extruded to
form an enlarged foot.
‫ اﻳـﻦ‬.(‫اﻟﻒ( ﺷﻤﻌﻬﺎي ﺑﺎ ﺟﺎﺑﺠﺎﺋﻲ ﺑﺰرگ )ﺷـﻤﻌﻬﺎي ﺣﺠـﻴﻢ‬
b) Small displacement piles. These include
rolled steel sections, such as H piles, openended tubes and hollow sections if the ground
enters freely during driving.
‫ اﻳـﻦ دﺳـﺘﻪ‬.(‫ب( ﺷﻤﻌﻬﺎي ﺑﺎ ﺟﺎﺑﺠﺎﺋﻲ ﻛﻮﭼﻚ )ﻏﻴﺮﺣﺠﻴﻢ‬
‫دﺳﺘﻪ ﺷﺎﻣﻞ ﺗﻤﺎم اﻧﻮاع ﺷـﻤﻌﻬﺎي ﺻـﻠﺐ از ﺟﻤﻠـﻪ ﭼـﻮب و‬
‫ﺑﺘﻦ ﭘﻴﺶ ﺳﺎﺧﺘﻪ ﻳﺎ ﻟﻮﻟﻪ ﻫﺎي ﻓﻮﻻدي ﻳـﺎ ﺑﺘﻨـﻲ ﺑـﺎ اﻧﺘﻬـﺎي‬
‫ ﻣـﻲﺑﺎﺷـﺪ ﻛـﻪ‬،‫ﺗﺤﺘﺎﻧﻲ ﺑﺴﺘﻪ ﺗﻮﺳـﻂ ﻛﻔـﺸﻚ ﻳـﺎ درﭘـﻮش‬
‫ﻣﻲﺗﻮاﻧﺪ در ﻣﺤﻞ ﺑﺎﻗﻲ ﺑﻤﺎﻧﺪ و ﻳﺎ ﺑـﺮاي ﺗـﺸﻜﻴﻞ ﻳـﻚ ﭘﺎﻳـﻪ‬
. ‫ ﺑﻴﺮون ﻛﺸﻴﺪه ﺷﻮد‬،‫ﺑﺰرﮔﺘﺮ‬
،‫ ﺷـﻜﻞ‬H ‫ﺷﺎﻣﻞ ﻣﻘﺎﻃﻊ ﻧﻮرد ﺷﺪه ﻓﻮﻻدي ﻣﺎﻧﻨﺪ ﺷـﻤﻌﻬﺎي‬
‫ﻟﻮﻟﻪ ﻫﺎي ﺑﺎ اﻧﺘﻬﺎي ﺑﺎز و ﻣﻘﺎﻃﻊ ﺗﻮ ﺧﺎﻟﻲ در ﻣﻮاردﻳﻜﻪ ﺣﻴﻦ‬
.‫ ﺧﺎك ﺑﻪ آزادي داﺧﻞ آﻧﻬﺎ ﺷﻮد‬،‫ﻛﻮﺑﻴﺪن ﺷﻤﻊ‬
‫ ﺑﺎﻳﺪ ﺗﻮﺟﻪ داﺷﺖ ﻛﻪ ﻟﻮﻟﻪ ﻫﺎي ﺑﺎ اﻧﺘﻬـﺎي ﺑـﺎز و‬،‫ﺑﺎ اﻳﻦ ﺣﺎل‬
‫ﻣﻘﺎﻃﻊ ﺗﻮﺧﺎﻟﻲ ﻏﺎﻟﺒﺎً ﺑﺎ در ﭘﻮش ﺑﺴﺘﻪ ﻣﻲﺷﻮﻧﺪ و ﺑﺨـﺼﻮص‬
.‫در ﺧﺎﻛﻬﺎي ﭼﺴﺒﻨﺪه ﺗﺒﺪﻳﻞ ﺑﻪ ﺷﻤﻌﻬﺎي ﺣﺠﻴﻢ ﻣـﻲﺷـﻮﻧﺪ‬
.‫ ﻧﻴﺰ ﻣﻤﻜﻦ اﺳﺖ رﻓﺘﺎر ﻣﺸﺎﺑﻬﻲ داﺷﺘﻪ ﺑﺎﺷﻨﺪ‬H ‫ﺷﻤﻌﻬﺎي‬
However, it should be recognized that
open-ended tubes and hollow sections
frequently plug and become displacement
piles particularly in cohesive soils. H-piles
may behave similarly.
c) Replacement piles. These are formed by
boring or other methods of excavation; the
borehole may be lined with a casing or tube
that is either left in place or extracted as the
hole is filled.
‫ اﻳﻦ ﻧﻮع ﺷﻤﻌﻬﺎ از ﻃﺮﻳﻖ ﮔﻤﺎﻧﻪزﻧﻲ‬.‫ج( ﺷﻤﻌﻬﺎي ﺟﺎﻳﮕﺰﻳﻨﻲ‬
When considering a bored pile in soft or
granular ground especially when waterbearing, particular care will need to be taken to
ensure the integrity of the pile shaft and to
avoid:
‫در ﻣﻮاردﻳﻜﻪ ﺷﻤﻊ ﺣﻔﺎري ﺷـﺪه در زﻣـﻴﻦ ﻧـﺮم ﻳـﺎ داﻧـﻪاي‬
‫ ﻻزم اﺳـﺖ ﻣﺮاﻗﺒـﺖ‬،‫ﺑﻮﻳﮋه ﻫﻤﺮاه ﺑـﺎ آب ﻣـﻮرد ﻧﻈـﺮ ﺑﺎﺷـﺪ‬
‫ﺧﺎﺻﻲ ﺟﻬﺖ اﻃﻤﻴﻨﺎن از ﻳﻜﭙﺎرﭼﮕﻲ ﻣﻴﻠﻪ ﺷﻤﻊ و اﺟﺘﻨـﺎب‬
: ‫از ﻣﻮارد زﻳﺮ اﻧﺠﺎم ﺷﻮد‬
1) Disturbance causing instability of the
bearing stratum and the surrounding ground;
‫( دﺳﺖ ﺧﻮردﮔﻲ ﻛﻪ ﺑﺎﻋﺚ ﻧﺎﭘﺎﻳﺪاري ﻻﻳـﻪ ﺑـﺎرﺑﺮ و زﻣـﻴﻦ‬1
2) An inflow of water which could cause a
disturbance to the bearing stratum or the
surrounding ground;
‫( ورود آب ﻛﻪ ﻣﻲﺗﻮاﻧﺪ ﺑﺎﻋـﺚ اﺧـﺘﻼل در ﻻﻳـﻪ ﺑـﺎرﺑﺮ ﻳـﺎ‬2
3) An inflow of water or soil causing damage
to the unset concrete in the pile or piles
recently installed nearby.
‫( ورود آب ﻳﺎ ﺧﺎك ﻛﻪ ﺑﺎﻋﺚ ﺻﺪﻣﻪ ﺑﻪ ﺑـﺘﻦ ﺗـﺎزه رﻳﺨﺘـﻪ‬3
‫ﻳﺎ ﺳـﺎﻳﺮ روش ﻫـﺎي ﺣﻔـﺎري اﻳﺠـﺎد ﻣـﻲﺷـﻮﻧﺪ؛ ﮔﻤﺎﻧـﻪﻫـﺎ‬
‫ﻣﻲﺗﻮاﻧﻨﺪ ﺗﻮﺳﻂ ﻏﻼف ﻳﺎ ﻟﻮﻟﻪ ﻛﻪ در ﻣﺤﻞ ﺑﺎﻗﻲ ﻣﻲﻣﺎﻧﻨـﺪ و‬
. ‫ ﭘﻮﺷﻴﺪه ﺷﻮﻧﺪ‬،‫ﻳﺎ در ﺣﻴﻦ ﭘﺮ ﺷﺪن ﮔﻤﺎﻧﻪ ﺧﺎرج ﻣﻲﺷﻮﻧﺪ‬
‫ﻣﺠﺎور ﺷﻮد؛‬
‫زﻣﻴﻦ ﻣﺠﺎور ﺷﻮد؛‬
‫ﺷﺪه و ﺳﺨﺖ ﻧﺸﺪه ﺷﻤﻊ ﻳﺎ ﺷﻤﻌﻬﺎي ﻣﺠﺎور ﺷﻮد؛‬
‫ ﺣﺠـﻢ آن ﺑﺎﻳـﺪ‬،‫ﻫﻨﮕﺎﻣﻲ ﻛﻪ ﻳﻚ ﺷﻤﻊ ﺣﺠﻴﻢ ﻧﺼﺐ ﻣـﻲﺷـﻮد‬
When a displacement pile is installed, its volume
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has to be accommodated below the ground surface
by vertical and lateral displacements of the soil.
Effects of consequential heave or compaction may
be unacceptable to adjacent structures.
‫ﻣﺘﻨﺎﺳﺐ ﺑﺎ ﺟﺎﺑﺠﺎﺋﻲ ﻋﻤﻮدي و اﻓﻘـﻲ ﺧـﺎك زﻳـﺮ ﺳـﻄﺢ زﻣـﻴﻦ‬
‫ اﺛﺮات ﺑﺎﻻ آﻣﺪﮔﻲ ﻳﺎ ﺗـﺮاﻛﻢ ﻧﺎﺷـﻲ از آن ﻣـﻲﺗﻮاﻧـﺪ ﺑـﺮاي‬.‫ﺑﺎﺷﺪ‬
. ‫ﺳﺎزهﻫﺎي ﻣﺠﺎور ﻏﻴﺮ ﻗﺎﺑﻞ ﻗﺒﻮل ﺑﺎﺷﺪ‬
In some soils the vertical and lateral displacement
or heave resulting from subsequent piling may
carry with it piles that have already been installed.
This may cause end bearing piles to be lifted off
their bearing stratum. If lifting is suspected,
careful leveling from a datum unaffected by the
piling should be made on the heads of piles
already driven before and after driving subsequent
piles. Risen piles which depend largely on end
bearing and which are capable of being redriven
should be redriven to the specified resistance.
‫ ﺟﺎﺑﺠﺎﺋﻲ ﻋﻤﻮدي و اﻓﻘﻲ ﻳﺎ ﺑﺎﻻ آﻣﺪﮔﻲ ﻧﺎﺷـﻲ‬،‫در ﺑﺮﺧﻲ ﺧﺎﻛﻬﺎ‬
‫از اﺟﺮاي ﺷﻤﻌﻬﺎي ﺑﻌﺪي ﻣﻲﺗﻮاﻧﺪ ﺑﻪ ﺷﻤﻌﻬﺎي اﺟﺮا ﺷﺪه ﻗﺒﻠـﻲ‬
‫ اﻳﻦ اﻣﺮ ﻣﻲﺗﻮاﻧﺪ ﻣﻨﺠﺮ ﺑـﻪ ﺑـﺎﻻ آﻣـﺪن ﺷـﻤﻌﻬﺎي‬. ‫ﻣﻨﺘﻘﻞ ﺷﻮد‬
‫ ﭼﻨﺎﻧﭽـﻪ اﺣﺘﻤـﺎل ﭘﺪﻳـﺪه ﺑـﺎﻻ‬.‫اﺗﻜﺎﺋﻲ از روي ﻻﻳﻪ ﺑـﺎرﺑﺮ ﺷـﻮد‬
‫ ﻻزم اﺳﺖ ﺗﺮاز دﻗﻴﻖ ﺑﺎﻻي ﺷﻤﻌﻬﺎي‬،‫آﻣﺪﮔﻲ وﺟﻮد داﺷﺘﻪ ﺑﺎﺷﺪ‬
‫ ﻗﺒﻞ و ﺑﻌﺪ از اﺟﺮاي ﺷﻤﻌﻬﺎي ﺑﻌﺪي ﻧﺴﺒﺖ‬،‫ﭘﻴﺶ ﺗﺮ اﺟﺮا ﺷﺪه‬
‫ﺑﻪ ﻳﻚ ﺳﻄﺢ ﺗﺮاز ﺗﻐﻴﻴﺮ ﻧﻴﺎﻓﺘﻪ )ﻧﺎﺷﻲ از ﺷـﻤﻊ رﻳـﺰي( ﻛﻨﺘـﺮل‬
‫ ﺷﻤﻌﻬﺎي ﺑﺎﻻ آﻣﺪهاي ﻛﻪ ﺗﺎ ﺣﺪ زﻳﺎدي ﺑﻪ ﻣﻘﺎوﻣﺖ اﺗﻜـﺎﺋﻲ‬.‫ﺷﻮد‬
ً‫ ﺑﺎﻳﺪ ﻣﺠـﺪدا‬،‫واﺑﺴﺘﻪ ﺑﻮده و ﻛﻮﺑﺶ ﻣﺠﺪد آﻧﻬﺎ اﻣﻜﺎن ﭘﺬﻳﺮ ﺑﺎﺷﺪ‬
. ‫ﺗﺎ ﺣﺪ ﻣﻘﺎوﻣﺖ ﻣﺸﺨﺺ ﺷﺪه ﻛﻮﺑﻴﺪه ﺷﻮﻧﺪ‬
‫ﺷﻤﻌﻬﺎي درﺟﺎ ﻣﻌﻤﻮﻻً ﭘﺲ از ﺑﺘﻦ رﻳﺰي ﻧﺒﺎﻳﺪ دوﺑﺎره اﺟﺮا ﺷﻮﻧﺪ‬
‫و ﺑﺎﻳﺪ ﺟﺎﻳﮕﺰﻳﻦ و ﻳﺎ ﺑﺎ اﺟﺰاء دﻳﮕﺮي ﺗﻜﻤﻴـﻞ ﺷـﻮﻧﺪ و ﻳـﺎ آﻧﻜـﻪ‬
. ‫ﻣﻘﺎوﻣﺖ ﻣﻮرد ﻧﻴﺎز از ﻃﺮﻳﻖ ﭘﻴﺶ ﺑﺎرﮔﺬاري ﺷﻤﻌﻬﺎ ﺗﺄﻣﻴﻦ ﺷﻮد‬
Driven cast in situ piles should not normally be
redriven after concreting and should be replaced
or supplemented or the required resistance
developed by pre-loading the piles.
‫ﺧﺎك اﻃﺮاف ﻳﻚ ﺷﻤﻊ ﻛﻮﺑﻴﺪه ﺷﺪه ﻫﻨﮕﺎم ﻧﺼﺐ دﭼـﺎر دﺳـﺖ‬
‫ﺧﻮردﮔﻲ ﻣﻲﺷﻮد و در ﻣﻮرد ﮔﺮوه ﺷﻤﻌﻬﺎ ﺣﺠـﻢ ﺧـﺎك دﺳـﺖ‬
‫ ﻛﺎﺳـﺘﻦ از اﻳـﻦ اﺛـﺮات‬. ‫ﺧﻮرده ﻣﻲﺗﻮاﻧﺪ ﻗﺎﺑـﻞ ﻣﻼﺣﻈـﻪ ﺑﺎﺷـﺪ‬
‫ ﻳﺎ ﺑـﺎ‬،‫ﻣﻲﺗﻮاﻧﺪ از ﻃﺮﻳﻖ اﺳﺘﻔﺎده از ﺷﻤﻌﻬﺎي ﺑﺎ ﺟﺎﺑﺠﺎﺋﻲ ﻛﻮﭼﻚ‬
‫ ﻳـﺎ ﭼﻨﺎﻧﭽـﻪ‬،‫ﭘﻴﺶ ﺣﻔﺎري ﺑﺨـﺸﻲ از ﻋﻤـﻖ ﺷـﻤﻌﻬﺎي ﺣﺠـﻴﻢ‬
،‫ﺷﺮاﻳﻂ زﻣﻴﻦ ﻣﻨﺎﺳﺐ ﺑﺎﺷﺪ اﺳﺘﻔﺎده از ﺷﻤﻌﻬﺎي ﺣﻔـﺎري ﺷـﺪه‬
‫ در ﻣﻮاردﻳﻜــﻪ ﻻزم اﺳــﺖ ﺷــﻤﻌﻬﺎي ﺣﺠــﻴﻢ در‬.‫ﺣﺎﺻــﻞ ﺷــﻮد‬
‫زﻣﻴﻦﻫﺎﻳﻲ اﺟﺮا ﺷﻮد ﻛﻪ اﺣﺘﻤـﺎل ﺑـﺎﻻ آﻣـﺪﮔﻲ در آﻧﻬـﺎ وﺟـﻮد‬
‫ ﻣﻌﻤﻮﻻً ﻣﻲﺗﻮان اﺛﺮات روي ﺷﻤﻌﻬﺎ و ﺳﺎزهﻫﺎي ﻣﺠﺎور را از‬،‫دارد‬
‫ﻃﺮﻳﻖ اﺟﺮاي ﺷﻤﻌﻬﺎي ﻳﻚ ﮔﺮوه از ﻣﺮﻛﺰ ﺑـﻪ ﺧـﺎرج ﻳـﺎ ﺷـﺮوع‬
‫اﺟﺮا از ﺷﻤﻌﻬﺎي ﻣﺠـﺎور ﺳـﺎزه و در اداﻣـﻪ اﺟـﺮاي ﺷـﻤﻊﻫـﺎي‬
.‫ ﺑﻪ ﺣﺪاﻗﻞ ﻛﺎﻫﺶ داد‬،‫دورﺗﺮ‬
‫در ﻣﻮاردﻳﻜﻪ ﻻزم اﺳﺖ ارﺗﻌﺎش ﻳﺎ ﺳﺮ و ﺻﺪا ﺑﻪ ﺣﺪاﻗﻞ ﻛـﺎﻫﺶ‬
‫ﻳﺎﺑﺪ ﻣﻌﻤﻮﻻً ﺷﻤﻌﻬﺎي اﺟـﺮا ﺷـﺪه ﺑـﻪ روش اوﮔـﺮ ﺗـﺮﺟﻴﺢ داده‬
‫ ﺑﺎ اﻳﻦ ﺣﺎل ﺷﻤﻌﻬﺎﺋﻲ ﻛﻪ ﺗﺤﺖ ﺷﺮاﻳﻂ ﻛـﺎﻣﻼً ﻛﻨﺘـﺮل‬. ‫ﻣﻲﺷﻮد‬
‫ﺷﺪه اﺟﺮا ﺷﻮﻧﺪ ﻟﺰوﻣﺎً ﺑﺎﻋـﺚ ارﺗﻌـﺎش ﻣﺤـﺴﻮﺳﻲ ﻧﻤـﻲﺷـﻮﻧﺪ و‬
.‫ﺑﻨﺎﺑﺮاﻳﻦ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﻄﻮر اﻳﻤﻦ ﺗﺤﺖ ﻧﻈﺎرت اﻓﺮاد ﻣﺎﻫﺮ ﺑﻜﺎر روﻧﺪ‬
‫ ﻛـﻪ روي‬،‫در ﻣﻮارد اﺟﺮاي ﻛﺎر در ﻧﺰدﻳﻜﻲ ﺳـﺎزهﻫـﺎي ﻣﻮﺟـﻮد‬
‫ﻣﺎﺳﻪﻫﺎ ﻳﺎ ﺳﻴﻠﺖﻫﺎي ﺳﺴﺖ ﺧﺼﻮﺻﺎً ﺑﺼﻮرت اﺷـﺒﺎع ﺷـﺪه ﺑﻨـﺎ‬
‫ ﻻزم اﺳﺖ از ﻛﺎرﺑﺮد روش ﻫﺎﺋﻲ ﻛﻪ ﺑﺎﻋﺚ ارﺗﻌﺎﺷﺎت‬،‫ﺷﺪه ﺑﺎﺷﻨﺪ‬
‫ زﻳـﺮا اﻳـﻦ اﻣـﺮ ﻣـﻲﺗﻮاﻧـﺪ اﺛـﺮ‬،‫ﺧﻄﺮﻧﺎك ﻣﻲﺷﻮﻧﺪ اﺟﺘﻨﺎب ﺷﻮد‬
‫ﻛﺎﻫﺶ ﻣﻮﻗﺖ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ ﺧﺎك زﻳﺮ ﺷﺎﻟﻮدهﻫﺎي ﻣﺘﺼﻞ را ﺑﻪ‬
. ‫ﻫﻤﺮاه داﺷﺘﻪ ﺑﺎﺷﺪ‬
The soil around a driven pile is disturbed during
installation and with a pile group the volume of
soil affected may be considerable. Mitigation of
this effect can be obtained by the use of small
displacement piles, or by pre-boring over part of
the depth of displacement piles or, if the ground
conditions are suitable, by the use of bored piles.
Where large displacement piles are to be
employed in ground liable to heave, the effects on
adjacent piles and structures can usually be
minimized by working outward from the center of
a group or by commencing with the piles adjacent
to the structure and progressing away from it.
Where vibration or noise has to be reduced to a
minimum, piles formed by augering are generally
preferable. However, piles driven under carefully
controlled conditions do not necessarily cause
appreciable vibration and may then be used safely
under skilled supervision.
When working near existing structures which are
founded on loose sands or silts, particularly if
these are saturated, it is essential to avoid the use
of methods which cause dangerous vibrations,
because these may have the effect of temporarily
reducing the shear strength of the ground beneath
the adjoining foundations.
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Rapid settlement may also occur due to
consolidation of loose sands and silts. If bored
piles are used in loose sands and silts, care should
be taken to prevent inflow of soil into the
boreholes, as this might cause loss of support by
the removal of soil from beneath adjacent
foundations or create unstable water-filled cavities
outside the pile shaft, leading to voids in the shaft
during concreting or the washing out of cement.
‫ﻫﻤﭽﻨﻴﻦ ﻣﻤﻜﻦ اﺳﺖ ﺑﻌﻠﺖ ﺗﺤﻜﻴﻢ ﻣﺎﺳﻪ ﻫﺎ و ﺳﻴﻠﺖ ﻫـﺎي ﻧـﺎ‬
‫ ﭼﻨﺎﻧﭽﻪ ﺷﻤﻌﻬﺎي ﺣﻔـﺎري‬.‫ ﻧﺸﺴﺖ ﺳﺮﻳﻊ ﺻﻮرت ﮔﻴﺮد‬، ‫ﻣﺘﺮاﻛﻢ‬
‫ ﻻزم اﺳـﺖ ﻣﺮاﻗﺒـﺖ‬،‫در ﻣﺎﺳﻪ ﻫﺎ ﻳﺎ ﺳﻴﻠﺖﻫﺎي ﺳﺴﺖ ﺑﻜﺎر رود‬
‫ﻛﺎﻓﻲ ﺟﻬﺖ ﺟﻠﻮﮔﻴﺮي از ورود ﺟﺮﻳﺎن ﺧﺎك ﺑﻪ داﺧﻞ ﮔﻤﺎﻧﻪ ﻫـﺎ‬
‫ زﻳﺮا اﻳﻦ اﻣﺮ ﻣﻲﺗﻮاﻧـﺪ ﺑـﺎ ﺟـﺪا ﺷـﺪن ﺧـﺎك زﻳـﺮ‬،‫ﺻﻮرت ﮔﻴﺮد‬
‫ﺷﺎﻟﻮدهﻫﺎي ﻣﺠﺎور ﺑﺎﻋﺚ ﻛﺎﻫﺶ ﻇﺮﻓﻴﺖ ﺗﻜﻴﻪ ﮔﺎﻫﻲ ﺷـﻮد و ﻳـﺎ‬
‫ در ﺧﺎرج از ﺷﻤﻊ اﻳﺠﺎد ﻧﻤﺎﻳـﺪ ﻛـﻪ‬،‫ﺣﻔﺮهﻫﺎي ﻧﺎﭘﺎﻳﺪار ﭘﺮ از آب‬
‫ﻣﻨﺠﺮ ﺑﻪ اﻳﺠﺎد ﺣﻔﺮه در ﻫﻨﮕﺎم ﺑﺘﻦ رﻳﺰي ﺷﻤﻊ ﻳﺎ ﺷﺴﺘﻪ ﺷﺪن‬
. ‫ﺳﻴﻤﺎن ﺷﻮد‬
Where headroom is limited, a pile installed in
sections by jacking it into the ground may be
used, for example where underpinning is to be
carried out, but care is required to ensure that the
reaction available is adequate. Some rigs for
installing bored piles and some proprietary rigs
for driven piles are also capable of working in
confined headroom.
ً‫ ﻣـﺜﻼ‬، ‫در ﻣﻮاردﻳﻜﻪ ﻓﺎﺻﻠﻪ آزاد ﺑﺎﻻي ﺷﻤﻊ ﻛﻮﺑﻲ ﻣﺤﺪود ﺑﺎﺷـﺪ‬
‫در ﻣﻮاردﻳﻜﻪ ﻻزم اﺳﺖ ﺗﻘﻮﻳﺖ ﺷﺎﻟﻮده ﺳﺎزهﻫﺎي ﻣﻮﺟـﻮد اﻧﺠـﺎم‬
‫ﺷﻮد ﻣﻲﺗﻮان ﺷـﻤﻊ را در ﭼﻨـﺪ ﻗﻄﻌـﻪ ﺑـﻪ روش ﺟـﻚ زدن در‬
‫ ﻟﻴﻜﻦ ﻻزم اﺳﺖ ﻣﺮاﻗﺒﺖ ﻛﺎﻓﻲ ﺟﻬﺖ اﻃﻤﻴﻨﺎن از‬،‫زﻣﻴﻦ ﻗﺮار داد‬
‫ ﺑﺮﺧـﻲ از اﻧـﻮاع‬.‫ﻛﻔﺎﻳﺖ ﻧﻴﺮوي ﻋﻜﺲ اﻟﻌﻤﻞ ﻣﻮﺟﻮد ﺑﻌﻤﻞ آﻳـﺪ‬
‫دﺳﺘﮕﺎﻫﻬﺎي ﺣﻔﺎري ﺷﻤﻊ و ﺑﻌﻀﻲ از اﻧﻮاع ﺧﺎص دﺳـﺘﮕﺎﻫﻬﺎي‬
.‫ﺷﻤﻊ ﻛﻮﺑﻲ ﻗﺎدر ﺑﻪ ﻛﺎر در ﻓﻀﺎي ﻣﺤﺪود ﻣﻲﺑﺎﺷﻨﺪ‬
Whilst they are rarely used, screw piles are
suitable for the construction of structures such as
wharves, piers and jetties where there is soft
alluvial soil to a considerable depth.
‫ ﺑــﺮاي اﺟــﺮاي‬، ‫ﺷــﻤﻌﻬﺎي ﭘﻴﭽــﻲ ﻋﻠﻴــﺮﻏﻢ ﻛــﺎرﺑﺮد ﻧــﺎدر آﻧﻬــﺎ‬
‫ ﭘﺎﻳﻪ ﻫﺎ و اﺳﻜﻠﻪ ﻫﺎ در ﻧﻘﺎﻃﻲ ﻛﻪ‬،‫ﺳﺎزهﻫﺎﺋﻲ از ﻗﺒﻴﻞ ﭘﻬﻠﻮﮔﻴﺮﻫﺎ‬
‫ ﻣﻨﺎﺳـﺐ‬،‫ﺗﺎ ﻋﻤﻖ ﻗﺎﺑﻞ ﺗﻮﺟﻬﻲ ﺧﺎك ﻧﺮم آﺑﺮﻓﺘﻲ ﻣﻮﺟـﻮد اﺳـﺖ‬
.‫ﻣﻲﺑﺎﺷﻨﺪ‬
‫اﻳﻦ ﺷﻤﻌﻬﺎ ﻫﻤﭽﻨﻴﻦ ﺑﺮاي ﺗﺤﻤـﻞ ﻧﻴﺮوﻫـﺎي ﺑـﺮﻛﻨﺶ ﻣﻨﺎﺳـﺐ‬
‫ از ﺷﻤﻌﻬﺎي ﭼﻮﺑﻲ ﻧﻴﺰ ﻣﻲﺗﻮان در ﻛﺎرﻫﺎي داﺋﻤﻲ ﻛـﻪ‬.‫ﻣﻲﺑﺎﺷﻨﺪ‬
.‫ اﺳﺘﻔﺎده ﻛﺮد‬،‫ﺷﺮاﻳﻂ زوال وﺟﻮد ﻧﺪارد‬
They may also be used to withstand uplift forces.
Timber piles may be used in permanent work
where the conditions are such that deterioration
will not occur.
33
Jun. 2009 / 1388 ‫ﺧﺮداد‬
APPENDIX A (continued)
Fig. A-1-TYPES OF PILE
34
IPS-E-CE-130(1)
‫ﺧﺮداد ‪Jun. 2009 / 1388‬‬
‫)‪IPS-E-CE-130(1‬‬
‫ﭘﻴﻮﺳﺖ اﻟﻒ )اداﻣﻪ(‬
‫ﺷﻜﻞ اﻟﻒ‪ -1-‬اﻧﻮاع ﺷﻤﻊ‬
‫ﻣﺪاوم‬
‫ﻳﻚ اوﮔﺮ ﺣﻔﺎري‬
‫ﺑﻮﺳﻴﻠﻪ ﺧﺎك روي ﺑﻮﺳﻴﻠﻪ ﮔﻞ ﺣﻔﺎري‬
‫ﺑﺪون ﺗﻜﻴﻪ ﮔﺎه‬
‫ﻣﻮﻗﺘﻲ‬
‫ﺗﻮﺳﻂ ﻏﻼف‬
‫ﺑﺎ ﺗﻜﻴﻪ ﮔﺎه‬
‫داﺋﻤﻲ)ﺗﻮﺳﻂ ﻏﻼف(‬
‫ﺷﻤﻊﻫﺎي ﭘﻴﭽﻲ‬
‫درﭘﻮش ﮔﺬاﺷﺘﻪ ﺷﻮد(‬
‫)ﻣﮕﺮ در ﻣﻮاردﻳﻜﻪ ﺣﻴﻦ ﻛﻮﺑﺶ‬
‫ﻟﻮﻟﻪاي ﻳﺎ ﺟﻌﺒﻪاي ﺑﺎ اﻧﺘﻬﺎي ﺑﺎز‬
‫ﺷﻤﻊﻫﺎي ‪ ،H‬ﺷﻤﻊﻫﺎي‬
‫ﻣﻘﺎﻃﻊ ﻓﻮﻻدي ﺷﺎﻣﻞ‬
‫ﻣﻘﻄﻊ ﻟﻮﻟﻪاي‬
‫ﻓﻀﺎي ﺧﺎﻟﻲ ﺑﺎ ﺑﺘﻦ ﺣﻴﻦ ﺧﺎرج ﻛﺮدن‬
‫ﻟﻮﻟﻪﻫﺎي ﺑﺘﻨﻲ‬
‫ﻳﺎ ﺟﻌﺒﻪاي‬
‫ﻓﻮﻻدي ﻟﻮﻟﻪاي‬
‫ﺷﻤﻊﻫﺎي‬
‫ﻛﻮﺑﺶ‬
‫ﺑﺎ اﺗﺼﺎﻻت و ﻛﻔﺸﻚﻫﺎي وﻳﮋه‬
‫ﺳﺎﺧﺘﻪ ﺷﺪه در ﻗﻄﻌﺎت ﻫﻤﺮاه‬
‫ﻛﻮﺑﺶ(‬
‫ﭼﻮﺑﻲ‬
‫درﺟﺎ‬
‫ﺳﺎﺧﺘﻪ‬
‫ﺑﺘﻨﻲ ﭘﻴﺶ‬
‫ﺳﺎﺧﺘﻪ ﺷﺪه ﺑﻪ ﻃﻮل ﻻزم‬
‫ﺻﻠﺐ‬
‫ﺑﺴﺘﻪ‪ ،‬ﻛﻮﺑﻴﺪه ﺷﺪه در زﻣﻴﻦ و ﺑﺎﻗﻴﻤﺎﻧﺪه‬
‫ﭘﻴﺶ ﺳﺎﺧﺘﻪ ‪:‬ﺻﻠﺐ ﻳﺎ ﺗﻮ ﺧﺎﻟﻲ ﺑﺎ اﻧﺘﻬﺎي‬
‫ﺑﺎ ﺟﺎﺑﺠﺎﻳﻲ ﺑﺰرگ)ﺣﺠﻴﻢ(‬
‫ﺑﺴﺘﻪ و ﭘﺮ ﺷﺪه ﻳﺎ ﻧﺸﺪه ﭘﺲ از‬
‫ﺗﻮ ﺧﺎﻟﻲ)ﺑﺎ اﻧﺘﻬﺎي ﺗﺤﺘﺎﻧﻲ‬
‫ﺳﺎﻣﺎﻧﻪﻫﺎي ﮔﻮﻧﺎﮔﻮن‬
‫ﺑﺼﻮرت زﻳﺮ اﺳﺖ‪:‬‬
‫ﭘﺮ ﻣﻲﺷﻮد‪ .‬وﺿﻌﻴﺖ اﻃﺮاف ﻓﻀﺎي ﺧﺎﻟﻲ‬
‫ﺧﺎﻟﻲ ﺗﺸﻜﻴﻞ ﻣﻲﺷﻮد‪ ،‬ﻓﻀﺎي ﺧﺎﻟﻲ ﺑﺎ ﺑﺘﻦ‬
‫ﺑﺎ ﺳﻮراخ ﻛﺮدن ﻳﺎ ﺣﻔﺎري ﻳﻚ ﻓﻀﺎي‬
‫ﻣﻘﻄﻊ ﻟﻮﻟﻪاي ﺑﺴﺘﻪ و ﺳﭙﺲ ﭘﺮ ﻛﺮدن‬
‫ﻛﻮﭼﻚ)ﻏﻴﺮ ﺣﺠﻴﻢ(‬
‫درﺟﺎ‪ :‬اﻳﺠﺎد ﻓﻀﺎي ﺧﺎﻟﻲ ﺑﺎ وارد ﻛﺮدن‬
‫ﺟﺎﻳﮕﺰﻳﻨﻲ‬
‫ﺑﺎ ﺟﺎﺑﺠﺎﻳﻲ‬
‫اﻧﻮاع ﺷﻤﻊ‬
‫‪35‬‬
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
APPENDIX B
‫ﭘﻴﻮﺳﺖ ب‬
TYPICAL PI LE CHARACTERISTICS AND
USES
‫ﻣﺸﺨﺼﺎت و ﻛﺎرﺑﺮيﻫﺎي اﻧﻮاع ﺷﻤﻊ‬
TABLE B-1
1-‫ﺟﺪول ب‬
Pile type
‫ﻧﻮع ﺷﻤﻊ‬
Timber
‫ﭼﻮﺑﻲ‬
Steel – H sections
Typical length
‫ ﻃﻮل ﻣﻌﻤﻮل‬5 m – 20 m
ASTM-D25
AWPA – C3 (if used)
Material
Specifications
‫ﻣﺸﺨﺼﺎت ﻣﺼﺎﻟﺢ‬
‫ ﺷﻜﻞ‬H ‫ ﻣﻘﺎﻃﻊ‬-‫ﻓﻮﻻدي‬
5 m – 30 m
ASTM-D25
AWPA – C3
ASTM - A36 or A572,
grade 50
(‫)در ﺻﻮرت اﺳﺘﻔﺎده‬
Measured at midpoint of :‫اﻧﺪازهﮔﻴﺮي ﺷﺪه در وﺳﻂ ﻃﻮل‬
length:
4-6 MPa for cedar, ،‫ ﻣﮕﺎ ﭘﺎﺳﻜﺎل ﺑﺮاي ﺳﺮو آزاد‬6-4
western
hemlock, ‫ ﻛﺎج‬،‫ ﻛﺎج ﻧﺮوژي‬،‫ﺷﻮﻛﺮان ﻏﺮﺑﻲ‬
Norway pine, spruce, and
Maximum stresses
‫ﻓﺮﻧﮕﻲ و ﻣﻄﺎﺑﻖ آﻳﻴﻦ ﻧﺎﻣﻪ‬
fs = 0.35-0.5 fy
‫ ﺣﺪاﻛﺜﺮ ﺗﻨﺶ‬depending on Code.
5-8 MPa for southern ‫ ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺮاي ﻛﺎج‬8-5
pine, Douglas fir, oak, ،‫ ﺳﺮو‬،‫ ﺑﻠﻮط‬،‫ ﺻﻨﻮﺑﺮ‬،‫ﺟﻨﻮﺑﻲ‬
cypress, hickory
‫ﮔﺮدو‬
Typical axial design load
400 KN – 2000 KN
‫ ﺑﺎر ﻣﺤﻮري ﻃﺮاﺣﻲ ﻣﻌﻤﻮل‬100 KN – 500 KN
Disadvantages
‫ﻣﻌﺎﻳﺐ‬
- Difficult to splice.
-Vulnerable to corrosion
- Intermittently
submerged piles are
vulnerable to decay
unless treated.
‫ ﺷﻤﻌﻬﺎي ﻧﻴﻤﻪ ﻏﻮﻃﻪ ور ﻧﺴﺒﺖ‬- -Not recommended as a
‫ ﺑﻪ زوال آﺳﻴﺐ ﭘﺬﻳﺮﻧﺪ ﻣﮕﺮ اﻧﻜﻪ‬friction pile in granular
.‫ ﻋﻤﻞ آوري ﺷﻮﻧﺪ‬materials.
‫ ﻣﺸﻜﻞ ﺑﺮاي وﺻﻠﻪ ﻛﺮدن‬- where exposed HP
section may be
- Vulnerable to damage in ‫ در ﻛﻮﺑﺶ ﺳﺨﺖ آﺳﻴﺐ ﭘﺬﻳﺮ‬- Damaged or deflected
‫ اﻣﺎ ﺳﺮ ﺷﻤﻊ ﻳﺎ ﭘﺎﺷﻨﻪ‬،‫ اﺳﺖ‬by major obstructions.
hard driving; but pile
‫ﻣﻤﻜﻦ اﺳﺖ ﻧﻴﺎز ﺑﻪ ﺣﻔﺎﻇﺖ‬
head and toe may need
.‫داﺷﺘﻪ ﺑﺎﺷﻨﺪ‬
protection.
-Comparatively low
‫ ﻧﺴﺒﺘﺎً ﺑﺎ ﻫﺰﻳﻨﻪ اوﻟﻴﻪ ﻛﻢ‬- -Easy to splice.
initial cost.
Advantages
‫ﻓﻮاﻳﺪ‬
- Permanently
submerged piles are
resistant to decay.
- Easy to handle.
Best suited for friction
pile
in
granular
material.
Remarks
-Available in various
‫ ﺷﻤﻌﻬﺎي ﻫﻤﻴﺸﻪ‬- length and sizes.
‫ ﻏﻮﻃﻪوري ﻧﺴﺒﺖ ﺑﻪ زوال‬-High capacity.
.‫ﻣﻘﺎوم ﻫﺴﺘﻨﺪ‬
-Small displacement.
-Able to penetrate through
‫ ﺟﺎﺑﺠﺎﻳﻲ آﺳﺎن‬- light obstructions.
‫ در ﺣﺎﻟﺖ ﻧﻤﺎﻳﺎن در ﺑﺮاﺑﺮ‬.‫ﺧﻮردﮔﻲ آﺳﻴﺐ ﭘﺬﻳﺮﻧﺪ‬
‫ ﺷﻜﻞ‬HP ‫ﺷﻤﻌﻬﺎي ﺑﺎ ﻣﻘﺎﻃﻊ‬
‫ﻣﻤﻜﻦ اﺳﺖ آﺳﻴﺐ دﻳﺪه ﻳﺎ‬
‫ﺗﻮﺳﻂ ﻣﻮاﻧﻊ ﻣﻬﻢ ﻣﻌﻴﻮب‬
.‫ﺷﻮﻧﺪ‬
‫ ﺑﻌﻨﻮان ﺷﻤﻊ اﺻﻄﻜﺎﻛﻲ در‬‫ﺧﺎﻛﻬﺎي داﻧﻪاي ﺗﻮﺻﻴﻪ‬
.‫ﻧﻤﻲﺷﻮﻧﺪ‬
‫ وﺻﻠﻪ ﻛﺮدن راﺣﺖ‬‫ ﻗﺎﺑﻞ دﺳﺘﺮس در ﻃﻮﻟﻬﺎ و‬‫اﻧﺪازهﻫﺎي ﻣﺨﺘﻠﻒ‬
‫ ﻇﺮﻓﻴﺖ ﺑﺎﻻ‬‫ ﺗﻐﻴﻴﺮ ﻣﻜﺎن ﻛﻢ‬‫ ﻗﺎﺑﻠﻴﺖ ﻧﻔﻮذ در ﻣﻮاﻧﻊ ﻧﺮم‬-
-Pile toe protection may
be needed for penetration
through hard obstructions
or where soft rock is
present.
‫ ﺑﻬﺘﺮﻳﻦ ﻧﻮع ﺑﺮاي ﺷﻤﻌﻬﺎي‬-Best suited for toe
bearing on rock.
‫ ﻣﻤﻜﻦ اﺳﺖ ﺑﺮاي ﻧﻔﻮذ در‬‫ﻣﻮاﻧﻊ ﺳﺨﺖ ﻳﺎ ﺳﻨﮓ ﻧﺮم ﻧﻴﺎز‬
.‫ﺑﻪ ﺣﻔﺎﻇﺖ ﭘﻨﺠﻪ ﺷﻤﻊ ﺑﺎﺷﺪ‬
-Allowable
capacity
should be reduced in
corrosion locations.
‫ ﻇﺮﻓﻴﺖ ﻣﺠﺎز در ﻣﺤﻴﻄﻬﺎي‬.‫ﺧﻮرﻧﺪه ﺑﺎﻳﺪ ﻛﺎﻫﺶ ﻳﺎﺑﺪ‬
‫اﺻﻄﻜﺎﻛﻲ در ﺧﺎﻛﻬﺎي داﻧﻪاي‬
‫ﺗﻮﺿﻴﺤﺎت‬
36
‫ ﺑﻬﺘﺮﻳﻦ ﻧﻮع ﺑﺮاي ﺑﺎرﺑﺮي‬‫ﭘﻨﺠﻪ روي ﺑﺴﺘﺮ ﺳﻨﮕﻲ‬
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
(‫)اداﻣﻪ‬1-‫ﺟﺪول ب‬
Table B-1(Continued)
Cast-in-place concrete
(shells driven
‫ ﻧﻮع ﺷﻤﻊ‬Without a mandrel)
Pile type
Typical length
‫ﻃﻮل ﻣﻌﻤﻮل‬
‫ ﺑﺘﻨﻲ درﺟﺎ )ﭘﻮﺳﺘﻪﻫﺎي ﻛﻮﺑﻴﺪه‬Cast in place concrete
(mandrel driven shell)
(‫ﺑﺪون ﺷﺎه ﻣﻴﻠﻪ‬
3 m – 40 m, but typical in ‫ ﻣﺘﺮ اﻣﺎ ﻣﻌﻤﻮﻻً در ﻣﺤﺪوده‬40-3
the 15 m – 25 m range.
5 m - 25 m
‫ ﻣﺘﺮ‬25-15
ACI 318 – for concrete.
‫ ﺑﺮاي ﺑﺘﻦ‬ACI 318 – for concrete.
Material
ACI 318
Specifications
ASTM A252 – for steel ‫ ﺑﺮاي ﻟﻮﻟﻪ‬-ASTM A252
‫ ﻣﺸﺨﺼﺎت ﻣﺼﺎﻟﺢ‬pipe.
‫ﻓﻮﻻدي‬
0.33fc' ;0.4 fc' if shell
gauge≤ 14; shell stress =
0.35fy if thickness of
shell ≥3 mm fc' ≥18
MPa
Maximum stresses
‫ﺣﺪاﻛﺜﺮ ﺗﻨﺶ‬

‫؛ در ﺻﻮرﺗﻴﻜﻪ‬0/33 f c
‫ﺿﺨﺎﻣﺖ ﭘﻮﺳﺘﻪ ﻛﻮﭼﻜﺘﺮ ﻳﺎ‬
‫ ﮔﻴﺞ ﺑﺎﺷﺪ ﺣﺪاﻛﺜﺮ‬14 ‫ﻣﺴﺎوي‬

‫ ﺗﻨﺶ‬.‫ اﺳﺖ‬0/4 f c ‫ﺗﻨﺶ ﺑﺮاﺑﺮ‬
‫ در‬0/35Fy ‫ﭘﻮﺳﺘﻪ ﺑﺮاﺑﺮ‬
‫ﺻﻮرﺗﻴﻜﻪ ﺿﺨﺎﻣﺖ ﭘﻮﺳﺘﻪ‬
‫ ﻣﻴﻠﻴﻤﺘﺮ و ﺑﻴﺸﺘﺮ‬3 ‫ﺑﻴﺸﺘﺮ از‬
.‫ ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺎﺷﺪ‬18 ‫از‬
:‫ﻛﻪ‬
‫ ﮔﻴﺞ‬12 ‫ ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ ﻏﻼف‬.‫ﺑﺎﺷﺪ‬
-Casing is seamless or with‫ ﻏﻼف ﺑﺪون درز ﻳﺎ ﺑﺎ ﺟﻮﺷﻬﺎي‬welded seams.
.‫آب ﺑﻨﺪ ﺑﺎﺷﺪ‬
‫ ﻧﺴﺒﺖ ﻣﻘﺎوﻣﺖ ﺗﺴﻠﻴﻢ ﻓﻮﻻد ﺑﻪ‬-Ratio of steel yield
.‫ ﻧﺒﺎﺷﺪ‬6 ‫ﺑﺘﻦ ﻛﻤﺘﺮ از‬
strength to concrete is not
-Casing is a minimum of
12 gage thickness.
‫ ﺑﺎر ﻣﺤﻮري ﻃﺮاﺣﻲ ﻣﻌﻤﻮل‬500 KN – 1350 KN
‫ ﻛﻴﻠﻮ‬1400 - 400 ‫در ﻣﺤﺪوده‬
‫ﻧﻴﻮﺗﻦ‬
-Difficult to splice after ‫ ﺑﻌﺪ از ﺑﺘﻦ رﻳﺰي ﻣﺸﻜﻞ وﺻﻠﻪ‬- -Difficult to splice after
concreting.
concreting.
‫ﻣﻌﺎﻳﺐ‬
-Can be redriven.
-Shell not easily damaged
if fluted.
Advantages
‫ﻓﻮاﻳﺪ‬
Remarks
Best suited for friction
‫ ﺗﻮﺿﻴﺤﺎت‬piles of medium length.
450 ‫ ﻗﻄﺮ ﺷﻤﻊ ﺑﻴﺶ از‬.‫ﻣﻴﻠﻴﻤﺘﺮ ﻧﺒﺎﺷﺪ‬
Designed for a wide
‫ﺑﺮاي ﻣﺤﺪوده وﺳﻴﻌﻲ از‬
loading range but generally
in the 400-1400 KN range. ً‫ﺑﺎرﮔﺬاري ﻃﺮح ﺷﺪه اﻣﺎ ﻣﻌﻤﻮﻻ‬
Typical axial design load
-Considerable
displacement.
‫ – ﺑﺮاي ﺑﺘﻦ‬ACI 318
33% of 28-day strength of ‫ روزه‬28 ‫ درﺻﺪ ﻣﻘﺎوﻣﺖ‬33 concrete, with increase to
40% of 28-day strength ‫ درﺻﺪ‬40 ‫ ﺑﺎ اﻓﺰاﻳﺶ‬،‫ﺑﺘﻦ‬
provided:
‫روزه ﺑﺘﻦ ﺑﻪ ﺷﺮﻃﻲ‬28 ‫ﻣﻘﺎوﻣﺖ‬
less than 6.
-Pile diameter not greater
than 450 mm.
Disadvantages
‫ﺑﺘﻨﻲ درﺟﺎ )ﭘﻮﺳﺘﻪﻫﺎي ﻛﻮﺑﻴﺪه ﺑﺎ‬
(‫ﺷﺎه ﻣﻴﻠﻪ‬
.‫ﻣﻲﺷﻮﻧﺪ‬
.‫ ﺟﺎﺑﺠﺎﻳﻲ ﻗﺎﺑﻞ ﻣﻼﺣﻈﻪ‬- -Redriving
‫ ﺑﻌﺪ از ﺑﺘﻦ رﻳﺰي ﻣﺸﻜﻞ وﺻﻠﻪ‬.‫ﻣﻲﺷﻮﻧﺪ‬
‫ ﺟﺎﮔﺬاري ﻣﺠﺪد ﺗﻮﺻﻴﻪ‬.‫ﻧﻤﻲﺷﻮد‬
‫ ﭘﻮﺳﺘﻪ ﻧﺎزك ﺣﻴﻦ ﻛﻮﺑﺶ در‬‫ﻓﺸﺎرﻫﺎي زﻳﺎد زﻣﻴﻦ ﻳﺎ ﺿﺮﺑﻪ‬
.‫آﺳﻴﺐ ﭘﺬﻳﺮﻧﺪ‬
‫ ﺟﺎﺑﺠﺎﻳﻲ ﻗﺎﺑﻞ ﻣﻼﺣﻈﻪ‬-
not
recommended.
-Thin shell vulnerable
during
driving
to
excessive earth pressure
or impact.
-Considerable
displacement.
‫ ﻗﺎﺑﻞ ﻛﻮﺑﺶ ﻣﺠﺪد‬- -Initial economy.
‫ اﻗﺘﺼﺎدي ﺑﻮدن ﻫﺰﻳﻨﻪﻫﺎي‬-
‫اوﻟﻴﻪ‬
-Tapered sections provide
‫ ﻣﻘﺎﻃﻊ ﺑﺎرﻳﻚ ﺷﺪه ﻣﻘﺎوﻣﺖ‬‫ در ﺻﻮرت ﺷﻴﺎردار ﺑﻮدن‬- higher resistance in
‫ ﭘﻮﺳﺘﻪ ﺑﻪ ﺳﺎدﮔﻲ آﺳﻴﺐ‬granular soil than uniform ‫ﺑﺎﻻﺗﺮي را ﻧﺴﺒﺖ ﺑﻪ ﻣﻘﺎﻃﻊ‬
.‫ ﻧﻤﻲﺑﻴﻨﺪ‬piles.
‫ﻳﻜﻨﻮاﺧﺖ در ﺧﺎﻛﻬﺎي داﻧﻪاي‬
.‫ﺗﺄﻣﻴﻦ ﻣﻴﻜﻨﺪ‬
-Can be inspected after
.‫ ﻗﺎﺑﻞ ﺑﺎزرﺳﻲ ﺑﻌﺪ از ﻛﻮﺑﻴﺪن‬driving.
-Relativity less waste of
.‫ ﻧﺴﺒﺘﺎً ﺑﺎ اﺗﻼف ﻓﻮﻻد ﻛﻤﺘﺮ‬steel.
‫ ﻗﺎﺑﻞ ﻃﺮاﺣﻲ ﺑﺼﻮرت ﺷﻤﻊ‬-Can be designed as toe
bearing or friction pile.
‫ﺑﺎ ﭘﻨﺠﻪ ﺑﺎرﺑﺮ ﻳﺎ ﺷﻤﻊ‬
.‫اﺻﻄﻜﺎﻛﻲ‬
‫ ﺑﻬﺘﺮﻳﻦ ﻧﻮع ﺑﺮاي ﺷﻤﻌﻬﺎي‬Best suited as friction pile
in granular materials.
‫اﺻﻄﻜﺎﻛﻲ ﺑﺎ ﻃﻮل ﻣﺘﻮﺳﻂ‬
37
‫ﺑﻬﺘﺮﻳﻦ ﻧﻮع ﺑﺮاي ﺷﻤﻌﻬﺎي‬
‫اﺻﻄﻜﺎﻛﻲ در ﺧﺎﻛﻬﺎي داﻧﻪاي‬
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
(‫ﭘﻴﻮﺳﺖ ب )اداﻣﻪ‬
APPENDIX B (continued)
Pile type
‫ ﺷﻤﻌﻬﺎي ﻓﻮﻻدي ﻟﻮﻟﻪاي ﻧﺘﻨﺘﻨﺖ‬Precast
‫ ﻧﻮع ﺷﻤﻊ‬Steel pipe piles
Typical length
‫ ﻃﻮل ﻣﻌﻤﻮل‬10m – 40 m or more
ASTM A252 - for pipe.
/
prestressed
concrete
10 m - 15 m for precast.
‫ ﻣﺘﺮ ﻳﺎ ﺑﻴﺸﺘﺮ ﻣﺎﻧﻜﻤﻨﺘﻚ‬40-10 15 m - 40 m for
prestressed.
ACI 318 - for concrete.
‫ ﺑﺮاي ﻟﻮﻟﻪ ﺗﺎﺗﺘﻞ‬ASTM A252
ACI 318 - for concrete (if
‫ ﺑﺮاي ﺑﺘﻦ)در ﺻﻮرت‬ACI 318
filled).
Material
(‫ﭘﺮ ﺷﺪن‬
Specifications
‫ ﻣﺸﺨﺼﺎت ﻣﺼﺎﻟﺢ‬ASTM A36 or A572 - for
‫ ﺑﺮاي‬A572 ‫ ﻳﺎ‬ASTM A36
core (if used).
(‫ﻫﺴﺘﻪ)در ﺻﻮرت اﺳﺘﻔﺎده‬
0.40fy for reinforcement; ‫و‬
< 205 MPa
‫ﭘﻴﺶ ﺗﻨﻴﺪه‬/ ‫ﺑﺘﻨﻲ ﭘﻴﺶ ﺳﺎﺧﺘﻪ‬
‫ ﻣﺘﺮ ﺑﺮاي ﭘﻴﺶ ﺳﺎﺧﺘﻪ‬15-10
‫ ﻣﺘﺮ ﺑﺮاي ﭘﻴﺶ ﺗﻨﻴﺪه‬40-15
‫ ﺑﺮاي ﺑﺘﻨﻲ‬-ACI 318
ASTM- A82, A615, A722
ASTM - A82, A615,
‫ ﺑﺮاي ﻓﻮﻻد‬-& A884
A722,
and
A884
–
for
‫آرﻣﺎﺗﻮرﮔﺬاري‬
reinforcing steel.
ASTM- A416, A421 &
‫ ﺑﺮاي ﭘﻴﺶ ﺗﻨﻴﺪﮔﻲ‬-A882
ASTM - A416, A421,
and
A882 – for
prestressing.
‫ ﺑﺮاي‬0.33 fc' unless local ‫ ﻣﮕﺮ اﻳﻨﻜﻪ آﺋﻴﻦ‬، 0.33ƒ΄c
building code is less.
.‫ﻧﺎﻣﻪﻫﺎي ﻣﺤﻠﻲ ﻛﻤﺘﺮ ﺑﺎﺷﺪ‬
0.40ƒy
‫آرﻣﺎﺗﻮرﻫﺎ‬
‫ ﻣﮕﺎﭘﺎﺳﻜﺎل‬205‫ﺣﺪاﻛﺜﺮ‬
Maximum stresses
0.35-0.50 fy for shell; < ‫ و‬0.35-0.50 fy ‫ ﺑﺮاي ﭘﻮﺳﺘﻪ‬0.4 fy for reinforced
‫ ﺑﺮاي آرﻣﺎﺗﻮر ﻫﺎ ﻣﮕﺮ‬، 0.4ƒy
‫ ﺗﻨﺶ ﺣﺪاﻛﺜﺮ‬175 MPa
unless prestressed.
‫ ﻣﮕﺎﭘﺎﺳﻜﺎل‬175 ‫ﺣﺪاﻛﺜﺮ‬
‫آﻧﻜﻪ ﭘﻴﺶ ﺗﻨﻴﺪه ﺑﺎﺷﻨﺪ‬
0.33 fc' for concrete
0.33 fc' ‫ﺑﺮاي ﺑﺘﻦ‬
800 KN – 2500 KN with ‫ ﻛﻴﻠﻮﻧﻴﻮﺗﻦ ﺑﺎ ﻳﺎ‬2500-800 400 KN – 4500 KN for ‫ ﻛﻴﻠﻮ ﻧﻴﻮﺗﻦ‬4500 ‫ اﻟﻲ‬400
or without concrete fill
prestressed.
‫ﺑﺪون ﺑﺘﻦ ﭘﺮﻛﻨﻨﺪه و ﺑﺪون‬
‫ﺑﺮاي ﭘﻴﺶ ﺗﻨﻴﺪه‬
and without cores.
Typical axial design load
‫ ﻫﺴﺘﻪ‬400 KN – 1000 KN for ‫ ﻛﻴﻠﻮ ﻧﻴﻮﺗﻦ‬1000 ‫ اﻟﻲ‬400
‫ ﺑﺎر ﻣﺤﻮري ﻃﺮاﺣﻲ ﻣﻌﻤﻮل‬5000 KN – 15000 KN
precast.
‫ﻛﻴﻠﻮﻧﻴﻮﺗﻦ‬15000-5000
‫ﺑﺮاي ﭘﻴﺶ ﺳﺎﺧﺘﻪ‬
concrete filled with cores.
‫ﭘﺮﺷﺪه ﺑﺎ ﺑﺘﻦ ﺑﺎ ﻫﺴﺘﻪ ﺗﻨﻤﺘﻨﻤﻦ‬
-Displacement for closed ‫ ﺟﺎﺑﺠﺎﻳﻲ ﺑﺮاي ﻟﻮﻟﻪﻫﺎي ﺗﻪ‬- -Unless
prestressed, ‫ آﺳﻴﺐ‬،‫ ﺑﻐﻴﺮ از ﭘﻴﺶ ﺗﻨﻴﺪه‬end Pipe.
vulnerable to handling
‫ﭘﺬﻳﺮي در ﺣﻤﻞ‬
‫ ﺑﺴﺘﻪ‬damage.
not ‫ ﺷﻤﻌﻬﺎي ﺗﻪ ﺑﺎز ﺑﻪ ﻋﻨﻮان ﺷﻤﻊ‬-Open-ended
‫ ﺑﺎ درﺟﻪ ﺷﻜﺴﺖ ﻧﺴﺒﺘﺎً ﺑﺎﻻ‬recommended as a friction ‫ اﺻﻄﻜﺎﻛﻲ در ﺧﺎﻛﻬﺎي رﻳﺰ داﻧﻪ‬-Relatively high breakage
‫ﺑﻮﻳﮋه در ﻣﻮاردﻳﻜﻪ ﺷﻤﻊ وﺻﻠﻪ‬
pile in granular material.
rate,
especially
when
piles
.‫ﺗﻮﺻﻴﻪ ﻧﻤﻲﺷﻮد‬
.‫ﺷﺪهاﺳﺖ‬
are to be spliced.
Disadvantages
‫ﻣﻌﺎﻳﺐ‬
-High initial cost.
-Considerable
displacement.
-Best
control
installation.
during
-Low displacement for
open end installation.
Advantages
‫ﻓﻮاﻳﺪ‬
-Open-end
pipe
best
against obstructions.
-Piles can be cleaned out
and driven further.
-High load capacities.
-Easy to splice.
Remarks
Provides high bending
where
‫ ﺗﻮﺿﻴﺤﺎت‬resistance
unsupported length is
loaded laterally.
‫ ﻫﺰﻳﻨﻪ اوﻟﻴﻪ ﺑﺎﻻ‬‫ ﺟﺎﺑﺠﺎﻳﻲ ﻗﺎﺑﻞ ﻣﻼﺣﻈﻪ‬‫ ﭘﻴﺶ ﺗﻨﻴﺪه ﻣﺸﻜﻞ وﺻﻠﻪ‬‫ﻣﻲﺷﻮد‬
-Prestressed difficult to
splice.
‫ ﺑﻬﺘﺮﻳﻦ ﻛﻨﺘﺮل ﺣﻴﻦ اﺟﺮا‬- -High load capacities.
‫ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺑﺎﻻ‬resistance ‫ ﻣﻘﺎوﻣﺖ ﻗﺎﺑﻞ ﺣﺼﻮل در ﺑﺮاﺑﺮ‬‫ ﺟﺎﺑﺠﺎﻳﻲ ﻣﺤﺪود ﺑﺮاي اﺟﺮاي‬- -Corrosion
obtainable.
‫ﺧﻮردﮔﻲ‬
‫ﺑﺎ اﻧﺘﻬﺎي ﺑﺎز‬
‫ اﻣﻜﺎن ﻛﻮﺑﻴﺪن در ﻣﻮاﻧﻊ ﺷﺪﻳﺪ‬-Hard driving possible.
‫ ﻟﻮﻟﻪﻫﺎي ﺑﺎ اﻧﺘﻬﺎي ﺑﺎز ﺑﻬﺘﺮﻳﻦ‬‫وﺳﻴﻠﻪ در ﻣﻘﺎﺑﻞ ﻣﻮاﻧﻊ‬
‫ ﺷﻤﻌﻬﺎ را ﻣﻴﺘﻮان ﺗﺨﻠﻴﻪ و‬.‫ﺑﻴﺸﺘﺮ ﻛﻮﺑﻴﺪ‬
‫ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﺑﺎﻻ‬‫ ﺑﺮاﺣﺘﻲ وﺻﻠﻪ ﻣﻲﺷﻮﻧﺪ‬‫ در ﻣﻮاردﻳﻜﻪ ﻃﻮل ﻣﻬﺎر ﻧﺸﺪه‬Cylinder piles are well ‫ﺷﻤﻌﻬﺎي اﺳﺘﻮاﻧﻪاي ﻧﻮع ﻣﻨﺎﺳﺒﻲ‬
for
bending
‫ ﺗﺤﺖ ﺑﺎرﮔﺬاري ﺟﺎﻧﺒﻲ اﺳﺖ‬suited
‫ﺑﺮاي ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ ﺧﻤﺶ‬
‫ ﻣﻘﺎوﻣﺖ ﺧﻤﺸﻲ ﺑﺎﻻﻳﻲ ﻓﺮاﻫﻢ‬resistance.
‫ﻫﺴﺘﻨﺪ‬
.‫ﻣﻲﻛﻨﺪ‬
38
Jun. 2009 / 1388 ‫ﺧﺮداد‬
IPS-E-CE-130(1)
(‫ﭘﻴﻮﺳﺖ ب )اداﻣﻪ‬
APPENDIX B (continued)
‫ ﺷﻤﻌﻬﺎي ﻣﺮﻛﺐ‬Auger-placed
Pile type
pressure-injected
concrete piles
(CFA piles)
‫ ﻧﻮع ﺷﻤﻊ‬Composite piles
Typical length
‫ ﻣﺘﺮ‬65-15 5 m - 15 m
‫ ﻃﻮل ﻣﻌﻤﻮل‬15 m – 65 m
ASTM A36 or A572 - for ‫ ﺑﺮاي‬-A572 ‫ ﻳﺎ‬ASTM A36
Structural section.
‫ﻣﻘﺎﻃﻊ ﺳﺎزهاي‬
‫ ﺑﺮاي ﻟﻮﻟﻪﻫﺎي‬-ASTM A252
Material
ASTM A252 – for Steel
Specifications
‫ﻓﻮﻻدي‬
‫ ﻣﺸﺨﺼﺎت ﻣﺼﺎﻟﺢ‬pipe.
‫ ﺑﺮاي ﭼﻮﺑﻲ‬-ASTM D25
‫ ﺑﺮاي ﺑﺘﻨﻲ‬-ACI 318
ASTM D25 – for Timber.
ACI 318 - for concrete.
33% of 28-day strength of .‫ روزه ﺑﺘﻦ‬28 ‫ درﺻﺪ ﻣﻘﺎوﻣﺖ‬33
concrete.
‫ ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺮاي ﻣﻘﺎﻃﻊ‬62
Maximum stresses
‫ ﺗﻨﺶ ﺣﺪاﻛﺜﺮ‬62 MPa for structural and ‫ﺳﺎزهاي و ﻟﻮﻟﻪاي در ﺻﻮرﺗﻴﻜﻪ‬
pipe sections if thickness
‫ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬4 ‫ﺿﺨﺎﻣﺖ ﺑﻴﺶ از‬
is greater than 4 mm.
Typical axial design load
‫ ﻛﻴﻠﻮ ﻧﻴﻮﺗﻦ‬1800 ‫ اﻟﻲ‬300
‫ ﺑﺎر ﻣﺤﻮري ﻃﺮاﺣﻲ ﻣﻌﻤﻮل‬300 KN – 1800 KN
Disadvantages
Advantages
‫ ﻣﺘﺮ‬15-5
‫ ﺑﺮاي ﺑﺘﻨﻲ‬-ACI 318
ASTM A82, A615, A722,
ACI 318 – for concrete.
ASTM A82, A615, A722 ‫ ﺑﺮاي ﻓﻮﻻد آرﻣﺎﺗﻮر‬-A884
& A884 – for reinforcing
‫ﮔﺬاري‬
steel.
‫ روزه ﺑﺘﻦ‬28 ‫ درﺻﺪ ﻣﻘﺎوﻣﺖ‬33
33% of 28-day strength of
concrete.
350 KN – 700 KN
‫ ﻛﻴﻠﻮ ﻧﻴﻮﺗﻦ‬700 ‫ اﻟﻲ‬350
-Difficult to attain good ‫ دﺳﺖ ﻳﺎﻓﺘﻦ ﺑﻪ اﺗﺼﺎل ﺧﻮب‬- -Greater dependence on ‫ واﺑﺴﺘﮕﻲ ﺑﻴﺸﺘﺮ ﺑﻪ ﻛﻴﻔﻴﺖ‬joint
between
two
quality workmanship.
‫اﺟﺮا‬
materials except for pipe ‫ﺑﻴﻦ دو ﻣﺼﺎﻟﺢ ﻣﺸﻜﻞ اﺳﺖ ﺑﺠﺰ‬
‫ ﺟﻬﺖ ﺧﺎﻛﻬﺎي ﻣﺮداﺑﻲ ﻳﺎ ﺳﺎﻳﺮ‬composite piles.
‫ ﺑﺮاي ﺷﻤﻌﻬﺎي ﻟﻮﻟﻪاي ﻣﺮﻛﺐ‬-Not suitable through peat ‫ﻣﺼﺎﻟﺢ ﻣﺸﺎﺑﻪ ﺑﺎ ﺗﺮاﻛﻢ ﭘﺬﻳﺮي‬
or
similar
highly
‫ﻣﻌﺎﻳﺐ‬
‫ﺑﺎﻻ ﻣﻨﺎﺳﺐ ﻧﻴﺴﺖ‬
compressible material.
-Considerable length can ‫ ﺑﺎ ﻃﻮل ﻗﺎﺑﻞ ﻣﻼﺣﻈﻪ ﻣﻲﺗﻮاﻧﺪ‬be
provided
at
comparatively low cost ‫ﻫﺰﻳﻨﻪ ﻧﺴﺒﺘﺎً ﭘﺎﻳﻴﻨﻲ ﺑﺮاي‬
for wood composite piles. ‫ﺷﻤﻌﻬﺎي ﻣﺮﻛﺐ ﭼﻮﺑﻲ ﻓﺮاﻫﻢ‬
-High capacity for pipe
‫ﻧﻤﺎﻳﺪ‬
and HP composite piles.
‫ ﻓﻮاﻳﺪ‬-Internal inspection for
pipe composite piles.
Remarks
‫ﺷﻤﻌﻬﺎي اﺟﺮا ﺷﺪه ﺑﺎ ﺗﺰرﻳﻖ ﺑﺘﻦ‬
‫در ﻣﺘﻪ ﺣﻔﺎري ﺣﻠﺰوﻧﻲ‬
‫ ﻇﺮﻓﻴﺖ ﺑﺎﻻ ﺑﺮاي ﺷﻤﻌﻬﺎي‬‫ ﺷﻜﻞ‬HP ‫ﻣﺮﻛﺐ ﻟﻮﻟﻪاي و‬
‫ ﺑﺎزرﺳﻲ داﺧﻠﻲ ﺑﺮاي ﺷﻤﻌﻬﺎي‬‫ﻟﻮﻟﻪاي ﻣﺮﻛﺐ‬
-Requires more extensive
subsurface exploration.
-Economy.
-Zero displacement.
-Minimal vibration to
endanger
adjacent
structures.
-High shaft resistance.
-Good contact on rock for
end bearing.
-Convenient for lowheadroom underpinning
work.
-Visual inspection of
augured material.
‫ اﻗﺘﺼﺎدي ﻣﻲﺑﺎﺷﺪ‬‫ ﺑﺪون ﺟﺎﺑﺠﺎﻳﻲ‬‫ ﺣﺪاﻗﻞ ﻟﺮزﺷﻲ ﻛﻪ ﺑﺎﻋﺚ ﺑﺨﻄﺮ‬‫اﻧﺪاﺧﺘﻦ ﺳﺎزهﻫﺎي ﻣﺠﺎور‬
‫ﻣﻲﺑﺎﺷﺪ‬
‫ ﻣﻘﺎﻣﺖ ﺑﺎﻻي ﻣﻴﻠﻪ ﺷﻤﻊ‬‫ ﺗﻤﺎس ﻣﻨﺎﺳﺐ ﺑﺮ روي ﺳﻨﮓ‬‫ﺑﺘﻦ ﺑﺮاي ﺑﺎرﺑﺮي اﻧﺘﻬﺎﻳﻲ‬
‫ ﻣﻨﺎﺳﺐ ﺑﺮاي زﻳﺮ ﺑﻨﺪي‬‫ﺳﺎزهﻫﺎي ﻣﻮﺟﻮد ﺑﺎ ﻓﻀﺎي آزاد‬
‫ﻛﻢ‬
‫ ﺑﺎزرﺳﻲ ﭼﺸﻤﻲ ﻣﺼﺎﻟﺢ ﻧﺎﺷﻲ‬‫از ﺣﻔﺎري‬
‫ﺑﻬﺘﺮﻳﻦ ﻧﻮع ﺑﺮاي ﺷﻤﻌﻬﺎي‬
Best suited as a friction
‫اﺻﻄﻜﺎﻛﻲ در ﺧﺎﻛﻬﺎي داﻧﻪاي‬
-The weakest of any ‫ﺿﻌﻴﻒﺗﺮﻳﻦ ﻣﺼﺎﻟﺢ ﻣﻮرد‬‫اﺳﺘﻔﺎده ﺗﻨﺸﻬﺎ و ﻇﺮﻓﻴﺖ ﻣﺠﺎز را‬
‫ ﺗﻮﺿﻴﺤﺎت‬material used shall govern
.‫ ﺗﺤﺖ ﺗﺎﺛﻴﺮ ﻗﺮار ﻣﻲدﻫﺪ‬pile in granular material.
allowable stresses and
capacity.
39
‫ ﻧﻴﺎز ﺑﻪ ﻣﻄﺎﻟﻌﺎت زﻳﺮ ﺳﻄﺤﻲ‬‫ﮔﺴﺘﺮدهﺗﺮي دارد‬
‫ﺧﺮداد ‪Jun. 2009 / 1388‬‬
‫)‪IPS-E-CE-130(1‬‬
‫‪1‬‬
‫‪11‬‬
‫‪16‬‬
‫‪5‬‬
‫‪2‬‬
‫‪9‬‬
‫‪17‬‬
‫‪6‬‬
‫‪3‬‬
‫‪12‬‬
‫‪18‬‬
‫‪14‬‬
‫‪10‬‬
‫‪13‬‬
‫‪4‬‬
‫‪8‬‬
‫‪7‬‬
‫‪ -1‬ﺗﺮاز زﻣﻴﻦ‬
‫‪15‬‬
‫‪ -2‬ﻗﻄﺮ ‪ 450-200‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫‪19‬‬
‫‪ -3‬ﻣﻘﻄﻊ ﻋﺮﺿﻲ و ﭘﻮﺳﺘﻪ ﻣﻮﺟﺪار ﺿﺨﺎﻣﺖ ‪ 10‬ﺗﺎ ‪ 24‬ﮔﻴﺞ‬
‫‪ -4‬وﺟﻮه ﻳﻜﻨﻮاﺧﺖ ﻳﺎ ﺑﺎرﻳﻚ ﺷﺪه‬
‫‪ -5‬ﻗﻄﺮ ‪ 600-300‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫‪ -6‬ﻳﺎدآوري‪ :‬آرﻣﺎﺗﻮر ﻣﻲﺗﻮاﻧﺪ ﭘﻴﺶ ﺗﻨﻴﺪه ﺑﺎﺷﺪ‪.‬‬
‫‪ -7‬ﻣﻘﻄﻊ ﻋﺮﺿﻲ ﻣﻌﻤﻮل‬
‫‪ -9‬ﭘﻮﺳﺘﻪ ﻓﻮﻻدي ﭘﺮ ﺷﺪه ﺑﺎ ﺑﺘﻦ‬
‫‪ -12‬ﭼﻮﺑﻲ‬
‫‪ -15‬ﻣﺎدﮔﻲ ﻻزم ﺗﻨﻬﺎ ﺑﺮاي ﺑﺎرﻫﺎي زﻳﺎد ﻗﺎﺋﻢ‬
‫‪ -18‬ﺳﻄﺢ ﻣﻘﻄﻊ ﺷﻤﻊ ﻟﻮﻟﻪاي ﺑﺎ ﻫﺴﺘﻪ ﻓﻮﻻدي‬
‫‪ -8‬ﺑﺎرﻳﻚ ﺷﺪﮔﻲ ﻣﻲﺗﻮاﻧﺪ ﺣﺬف ﺷﻮد‪.‬‬
‫‪ -10‬ﺑﺨﺶ ‪HP‬‬
‫‪ -13‬ﻟﻮﻟﻪ ﻓﻮﻻدي ﭘﺮﺷﺪه ﺑﺎ ﺑﺘﻦ‬
‫‪ -16‬ﻣﻘﻄﻊ ﻋﺮﺿﻲ ﺷﻤﻊ ﻟﻮﻟﻪ ﺳﺎده‬
‫‪ -19‬ﻧﻮك اﻧﺘﻬﺎﻳﻲ ﻣﻲﺗﻮاﻧﺪ ﺣﺬف ﺷﻮد‪.‬‬
‫‪ -11‬ﺑﺘﻦ ﻏﻼفدار ﻳﺎ ﺑﺪون ﻏﻼف‬
‫‪ -14‬ﺳﻨﮓ‬
‫‪ -17‬ﺿﺨﺎﻣﺖ ﭘﻮﺳﺘﻪ ‪ 12-8‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫‪16‬‬
‫‪15‬‬
‫‪4‬‬
‫‪9‬‬
‫‪10‬‬
‫‪17‬‬
‫‪6‬‬
‫‪5‬‬
‫‪1‬‬
‫‪11‬‬
‫‪12‬‬
‫‪18‬‬
‫‪2‬‬
‫‪13‬‬
‫‪7‬‬
‫‪12‬‬
‫‪19‬‬
‫‪3‬‬
‫‪8‬‬
‫‪14‬‬
‫‪ -1‬ﻗﻄﺮ‪ 500-300‬ﻣﻴﻠﻴﻤﺘﺮ ‪ -2‬ﻣﻘﻄﻊ ﻋﺮﺿﻲ ﻣﻌﻤﻮل‬
‫‪ -3‬ﭘﺎﻳﻪ ﻣﻲﺗﻮاﻧﺪ ﺣﺬف ﺷﻮد‪.‬‬
‫‪ -4‬ﻗﻄﺮ ‪ 450-300‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫‪ -5‬ﻣﻘﻄﻊ ﻋﺮﺿﻲ ﻣﻌﻤﻮل )ﭘﻮﺳﺘﻪ ﺷﻴﺎردار(‬
‫‪ -6‬ﺿﺨﺎﻣﺖ ﭘﻮﺳﺘﻪ ‪ 8-3‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫‪ -7‬ﻣﻘﻄﻊ ﻋﺮﺿﻲ ﻣﻌﻤﻮل )ﭘﻮﺳﺘﻪ ﻣﺎرﭘﻴﭻ ﺟﻮش ﺷﺪه(‬
‫‪ -8‬ﺣﺪاﻗﻞ ﻗﻄﺮ ﻧﻮك ‪ 200‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫‪ -9‬ﺑﺎ وﺟﻮه ﻳﻜﻨﻮاﺧﺖ ﻳﺎ ﺑﺎرﻳﻚ ﺷﺪه‬
‫‪ -10‬ﻣﻘﻄﻊ ﻋﺮﺿﻲ ﻣﻌﻤﻮل‬
‫‪ -12‬ﺟﻮش ﺷﺪه‬
‫‪ -11‬ﺷﻤﻊ ﺑﺎ ﻣﻘﺎﻃﻊ رﻳﻞ ﻳﺎ ورق ﻣﻄﺎﺑﻖ زﻳﺮ ﻣﻲﺗﻮاﻧﺪ ﺑﻪ ﻛﺎر روﻧﺪ‪.‬‬
‫‪ -13‬رﻳﻞ‬
‫‪ -14‬ورق ﺷﻤﻊ‬
‫‪ -17‬ﺷﻤﻊ ﻣﻲﺗﻮاﻧﺪ ﺑﻮﺳﻴﻠﻪ ﭼﻮب ﻣﺤﺎﻓﻆ ﺗﻠﻘﻲ ﺷﻮد‪.‬‬
‫‪ -15‬ﺗﺮاز ﺳﻄﺢ‬
‫‪ -16‬ﻗﻄﺮ اﻧﺘﻬﺎ‪ 500-300‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫‪ -18‬ﻣﻘﻄﻊ ﻋﺮﺿﻲ‬
‫‪ -19‬ﻗﻄﺮ ﻧﻮك ‪ 250-150‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫‪40‬‬