FOREWORD
The Iranian Petroleum Standards (IPS) reflect the
views of the Iranian Ministry of Petroleum and
are intended for use in the oil and gas production
facilities,
oil
refineries,
chemical
and
petrochemical plants, gas handling and processing
installations and other such facilities.
IPS is based on internationally acceptable
standards and includes selections from the items
stipulated in the referenced standards. They are
also supplemented by additional requirements
and/or modifications based on the experience
acquired by the Iranian Petroleum Industry and
the local market availability. The options which
are not specified in the text of the standards are
itemized in data sheet/s, so that, the user can
select his appropriate preferences therein.
The IPS standards are therefore expected to be
sufficiently flexible so that the users can adapt
these standards to their requirements. However,
they may not cover every requirement of each
project. For such cases, an addendum to IPS
Standard shall be prepared by the user which
elaborates the particular requirements of the user.
This addendum together with the relevant IPS
shall form the job specification for the specific
project or work.
The IPS is reviewed and up-dated approximately
every five years. Each standards are subject to
amendment or withdrawal, if required, thus the
latest edition of IPS shall be applicable
The users of IPS are therefore requested to send
their views and comments, including any
addendum prepared for particular cases to the
following address. These comments and
recommendations will be reviewed by the relevant
technical committee and in case of approval will
be incorporated in the next revision of the
standard.
Standards and Research department
No.19, Street14, North kheradmand
Karimkhan Avenue, Tehran, Iran .
Postal Code- 1585886851
Tel: 88810459-60 & 66153055
Fax: 88810462
Email: Standards@nioc.org
‫ﭘﻴﺶ ﮔﻔﺘﺎر‬
‫( ﻣﻨﻌﻜﺲ ﻛﻨﻨﺪه دﻳﺪﮔﺎﻫﻬﺎي‬IPS) ‫اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ اﻳﺮان‬
‫وزارت ﻧﻔﺖ اﻳﺮان اﺳﺖ و ﺑﺮاي اﺳﺘﻔﺎده در ﺗﺄﺳﻴﺴﺎت ﺗﻮﻟﻴﺪ ﻧﻔﺖ‬
،‫ واﺣﺪﻫﺎي ﺷﻴﻤﻴﺎﺋﻲ و ﭘﺘﺮوﺷﻴﻤﻲ‬،‫ ﭘﺎﻻﻳﺸﮕﺎﻫﻬﺎي ﻧﻔﺖ‬،‫و ﮔﺎز‬
‫ﺗﺄﺳﻴﺴﺎت اﻧﺘﻘﺎل و ﻓﺮاورش ﮔﺎز و ﺳﺎﻳﺮ ﺗﺄﺳﻴﺴﺎت ﻣﺸﺎﺑﻪ ﺗﻬﻴﻪ‬
.‫ﺷﺪه اﺳﺖ‬
‫ ﺑﺮ اﺳﺎس اﺳﺘﺎﻧﺪاردﻫﺎي ﻗﺎﺑﻞ ﻗﺒﻮل‬،‫اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ‬
‫ﺑﻴﻦاﻟﻤﻠﻠﻲ ﺗﻬﻴﻪ ﺷﺪه و ﺷﺎﻣﻞ ﮔﺰﻳﺪهﻫﺎﺋﻲ از اﺳﺘﺎﻧﺪاردﻫﺎي‬
‫ ﻫﻤﭽﻨﻴﻦ ﺑﺮاﺳﺎس ﺗﺠﺮﺑﻴﺎت ﺻﻨﻌﺖ ﻧﻔﺖ ﻛﺸﻮر‬.‫ﻣﺮﺟﻊ ﻣﻲﺑﺎﺷﺪ‬
‫ ﻣﻮاردي‬،‫و ﻗﺎﺑﻠﻴﺖ ﺗﺄﻣﻴﻦ ﻛﺎﻻ از ﺑﺎزار داﺧﻠﻲ و ﻧﻴﺰ ﺑﺮ ﺣﺴﺐ 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 ﺷﺪه اﺳﺖ‬
‫ 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
COMPANY :
Refers to one of the related and/or affiliated
companies of the Iranian Ministry of Petroleum
such as National Iranian Oil Company, National
Iranian Gas Company, National Petrochemical
Company and National Iranian Oil Refinery And
Distribution Company.
PURCHASER :
Means the "Company" where this standard is a
part of direct purchaser order by the "Company",
and the "Contractor" where this Standard is a part
of contract document.
VENDOR AND SUPPLIER:
Refers to firm or person who will supply and/or
fabricate the equipment or material.
CONTRACTOR:
Refers to the persons, firm or company whose
tender has been accepted by the company.
EXECUTOR :
Executor is the party which carries out all or part
of construction and/or commissioning for the
project.
INSPECTOR :
The Inspector referred to in this Standard is a
person/persons or a body appointed in writing by
the company for the inspection of fabrication and
installation work.
SHALL:
Is used where a provision is mandatory.
SHOULD:
Is used where a provision is advisory only.
WILL:
Is normally used in connection with the action by
the "Company" rather than by a contractor,
supplier or vendor.
MAY:
Is used where a provision is completely
discretionary.
.‫در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺗﻌﺎرﻳﻒ زﻳﺮ ﺑﻪ ﻛﺎر ﻣﻲ رود‬
: ‫ﺷﺮﻛﺖ‬
‫ ﻣﺜﻞ‬،‫ﺑﻪ ﻳﻜﻲ از ﺷﺮﻛﺖ ﻫﺎي اﺻﻠﻲ و ﻳﺎ واﺑﺴﺘﻪ ﺑﻪ وزارت ﻧﻔﺖ‬
‫ ﺷﺮﻛﺖ ﻣﻠﻲ‬،‫ ﺷﺮﻛﺖ ﻣﻠﻲ ﮔﺎز اﻳﺮان‬،‫ﺷﺮﻛﺖ ﻣﻠﻲ ﻧﻔﺖ اﻳﺮان‬
‫ﺻﻨﺎﻳﻊ ﭘﺘﺮوﺷﻴﻤﻲ و ﺷﺮﻛﺖ ﻣﻠﻲ ﭘﺎﻻﻳﺶ و ﭘﺨﺶ ﻓﺮآوردهﻫﺎي‬
.‫ﻧﻔﺘﻲ اﻃﻼق ﻣﻲﺷﻮد‬
:‫ﺧﺮﻳﺪار‬
‫ﻳﻌﻨﻲ "ﺷﺮﻛﺘﻲ" ﻛﻪ اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺨﺸﻲ از ﻣﺪارك ﺳﻔﺎرش‬
‫ﺧﺮﻳﺪ ﻣﺴﺘﻘﻴﻢ آن "ﺷﺮﻛﺖ" ﻣﻲﺑﺎﺷﺪ و ﻳﺎ "ﭘﻴﻤﺎﻧﻜﺎري" ﻛﻪ اﻳﻦ‬
.‫اﺳﺘﺎﻧﺪارد ﺑﺨﺸﻲ از ﻣﺪارك ﻗﺮارداد آن اﺳﺖ‬
:‫ﻓﺮوﺷﻨﺪه و ﺗﺄﻣﻴﻦ ﻛﻨﻨﺪه‬
‫ﺑﻪ ﻣﻮﺳﺴﻪ و ﻳﺎ ﺷﺨﺼﻲ ﮔﻔﺘﻪ ﻣﻲﺷﻮد ﻛﻪ ﺗﺠﻬﻴﺰات و ﻛﺎﻻﻫﺎي‬
.‫ﻣﻮرد ﻟﺰوم ﺻﻨﻌﺖ را ﺗﺄﻣﻴﻦ ﻣﻲﻧﻤﺎﻳﺪ‬
:‫ﭘﻴﻤﺎﻧﻜﺎر‬
‫ ﻣﻮﺳﺴﻪ و ﻳﺎ ﺷﺮﻛﺘﻲ ﮔﻔﺘﻪ ﻣﻲﺷﻮد ﻛﻪ ﭘﻴﺸﻨﻬﺎدش‬،‫ﺑﻪ ﺷﺨﺺ‬
.‫ﺑﺮاي ﻣﻨﺎﻗﺼﻪ ﭘﺬﻳﺮﻓﺘﻪ ﺷﺪهاﺳﺖ‬
: ‫ﻣﺠﺮي‬
‫ﻣﺠﺮي ﺑﻪ ﮔﺮوﻫﻲ اﻃﻼق ﻣﻲﺷﻮد ﻛﻪ ﺗﻤﺎم ﻳﺎ ﻗﺴﻤﺘﻲ از ﻛﺎرﻫﺎي‬
.‫اﺟﺮاﺋﻲ و ﻳﺎ راه اﻧﺪازي ﭘﺮوژه را اﻧﺠﺎم دﻫﺪ‬
:‫ﺑﺎزرس‬
‫ﮔﺮوه ﻳﺎ ﻣﻮﺳﺴﻪاي اﻃﻼق‬/‫در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺎزرس ﺑﻪ ﻓﺮد‬
‫ ﺳﺎﺧﺖ و ﻧﺼﺐ‬،‫ﻣﻲﺷﻮد ﻛﻪ ﻛﺘﺒﺎً ﺗﻮﺳﻂ ﻛﺎرﻓﺮﻣﺎ ﺑﺮاي ﺑﺎزرﺳﻲ‬
.‫ﺗﺠﻬﻴﺰات ﻣﻌﺮﻓﻲ ﺷﺪه ﺑﺎﺷﺪ‬
:‫ﺑﺎﻳﺪ‬
.‫ اﺳﺘﻔﺎده ﻣﻲﺷﻮد‬،‫ﺑﺮاي ﻛﺎري ﻛﻪ اﻧﺠﺎم آن اﺟﺒﺎري اﺳﺖ‬
:‫ﺗﻮﺻﻴﻪ‬
.‫ ﺑﻜﺎر ﻣﻲرود‬،‫ﺑﺮاي ﻛﺎري ﻛﻪ ﺿﺮورت اﻧﺠﺎم آن ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد‬
:‫ﺗﺮﺟﻴﺢ‬
‫ﻣﻌﻤﻮﻻً در ﺟﺎﻳﻲ اﺳﺘﻔﺎده ﻣﻲﺷﻮد ﻛﻪ اﻧﺠﺎم آن ﻛﺎر ﺑﺮاﺳﺎس‬
.‫ﻧﻈﺎرت "ﺷﺮﻛﺖ" ﺑﺎﺷﺪ‬
: ‫ﻣﻤﻜﻦ اﺳﺖ‬
.‫ ﺑﻜﺎر ﻣﻲرود‬،‫ﺑﺮاي ﻛﺎري ﻛﻪ اﻧﺠﺎم آن اﺧﺘﻴﺎري ﻣﻲﺑﺎﺷﺪ‬
IPS-E-CE-120(1)
ENGINEERING STANDARD
FOR
FOUNDATIONS
FIRST REVISION
MAY 2009
‫اﺳﺘـﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ‬
‫ﺑـﺮاي‬
‫ﺷﺎﻟﻮدهﻫﺎ‬
‫وﻳﺮاﻳﺶ اول‬
1388 ‫اردﻳﺒﻬﺸﺖ‬
This Standard is the property of Iranian Ministry of
Petroleum. All rights are reserved to the owner. Neither
whole nor any part of this document maybe disclosed to any
third party, reproduced, stored in any retrieval system or
transmitted in any form or by any means without the prior
written consent of the Iranian Ministry of Petroleum.
‫ ﺗﻤﺎم ﺣﻘﻮق آن ﻣﺘﻌﻠـﻖ ﺑـﻪ‬.‫اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﺘﻌﻠﻖ ﺑﻪ وزارت ﻧﻔﺖ اﻳﺮان اﺳﺖ‬
‫ ﺗﻤﺎم ﻳﺎ ﺑﺨﺸﻲ‬،‫ﻣﺎﻟﻚ آن ﺑﻮده و ﻧﺒﺎﻳﺪ ﺑﺪون رﺿﺎﻳﺖ ﻛﺘﺒﻲ وزارت ﻧﻔﺖ اﻳﺮان‬
،‫ اﻧﺘﻘﺎل‬،‫ ذﺧﻴﺮه ﺳﺎزي‬،‫ ﺑﻪ ﻫﺮ ﺷﻜﻞ ﻳﺎ وﺳﻴﻠﻪ ازﺟﻤﻠﻪ ﺗﻜﺜﻴﺮ‬،‫از اﻳﻦ اﺳﺘﺎﻧﺪارد‬
.‫ﻳﺎ روش دﻳﮕﺮي در اﺧﺘﻴﺎر اﻓﺮاد ﺛﺎﻟﺚ ﻗﺮار ﮔﻴﺮد‬
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
CONTENTS :
`
Page
No
1. SCOPE................................................................ 3
2. REFERENCES .................................................. 4
3. DEFINITIONS AND TERMINOLOGY......... 5
4. UNITS................................................................. 7
5. GENERAL CONSIDERATIONS .................... 8
IPS-E-CE-120(1)
: ‫ﻓﻬﺮﺳﺖ ﻣﻄﺎﻟﺐ‬
3 ...................................................... ‫ داﻣﻨﻪ ﻛﺎرﺑﺮد‬-1
4 ............................................................. ‫ ﻣﺮاﺟﻊ‬-2
5 ................................................ ‫ ﺗﻌﺎرﻳﻒ و واژﮔﺎن‬-3
7 ............................................................ ‫ واﺣﺪﻫﺎ‬-4
8 .................................................. ‫ اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ‬-5
8 ..................................... ‫ دﺳﺘﻪﺑﻨﺪي ﺷﺎﻟﻮدهﻫﺎ‬1-5
5.1 Foundation Classification ........................... 8
8 .............................................‫ ﺷﻨﺎﺳﺎﻳﻲ ﻣﺤﻞ‬2-5
5.2 Site Investigation ......................................... 8
9 ............................................‫ ﻣﻼﺣﻈﺎت زﻣﻴﻦ‬3-5
5.3 Ground Considerations............................... 9
12 ............................................. ‫ ﺑﺎرﻫﺎي ﺷﺎﻟﻮده‬4-5
5.4 Foundation Loads........................................ 12
13 ................................. ‫ ﻇﺮﻓﻴﺘﻬﺎي ﺑﺎرﺑﺮي ﻣﺠﺎز‬5-5
5.5 Allowable Bearing Capacities..................... 13
16 ......................................... ‫ ﻣﻼﺣﻈﺎت ﻃﺮاﺣﻲ‬6-5
5.6 Design Considerations................................. 16
6. SHALLOW FOUNDATIONS .......................... 19
19 ............................................ ‫ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ‬-6
19 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-6
6.1 General ......................................................... 19
20 ............................... ‫ ﻣﻼﺣﻈﺎت ﻋﻤﻮﻣﻲ ﻃﺮاﺣﻲ‬2-6
6.2 General Design Considerations.................. 20
20 ........................................ ‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد‬3-6
6.3 Pad Foundations .......................................... 20
21 ......................................... ‫ ﺷﺎﻟﻮدهﻫﺎي ﻧﻮاري‬4-6
6.4 Strip Foundations ........................................ 21
‫ ﺷﺎﻟﻮدهﻫﺎي ﮔﺴﺘﺮده‬5-6
22 . (‫)ﻫﻤﭽﻨﻴﻦ ﺷﺎﻟﻮدهﻫﺎي ﻣﺴﻄﺢ ﻧﻴﺰ ﻧﺎﻣﻴﺪه ﻣﻲﺷﻮد‬
6.5 Raft Foundations
(also Called Mat Foundations) ........................ 22
23 ............................................. ‫ ﺷﻤﻌﻬﺎي ﻛﻮﺗﺎه‬6-6
6.6 Short Piling .................................................. 23
7. DEEP FOUNDATIONS.................................... 23
23 .............................................. ‫ ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ‬-7
23 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-7
7.1 General ......................................................... 23
23 ................................. ‫ اﻧﻮاع ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ‬2-7
7.2 Types of Deep Foundations ........................ 23
24 .............................. ‫ اﻧﺘﺨﺎب ﻧﻮع ﺷﺎﻟﻮده ﻋﻤﻴﻖ‬3-7
7.3 Selection of the Type of Deep Foundations24
8. MACHINERY FOUNDATIONS ..................... 27
27 ...................................... ‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت‬-8
27 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-8
8.1 General ......................................................... 27
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
‫ دﺳﺘﻪ ﺑﻨﺪيﻫﺎ و اﻧﻮاع‬2-8
29 ....................................... ‫ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت‬
8.2 Classifications and Type of
Machinery Foundations ................................... 29
29 ............................................ ‫ داده ﻫﺎي ﺧﺎك‬3-8
8.3 Soil Data ....................................................... 29
30 ................................................‫ روش ﺗﺤﻠﻴﻞ‬4-8
8.4 Method of Analysis...................................... 30
30 ......................................... ‫ ﻣﻼﺣﻈﺎت ﻃﺮاﺣﻲ‬5-8
8.5 Design Considerations................................. 30
31 .................................... ‫ ﺗﻜﻴﻪﮔﺎﻫﻬﺎي ﻟﺮزهﮔﻴﺮ‬6-8
8.6 Anti-Vibration Mountings .......................... 31
9. GEOTECHNICAL PROCESSES FOR
GROUND IMPROVEMENT .............................. 32
32 ............. ‫ ﻓﺮآﻳﻨﺪﻫﺎي ژﺋﻮﺗﻜﻨﻴﻜﻲ ﺑﺮاي ﺑﻬﺴﺎزي زﻣﻴﻦ‬-9
32 ....................................................... ‫ ﻋﻤﻮﻣﻲ‬1-9
9.1 General ......................................................... 32
32 ..................................... ‫ ﻛﻨﺘﺮل آب زﻳﺮزﻣﻴﻨﻲ‬2-9
9.2 Control of Ground Water........................... 32
34 ........... ‫ روﺷﻬﺎي ﺑﻬﺒﻮد ﻣﺸﺨﺼﺎت ﻓﻴﺰﻳﻜﻲ زﻣﻴﻦ‬3-9
9.3 Methods of Improving the Physical
Properties of the Ground .................................. 34
APPENDICES:
APPENDIX A FOUNDATIONS OF
OIL STORAGE TANKS ............. 38
:‫ﭘﻴﻮﺳﺖﻫﺎ‬
38 .................. ‫ﭘﻴﻮﺳﺖ اﻟﻒ ﺷﺎﻟﻮدهﻫﺎي ﻣﺨﺎزن ذﺧﻴﺮه ﻧﻔﺖ‬
2
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IPS-E-CE-120(1)
‫ داﻣﻨﻪ ﻛﺎرﺑﺮد‬-1
1. SCOPE
This Engineering Standard gives general criteria
relevant to the planning and design of
foundations, as may be encountered in various
civil engineering projects in the field of Iranian
Petroleum Industries.
‫اﻳﻦ اﺳﺘﺎﻧﺪارد ﺿﻮاﺑﻂ ﻣﺮﺑﻮط ﺑﻪ ﺟﺎﻧﻤﺎﻳﻲ و ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهﻫﺎﻳﻲ‬
The Standard covers shallow and deep
foundations generally used in buildings with
normal range of complexity, as well as
foundations subject to dynamic loads from
machinery, and soil improvement techniques.
‫ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ و ﻋﻤﻴﻖ داراي ﻛﺎرﺑﺮد‬،‫اﻳﻦ اﺳﺘﺎﻧﺪارد‬
‫ ﺑﻌﻼوه‬،‫ﻋﻤﻮﻣﻲ در ﺳﺎﺧﺘﻤﺎﻧﻬﺎي ﺑﺎ درﺟﻪ ﭘﻴﭽﻴﺪﮔﻲ ﻣﻌﻤﻮﻟﻲ‬
‫ﺷﺎﻟﻮدهﻫﺎي ﻣﺮﺑﻮط ﺑﻪ ﺑﺎرﻫﺎي دﻳﻨﺎﻣﻴﻜﻲ ﻧﺎﺷﻲ از ﻣﺎﺷﻴﻦآﻻت و‬
.‫ﻫﻤﭽﻨﻴﻦ روﺷﻬﺎي ﺑﻬﺴﺎزي ﺧﺎك را ﺷﺎﻣﻞ ﻣﻲﺷﻮد‬
This standard does not cover the following
subjects which are covered in relevant IPS as
shown below:
IPS ‫اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻮارد زﻳﺮ را ﻛﻪ در ﺳﺎﻳﺮ اﺳﺘﺎﻧﺪاردﻫﺎي‬
‫ﻛﻪ ﻣﻤﻜﻦ اﺳﺖ در ﭘﺮوژهﻫﺎي ﮔﻮﻧﺎﮔﻮن ﻣﻬﻨﺪﺳﻲ ﻋﻤﺮان در‬
.‫ اراﺋﻪ ﻣﻲﻧﻤﺎﻳﺪ‬،‫ﺻﻨﺎﻳﻊ ﻧﻔﺖ اﻳﺮان ﭘﻴﺶ آﻳﺪ‬
:‫ ﺷﺎﻣﻞ ﻧﻤﻲﺷﻮد‬،‫ﺑﺸﺮح زﻳﺮ اراﺋﻪ ﺷﺪهاﺳﺖ‬
‫ ﺷﺎﻟﻮدهﻫـــﺎي ﺳـﺎزهﻫﺎي ﺳﺎﺣﻠﻲ و درﻳـﺎﻳﻲ؛ )ﺑﻪ‬
‫ و‬IPS-G-CE-470 ‫ﺗﺮﺗﻴﺐ ﺑﻪ اﺳﺘــﺎﻧﺪاردﻫــﺎي‬
(.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬IPS-G-CE-480
.‫ ﺷﺎﻟﻮدهﻫﺎي ﺧﺎص ﻣﺎﻧﻨﺪ ﺳﺪﻫﺎ و ﻏﻴﺮه‬
‫ ﺳﺎزهﻫﺎي ﺑﺘﻨﻲ‬:‫ ﺟﻨﺒﻪ ﻫﺎي ﺳﺎزهاي ﺷﺎﻟﻮدهﻫﺎ ﻳﻌﻨﻲ‬
(.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬IPS-E-CE-200‫ﻣﺴﻠﺢ )ﺑﻪ اﺳﺘﺎﻧﺪارد‬
- Foundations of onshore and offshore
structures; (see respectively IPS-G-CE-470
and IPS-G-CE-480).
- Special foundations like dams etc.
- The structural aspects of foundations i.e:
reinforced concrete structures, (see IPS-ECE-200).
- Piles, see IPS-E-CE-130.
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬IPS-E-CE-130 ‫ ﺑﻪ اﺳﺘﺎﻧﺪارد‬،‫ ﺷﻤﻌﻬﺎ‬‫ﺑﺎ اﻳﻦ ﺣﺎل ﻻزم اﺳﺖ ﻳﺎدآوري ﺷﻮد ﻛﻪ ﺟﻨﺒﻪﻫﺎي ﺧﺎﺻﻲ از‬
‫ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ ﻣﺬﻛﻮر در اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻲﺗﻮاﻧﺪ در ﻫﺮ دو‬
.‫زﻣﻴﻨﻪ ﺷﺎﻟﻮدهﻫﺎ و ﺳﺎزهﻫﺎي درﻳﺎﻳﻲ ﻣﺸﺘﺮك ﺑﺎﺷﺪ‬
‫اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﺮاي ﻣﻮارد ﻛﻠﻲ ﻧﻮﺷﺘﻪ ﺷﺪهاﺳﺖ و ﻛﺎرﺑﺮد آن‬
‫ﺑﺮاي ﭘﺮوژهﻫﺎي ﺧﺎص ﻣﻤﻜﻦ اﺳﺖ ﺗﺎﺑﻊ اﻟﺰاﻣﺎت وﻳﮋه ﻛﺎر‬
.‫ﻣﻮردﻧﻈﺮ ﺑﺎﺷﺪ‬
It should however be noted that certain aspects of
deep foundations covered in this Standard may be
common in both fields of foundations and
maritime structures.
This Standard is written in general terms and its
application to any particular project may be
subject to special requirements of the work under
consideration.
:1 ‫ﻳﺎدآوري‬
‫ ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ‬1375 ‫اﻳﻦ اﺳﺘﺎﻧﺪارد در آﺑﺎن ﻣﺎه ﺳﺎل‬
1 ‫ﻣﺮﺑﻮﻃﻪ ﺑﺮرﺳﻲ و ﻣﻮارد ﺗﺄﻳﻴﺪ ﺷﺪه ﺑﻪ ﻋﻨﻮان اﺻﻼﺣﻴﻪ ﺷﻤﺎره‬
.‫ اﺑﻼغ ﮔﺮدﻳﺪ‬14 ‫ﻃﻲ ﺑﺨﺸﻨﺎﻣﻪ ﺷﻤﺎره‬
Note 1:
This standard specification is reviewed and
updated by the relevant technical committee on
Nov 1997, as amendment No. 1 by circular No.
14.
:2 ‫ﻳﺎدآوري‬
‫ ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ‬1382 ‫اﻳﻦ اﺳﺘﺎﻧﺪارد در ﻣﺮداد ﻣﺎه ﺳﺎل‬
2 ‫ﻣﺮﺑﻮﻃﻪ ﺑﺮرﺳﻲ و ﻣﻮارد ﺗﺄﻳﻴﺪ ﺷﺪه ﺑﻪ ﻋﻨﻮان اﺻﻼﺣﻴﻪ ﺷﻤﺎره‬
.‫ اﺑﻼغ ﮔﺮدﻳﺪ‬239 ‫ﻃﻲ ﺑﺨﺸﻨﺎﻣﻪ ﺷﻤﺎره‬
Note 2:
This standard specification is reviewed and
updated by the relevant technical committee on
Aug 2004, as amendment No. 2 by circular No.
239.
:3 ‫ﻳﺎدآوري‬
Note 3:
‫ ﻧﺴﺨﻪ ﺑﺎزﻧﮕﺮي ﺷﺪهاﺳﺘﺎﻧﺪارد ﻓﻮق‬،‫اﻳﻦ اﺳﺘﺎﻧﺪارد دو زﺑﺎﻧﻪ‬
‫ ﺗﻮﺳﻂ ﻛﻤﻴﺘﻪ ﻓﻨﻲ‬1388 ‫ﻣﻴﺒﺎﺷﺪ ﻛﻪ در اردﻳﺒﻬﺸﺖ ﻣﺎه ﺳﺎل‬
‫ از اﻳﻦ‬.‫( اراﺋﻪ ﻣﻲﮔﺮدد‬1) ‫ﻣﺮﺑﻮﻃﻪ ﺗﺎﻳﻴﺪ 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 May 2009, which is issued as
revision (1). Revision (0) of the said standard
specification is withdrawn.
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IPS-E-CE-120(1)
: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.
‫ ﻣﺮاﺟﻊ‬-2
2. REFERENCES
‫در اﻳﻦ اﺳﺘﺎﻧﺪارد ﺑﻪ آﻳﻴﻦ ﻧﺎﻣﻪﻫـﺎ و اﺳـﺘﺎﻧﺪاردﻫﺎي ﺗـﺎرﻳﺦ دار و‬
‫ ﺗﺎ ﺣـﺪي ﻛـﻪ در‬،‫ اﻳﻦ ﻣﺮاﺟﻊ‬.‫ﺑﺪون ﺗﺎرﻳﺦ زﻳﺮ اﺷﺎره ﺷﺪه اﺳﺖ‬
‫ ﺑﺨـﺸﻲ از اﻳـﻦ‬،‫اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣـﻮرد اﺳـﺘﻔﺎده ﻗـﺮار ﮔﺮﻓﺘـﻪاﻧـﺪ‬
‫ وﻳـﺮاﻳﺶ‬،‫ در ﻣﺮاﺟـﻊ ﺗـﺎرﻳﺦ دار‬.‫اﺳﺘﺎﻧﺪارد ﻣﺤﺴﻮب ﻣـﻲﺷـﻮﻧﺪ‬
‫ﮔﻔﺘﻪ ﺷﺪه ﻣﻼك ﺑﻮده و ﺗﻐﻴﻴﺮاﺗﻲ ﻛﻪ ﺑﻌﺪ از ﺗـﺎرﻳﺦ وﻳـﺮاﻳﺶ در‬
‫ ﭘﺲ از ﺗﻮاﻓﻖ ﺑﻴﻦ ﻛﺎرﻓﺮﻣﺎ و ﻓﺮوﺷﻨﺪه ﻗﺎﺑﻞ‬،‫آﻧﻬﺎ داده ﺷﺪه اﺳﺖ‬
‫ آﺧﺮﻳﻦ وﻳـﺮاﻳﺶ آﻧﻬـﺎ ﺑـﻪ‬،‫ 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.
(‫ )اﺳﺘﺎﻧﺪاردﻫﺎي ﻧﻔﺖ اﻳﺮان‬IPS
IPS (IRANIAN PETROLEUM STANDARDS)
for
"‫ "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي واﺣﺪﻫﺎ‬IPS-E-GN-100
IPS-G-ME-100 "General
Standard
for
Atmospheric above Ground
Welded Steel Storage Tanks"
‫ "اﺳﺘﺎﻧﺪارد ﻋﻤﻮﻣﻲ ﺑﺮاي ﻣﺨﺎزن ذﺧﻴﺮه‬IPS-G-ME-100
‫ﻓﻠﺰي ﺟﻮﺷﻲ ﺗﺤﺖ ﻓﺸﺎر ﺟﻮ روي‬
"‫زﻣﻴﻦ‬
‫ "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي ﻣﻬﻨﺪﺳﻲ‬IPS-E-CE-110
"‫ﺧﺎك‬
IPS-E-GN-100 "Engineering
Units"
Standard
IPS-E-CE-110 "Engineering Standard for Soil
Engineering"
Standard
for
"‫ "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي ﺷﻤﻌﻬﺎ‬IPS-E-CE-130
IPS-E-CE-200 "Engineering Standard
Concrete Structures"
for
‫ "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ ﺑﺮاي ﺳﺎزهﻫﺎي‬IPS-E-CE-200
"‫ﺑﺘﻨﻲ‬
IPS-G-CE-470 "Engineering and Construction
Standard
for
Onshore
Facilities"
‫ "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ و اﺟﺮا ﺑﺮاي‬IPS-G-CE-470
"‫ﺗﺄﺳﻴﺴﺎت ﺳﺎﺣﻠﻲ‬
IPS-G-CE-480 "Engineering and Construction
Standard
for
Offshore
Installations"
‫ "اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ و اﺟﺮا ﺑﺮاي ﻧﺼﺐ‬IPS-G-CE-480
"‫درﻳﺎﻳﻲ‬
IPS-E-CE-130 "Engineering
Piles"
(‫ )ﻣﻮﺳﺴﻪ اﺳﺘﺎﻧﺪاردﻫﺎي ﺑﺮﻳﺘﺎﻧﻴﺎ‬BSI
BSI (BRITISH STANDARDS INSTITUTION)
"‫ "آﺋﻴﻦ ﻧﺎﻣﻪ اﺟﺮاﺋﻲ ﺷﺎﻟﻮدهﻫﺎ‬BS 8004: 1986
BS 8004: 1986 "Code of Practice for
Foundations"
BS 5930: 1999 "Code of Practice for Site
Investigations"
‫ "آﻳﻴﻦ ﻧﺎﻣﻪ اﺟﺮاﺋﻲ ﺷﻨﺎﺳﺎﻳﻲﻫﺎي‬BS 5930: 1999
"‫ﻣﺤﻠﻲ‬
CP 2012: 1974 "Foundations for Reciprocating
Machines"Part 1
‫ "ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت رﻓﺖ و‬1974 :CP 2012
1 ‫ﺑﺮﮔﺸﺘﻲ" ﺑﺨﺶ‬
4
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
‫ "ﻣﺸﺨﺼﺎت اﺳﺘﺎﻧﺪارد ﺑﺮاي ﺳﺎﺧﺖ‬BS 2654: 1989
‫ﻣﺨﺎزن ذﺧﻴﺮه ﻓﻮﻻدي ﻗﺎﺋﻢ ﺟﻮﺷﻲ‬
‫ﺑﺪون ﺳﺮﻣﺎﻳﺶ ﺑﺎ ﭘﻮﺳﺘﻪﻫﺎي ﺟﻮش ﻟﺐ‬
"‫ﺑﻪ ﻟﺐ ﺷﺪه ﺟﻬﺖ ﺻﻨﻌﺖ ﻧﻔﺖ‬
BS 2654: 1989 "Standard Specification for
Manufacture of Vertical Steel
Welded
Non-Refrigerated
Storage Tanks with ButtWelded Shells for Petroleu
Industry"
(‫ )ﻣﻮﺳﺴﻪ ﻧﻔﺖ اﻣﺮﻳﻜﺎ‬API
API (AMERICAN PETROLEUM INSTITUTE)
API Std. 650
"Welded Steel Tanks for Oil
Storage, 2005"
API 651
"Cathodic Protection of above
Ground
Tanks"
DIN
(DEUTSCHES
NORMUNG)
DIN 4024-1
Petrolum
‫"ﻣﺨﺎزن ﻓﻮﻻدي ﺟﻮﺷﻲ ﺑﺮاي ذﺧﻴﺮه‬
"2005 ،‫ﻧﻔﺖ‬
‫"ﺣﻔﺎﻇﺖ ﻛﺎﺗﻮدﻳﻚ ﻣﺨﺎزن ﻧﻔﺘﻲ‬
"‫روزﻣﻴﻨﻲ‬
Storage
INSTITUT
IPS-E-CE-120(1)
API Std. 650
API 651
(‫ )ﻣﻮﺳﺴﻪ اﺳﺘﺎﻧﺪاردﻫﺎي آﻟﻤﺎن‬DIN
FÜR
‫ ﺳﺎزهﻫﺎي‬-‫"ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت‬
‫اﻧﻌﻄﺎف ﭘﺬﻳﺮ ﺟﻬﺖ ﻧﮕﻬﺪاري‬
1988"‫ﻣﺎﺷﻴﻦآﻻت ﺑﺎ اﺟﺰاي ﭼﺮﺧﺸﻲ‬
"Machine
FoundationsFlexible
Structures
that
Support
Machines
with
Rotating Elements"1988
DIN 4024-1
‫ ﺗﻌﺎرﻳﻒ و واژﮔﺎن‬-3
3. DEFINITIONS AND TERMINOLOGY
The following terms are defined for general use in
this Engineering Standard. For more information
see section 1.2 BS 8004
‫واژهﻫﺎي زﻳﺮ ﺑﻪ ﻣﻨﻈﻮر اﺳﺘﻔﺎده ﻋﻤﻮﻣﻲ در اﻳﻦ اﺳﺘﺎﻧﺪارد‬
2-1 ‫ ﺑﺮاي اﻃﻼﻋﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﻗﺴﻤﺖ‬.‫ﻣﻬﻨﺪﺳﻲ ﺗﻌﺮﻳﻒ ﺷﺪهاﻧﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004 ‫از اﺳﺘﺎﻧﺪارد‬
Allowable Net Bearing Pressure: The maximum
allowable net loading intensity at the base of the
foundation, taking into account the ultimate
bearing capacity, the amount and kind of
settlement expected and the ability of the structure
to accommodate this settlement.
‫ ﺣﺪاﻛﺜﺮ ﺷﺪت ﺑﺎر ﺧﺎﻟﺺ ﻣﺠﺎز در‬:‫ﻓﺸﺎر ﺑﺎرﺑﺮي ﺧﺎﻟﺺ ﻣﺠﺎز‬
Caisson: A structure that is sunk through ground
or water for the purpose of excavating and placing
work at the prescribed depth and which
subsequently becomes an integral part of the
permanent work.
‫ ﺳﺎزهاي ﻛﻪ ﺑﻤﻨﻈﻮر ﺣﻔﺎري و اﺟﺮاي ﻛﺎر‬:(‫ﺻﻨﺪوﻗﻪ )ﻛﻴﺴﻮن‬
Box Caisson: A caisson which is closed at the
bottom but open to the atmosphere at the top.
‫ ﺻﻨﺪوﻗﻪاي ﻛﻪ ﭘﺎﻳﻴﻦ آن ﺑﺴﺘﻪ‬:‫ﺻﻨﺪوﻗﻪ )ﻛﻴﺴﻮن( ﺟﻌﺒﻪاي‬
Compressed Air Caisson: A caisson with a
working chamber in which the air is maintained
above atmospheric pressure to prevent the entry of
water and ground into the excavation.
‫ ﺻﻨﺪوﻗﻪاي اﺳﺖ ﺑﺎ ﻳﻚ‬:‫ﺻﻨﺪوﻗﻪ )ﻛﻴﺴﻮن( ﻫﻮاي ﻓﺸﺮده‬
Open Caisson: A caisson open both at the top
and at the bottom.
‫ ﺻﻨﺪوﻗﻪاي ﻛﻪ ﻫﺮ دو ﻗﺴﻤﺖ ﺑﺎﻻ و‬:‫ﺻﻨﺪوﻗﻪ )ﻛﻴﺴﻮن( ﺑﺎز‬
‫ ﻣﻘﺪار و ﻧﻮع‬،‫زﻳﺮ ﺷﺎﻟﻮده ﺑﺎ اﺣﺘﺴﺎب ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﻧﻬﺎﻳﻲ‬
‫ﻧﺸﺴﺖ ﻣﻮرد اﻧﺘﻈﺎر و ﺗﻮاﻧﺎﻳﻲ ﺳﺎزه ﺟﻬﺖ ﺗﺤﻤﻞ اﻳﻦ ﻧﺸﺴﺖ‬
.‫ﺗﻌﻴﻴﻦ ﻣﻲﺷﻮد‬
‫ در داﺧﻞ زﻣﻴﻦ ﻳﺎ آب ﻓﺮو ﻣﻲرود و ﭘﺲ‬،‫در ﻋﻤﻖ ﺗﻌﻴﻴﻦ ﺷﺪه‬
.‫از آن ﺑﻪ ﻋﻨﻮان ﺑﺨﺸﻲ از ﺳﻴﺴﺘﻢ ﻳﻜﭙﺎرﭼﻪ داﺋﻤﻲ ﻋﻤﻞ ﻣﻲﻛﻨﺪ‬
.‫اﺳﺖ اﻣﺎ از ﺑﺎﻻ ﺑﻪ ﻫﻮاي آزاد ﺑﺎز اﺳﺖ‬
‫ﻣﺤﻔﻈﻪ ﻛﺎر ﻛﻪ ﻓﺸﺎر ﻫﻮاي داﺧﻞ آن ﺑﺮاي ﺟﻠﻮﮔﻴﺮي از ورود‬
.‫آب ﻳﺎ ﺧﺎك ﺑﻪ آن ﺑﺎﻻﺗﺮ از ﻓﺸﺎر اﺗﻤﺴﻔﺮ ﺣﻔﻆ ﻣﻲﺷﻮد‬
.‫ﭘﺎﻳﻴﻦ آن ﺑﺎز اﺳﺖ‬
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Factor of Safety: The ratio of the ultimate
bearing capacity to the intensity of the applied
bearing pressure or the ratio of the ultimate load
to the applied load.
‫ ﻧﺴﺒﺖ ﻇﺮﻓﻴﺖ ﻧﻬﺎﻳﻲ ﺑﺎرﺑﺮي ﺑﻪ ﺷﺪت ﻓﺸﺎر‬:‫ﺿﺮﻳﺐ اﻃﻤﻴﻨﺎن‬
Foundation: That part of the structure designed
and constructed to be in direct contact with and
transmitting loads to the ground.
‫ ﻗﺴﻤﺖ ﻃﺮاﺣﻲ و اﺟﺮا ﺷﺪه ﺳﺎزه ﻛﻪ در ﺗﻤﺎس‬:‫ﺷﺎﻟﻮده‬
Pad Foundation: An isolated foundation to
spread a concentrated load.
.‫ ﺷﺎﻟﻮدهاي ﻣﺠﺰا ﺟﻬﺖ ﭘﺨﺶ ﺑﺎرﻫﺎي ﻣﺘﻤﺮﻛﺰ‬:‫ﺷﺎﻟﻮده ﻣﻨﻔﺮد‬
Raft (or Mat) Foundation: A foundation
continuous in two directions, usually covering an
area equal to or greater than the base area of the
structure.
‫ ﺷﺎﻟﻮدهاي ﻛﻪ در دو ﺟﻬﺖ‬:(‫ﺷﺎﻟﻮده ﮔﺴﺘﺮده )ﻳﺎ ﻣﺴﻄﺢ‬
Strip Foundation: A foundation providing a
continuous longitudinal ground bearing.
‫ ﺷﺎﻟﻮدهاي ﻛﻪ ﺑﺎرﺑﺮي ﻃﻮﻟﻲ ﭘﻴﻮﺳﺘﻪ زﻣﻴﻦ را‬:‫ﺷﺎﻟﻮده ﻧﻮاري‬
Foundation Engineering: The science and art of
applying the principles of soil and structural
mechanics, together with engineering judgment,
to solve the interfacing problems.
‫ ﻋﻠﻢ و ﻫﻨﺮ ﺑﻜﺎرﺑﺮدن اﺻﻮل ﺧﺎك و ﻣﻜﺎﻧﻴﻚ‬:‫ﻣﻬﻨﺪﺳﻲ ﭘﻲ‬
Gross Loading Intensity: The intensity of
vertical loading on the ground at the base level of
a foundation due to all loads above that level.
‫ ﺷﺪت ﺑﺎر ﻧﺎﺧﺎﻟﺺ روي زﻣﻴﻦ در ﺗﺮاز زﻳﺮ‬:‫ﺷﺪت ﺑﺎر ﻧﺎﺧﺎﻟﺺ‬
Grouting: The injection of appropriate materials
under pressure into rock or soil through drilled
holes to change the physical characteristics of the
formation. The results are sealing of voids, cracks,
seams, and fissures in the existing rock\ or soil,
and rendering of them less permeable and
stronger.
‫ ﺗﺰرﻳﻖ ﻣﺼﺎﻟﺢ ﻣﻨﺎﺳﺐ ﺗﺤﺖ ﻓﺸﺎر ﺑﻪ داﺧﻞ‬:‫ﺗﺰرﻳﻖ دوﻏﺎب‬
.‫وارده ﻳﺎ ﻧﺴﺒﺖ ﺑﺎر ﻧﻬﺎﻳﻲ ﺑﻪ ﺑﺎر وارده‬
.‫ﻣﺴﺘﻘﻴﻢ ﺑﺎ زﻣﻴﻦ اﺳﺖ و ﺑﺎرﻫﺎ را ﺑﻪ آن اﻧﺘﻘﺎل ﻣﻲدﻫﺪ‬
‫ ﻣﻌﻤﻮﻻً ﺳﻄﺤﻲ ﻣﺴﺎوي ﻳﺎ ﺑﻴﺸﺘﺮ از ﺳﻄﺢ ﺳﺎزه را‬،‫اداﻣﻪ داﺷﺘﻪ‬
.‫ﭘﻮﺷﺶ ﻣﻲدﻫﺪ‬
.‫ﺗﺄﻣﻴﻦ ﻣﻲﻛﻨﺪ‬
‫ﺳﺎزه ﻫﻤﺮاه ﺑﺎ ﻗﻀﺎوت ﻣﻬﻨﺪﺳﻲ ﺟﻬﺖ ﺣﻞ ﻣﺴﺎﺋﻞ ﻓﺼﻞ‬
.‫ﻣﺸﺘﺮك‬
. ‫ﺷﺎﻟﻮده ﻧﺎﺷﻲ از ﺗﻤﺎم ﺑﺎرﻫﺎي ﻓﻮﻗﺎﻧﻲ آن ﺗﺮاز‬
‫ﺳﻨﮓ ﻳﺎ ﺧﺎك از ﻃﺮﻳﻖ ﺳﻮراﺧﻬﺎي ﺣﻔﺮ ﺷﺪه ﺑﻪ ﻣﻨﻈﻮر ﺗﻐﻴﻴﺮ‬
،‫ ﺗﺮﻛﻬﺎ‬،‫ﺧﻮاص ﻓﻴﺰﻳﻜﻲ آﻧﻬﺎ ﻛﻪ ﻣﻨﺠﺮ ﺑﻪ ﭘﺮ ﺷﺪن ﺳﻮراﺧﻬﺎ‬
‫ﺷﻜﺎﻓﻬﺎ و درزﻫﺎي ﺳﻨﮓ ﻳﺎ ﺧﺎك ﻣﻮﺟﻮد و ﻛﺎﻫﺶ ﻧﻔﻮذﭘﺬﻳﺮي و‬
.‫ﻣﻘﺎوﻣﺖ ﺑﻴﺸﺘﺮ ﻣﻲﺷﻮد‬
Natural Frequency: The frequency of free
vibration of a body.
.‫ ﻓﺮﻛﺎﻧﺲ ارﺗﻌﺎش آزاد ﻳﻚ ﺟﺴﻢ‬:‫ﻓﺮﻛﺎﻧﺲ ﻃﺒﻴﻌﻲ‬
Net Loading Intensity: The increase or decrease
in intensity of vertical loading at the base level of
a foundation due to excavation and/or the weight
of the new structure including earthworks (if any).
Usually it is the difference between the gross
loading intensity before building operations are
commenced and the gross loading intensity after
the structure is complete and fully loaded.
‫ اﻓﺰاﻳﺶ ﻳﺎ ﻛﺎﻫﺶ در ﺷﺪت ﺑﺎر ﻗﺎﺋﻢ در ﺗﺮاز‬:‫ﺷﺪت ﺑﺎر ﺧﺎﻟﺺ‬
‫زﻳﺮ ﺷﺎﻟﻮده ﻧﺎﺷﻲ از ﺧﺎﻛﺒﺮداري و ﻳﺎ وزن ﺳﺎزه ﺟﺪﻳﺪ ﺷﺎﻣﻞ‬
‫ ﻣﻌﻤﻮﻻ ﺑﻴﻦ ﺷﺪت ﺑﺎر‬.(‫ﻋﻤﻠﻴﺎت ﺧﺎﻛﻲ )در ﺻﻮرت وﺟﻮد‬
‫ﻧﺎﺧﺎﻟﺺ ﭘﻴﺶ از ﺷﺮوع ﺑﻬﺮهﺑﺮداري ﺳﺎﺧﺘﻤﺎن و ﺷﺪت ﺑﺎر‬
‫ﻧﺎﺧﺎﻟﺺ ﺑﻌﺪ از ﺗﻜﻤﻴﻞ و ﺑﺎرﮔﺬاري ﻛﺎﻣﻞ ﺳﺎزه ﺗﻔﺎوت وﺟﻮد‬
.‫دارد‬
Pier: Category applied to column like concrete
foundations, similar to piles. The pier is generally
considered the type of deep foundation that is
constructed by placing concrete in a deep
excavation large enough to permit manual
inspection.
‫ ﻣﺎﻧﻨﺪ‬،‫ دﺳﺘﻪاي ﻣﺮﺗﺒﻂ ﺑﺎ ﺷﺎﻟﻮدهﻫﺎي ﺑﺘﻨﻲ ﺳﺘﻮن ﺷﻜﻞ‬:‫ﭘﺎﻳﻪ‬
‫ ﻋﻤﻮﻣﺎً ﭘﺎﻳﻪ ﺟﺰء ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻘﻲ ﻣﺤﺴﻮب‬.‫ﺷﻤﻌﻬﺎ ﻣﻲﺑﺎﺷﺪ‬
‫ﻣﻲﺷﻮد ﻛﻪ ﺑﻮﺳﻴﻠﻪ ﺑﺘﻦ رﻳﺰي در ﮔﻮدال ﺑﻪ اﻧﺪازه ﻛﺎﻓﻲ ﻋﻤﻴﻖ و‬
.‫ اﺟﺮا ﻣﻲﺷﻮد‬،‫ﺑﺰرگ ﻛﻪ اﺟﺎزه ﺑﺎزرﺳﻲ را ﺑﺪﻫﺪ‬
Pier is also used frequently to indicate heavy
masonry column units which are used for
basement-level and substructural support.
‫ﭘﺎﻳﻪ ﻫﻤﭽﻨﻴﻦ ﺑﻪ ﺳﺘﻮﻧﻬﺎي ﺑﻨﺎﻳﻲ ﺳﻨﮕﻴﻨﻲ ﻛﻪ در ﺗﺮاز زﻳﺮزﻣﻴﻦ‬
.‫ اﻃﻼق ﻣﻲﺷﻮد‬،‫و ﺑﻌﻨﻮان ﺗﻜﻴﻪﮔﺎه زﻳﺮ ﺳﺎزه ﺑﻜﺎر ﻣﻲروﻧﺪ‬
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Pile: The relatively long, slender, column like
type of foundation that obtains supporting
capacity from the soil or rock some distance
below the ground surface.
‫ ﻳﻚ ﺷﺎﻟﻮده ﺳﺘﻮن ﺷﻜﻞ ﻻﻏﺮ و ﻧﺴﺒﺘﺎً ﺑﻠﻨﺪ ﻛﻪ ﻇﺮﻓﻴﺖ‬:‫ﺷﻤﻊ‬
Presumed Bearing Value: The net loading
intensity considered appropriate to the particular
type of ground for preliminary design purposes.
‫ ﺷﺪت ﺑﺎر ﺧﺎﻟﺺ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﺪه‬:‫ﻣﻘﺪار ﺑﺎرﺑﺮي ﻓﺮﺿﻲ‬
‫ﺗﻜﻴﻪ ﮔﺎﻫﻲ را از ﺧﺎك ﻳﺎ ﺳﻨﮓ ﻣﻮﺟﻮد در ﻓﻮاﺻﻞ ﭘﺎﻳﻴﻦ ﺳﻄﺢ‬
.‫زﻣﻴﻦ ﺗﺄﻣﻴﻦ ﻣﻲﻛﻨﺪ‬
‫ﻣﻨﺎﺳﺐ ﻳﻚ ﻧﻮع ﺧﺎص زﻣﻴﻦ ﺑﻪ ﻣﻨﻈﻮر اﻫﺪاف ﻃﺮاﺣﻲ‬
.‫ﻣﻘﺪﻣﺎﺗﻲ‬
:‫ﻳﺎدآوري‬
Note:
Values for various types of ground are usually
given in the form of a table. The particular value
is based either on experience or on calculation
from laboratory strength tests or field loading tests
using a factor of safety against bearing capacity
failure.
‫ﻣﻘﺎدﻳﺮ ﺑﺮاي اﻧﻮاع ﻣﺨﺘﻠﻒ زﻣﻴﻦ ﻣﻌﻤﻮﻻً ﺑﺼﻮرت ﺟﺪول داده‬
‫ ﻣﻘﺎدﻳﺮ ﻣﺸﺨﺺ ﺑﺮ اﺳﺎس ﺗﺠﺮﺑﻪ ﻳﺎ ﺑﺮ اﺳﺎس ﻣﺤﺎﺳﺒﺎت‬.‫ﻣﻲﺷﻮد‬
‫آزﻣﻮن ﻣﻘﺎوﻣﺖ آزﻣﺎﻳﺸﮕﺎﻫﻲ ﻳﺎ آزﻣﺎﻳﺸﻬﺎي ﺑﺎرﮔﺬاري ﺻﺤﺮاﻳﻲ‬
‫ﺑﺎ اﻋﻤﺎل ﻳﻚ ﺿﺮﻳﺐ اﻃﻤﻴﻨﺎن در ﻣﻘﺎﺑﻞ ﻇﺮﻓﻴﺖ ﮔﺴﻴﺨﺘﮕﻲ‬
.‫ﺑﺎرﺑﺮي ﺗﻌﻴﻴﻦ ﻣﻲﺷﻮد‬
Resonance Frequency: A condition which occurs
when a periodic force is exerted on a body at a
frequency equal to that of its natural frequency.
‫ ﺣﺎﻟﺘﻲ اﺳﺖ ﻛﻪ ﻫﻨﮕﺎم اﻋﻤﺎل ﻳﻚ ﻧﻴﺮوي‬:‫ﻓﺮﻛﺎﻧﺲ ﺗﺸﺪﻳﺪ‬
Soil Stabilization: Manipulation of foundation or
base soils with or without admixtures, to increase
their load-carrying capacity and resistance to
physical and chemical stress of the environment
over the service life of the engineered facility.
‫ ﺑﻬﺴﺎزي ﺷﺎﻟﻮده ﻳﺎ ﺧﺎﻛﻬﺎي زﻳﺮ آن ﺑﺎ ﻳﺎ ﺑﺪون‬:‫ﺗﺜﺒﻴﺖ ﺧﺎك‬
،‫ﻣﺘﻨﺎوب ﺑﻪ ﺟﺴﻤﻲ در ﻓﺮﻛﺎﻧﺲ ﻣﺴﺎوي ﺑﺎ ﻓﺮﻛﺎﻧﺲ ﻃﺒﻴﻌﻲ آن‬
.‫ﺑﻮﺟﻮد ﻣﻲآﻳﺪ‬
‫ ﺑﻪ ﻣﻨﻈﻮر اﻓﺰاﻳﺶ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي و ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ‬،‫اﻓﺰودﻧﻲ‬
‫ﺗﻨﺸﻬﺎي ﻓﻴﺰﻳﻜﻲ و ﺷﻴﻤﻴﺎﻳﻲ ﻣﺤﻴﻄﻲ در ﻣﺪت ﺑﻬﺮهﺑﺮداري از‬
.‫ﺗﺄﺳﻴﺴﺎت ﻣﻬﻨﺪﺳﻲ‬
،‫ ﻗﺎﺑﻠﻴﺖ ﻓﺸﺮدﮔﻲ‬،‫ ﺳﺨﺘﻲ‬،‫ﺧﻮاص ﺧﺎك ﻣﺎﻧﻨﺪ ﻣﻘﺎوﻣﺖ‬
‫ ﺣﺴﺎﺳﻴﺖ‬،‫ ﻗﺎﺑﻠﻴﺖ ﻳﺦزدﮔﻲ‬،‫ ﭘﺘﺎﻧﺴﻴﻞ ﺗﻮرم‬،‫ ﻛﺎراﻳﻲ‬،‫ﻧﻔﻮذﭘﺬﻳﺮي‬
‫ﺑﻪ آب و ﺗﻤﺎﻳﻞ ﺑﻪ ﺗﻐﻴﻴﺮ ﺣﺠﻢ ﻣﻲﺗﻮاﻧﺪ ﺑﺎ روﺷﻬﺎي ﻣﺨﺘﻠﻒ‬
.‫ﺗﺜﺒﻴﺖ ﺧﺎك ﺗﻐﻴﻴﺮ ﻳﺎﺑﺪ‬
Properties of soil such as strength, stiffness,
compressibility,
permeability,
workability,
swelling potential, frost susceptibility, water
sensitivity, and volume change tendency may be
altered by various methods of soil stabilization.
Substructure: That part of any structure
(including building, road, runway or earthwork)
which is below natural or artificial ground level.
In a bridge this includes piers and abutments (and
wing walls), whether below ground level or not,
which support the superstructure.
‫ ﺑﺎﻧﺪ‬،‫ راه‬،‫ ﺑﻪ آن ﺑﺨﺶ از ﻫﺮ ﺳﺎزه )ﺷﺎﻣﻞ ﺳﺎﺧﺘﻤﺎن‬:‫زﻳﺮ ﺳﺎزه‬
Ultimate Bearing Capacity: The value of the
gross loading intensity for a particular foundation
at which the resistance of the soil to displacement
of the foundation is fully mobilized.
‫ ﻣﻴﺰان ﺷﺪت ﺑﺎر ﻧﺎﺧﺎﻟﺺ ﺑﺮاي ﻳﻚ‬:‫ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﻧﻬﺎﺋﻲ‬
‫ﭘﺮواز ﻳﺎ ﻋﻤﻠﻴﺎت ﺧﺎﻛﻲ( ﻛﻪ در زﻳﺮ ﺗﺮاز ﻃﺒﻴﻌﻲ ﻳﺎ ﻣﺼﻨﻮﻋﻲ‬
‫ زﻳﺮ ﺳﺎزه ﺷﺎﻣﻞ‬،‫ در ﻳﻚ ﭘﻞ‬.‫زﻣﻴﻦ ﻗﺮار دارد ﮔﻔﺘﻪ ﻣﻲﺷﻮد‬
‫ﭘﺎﻳﻪﻫﺎ و دﻳﻮارﻫﺎي ﻛﻨﺎري )و دﻳﻮارﻫﺎي ﺑﺮﮔﺸﺘﻲ( در زﻳﺮ ﺗﺮاز‬
.‫زﻣﻴﻦ و ﻳﺎ ﻏﻴﺮ از آن اﺳﺖ ﻛﻪ روﺳﺎزه را ﺗﺤﻤﻞ ﻣﻲﻛﻨﻨﺪ‬
‫ﺷﺎﻟﻮده ﺧﺎص در ﺷﺮاﻳﻄﻲ ﻛﻪ ﺣﺪاﻛﺜﺮ ﻣﻘﺎوﻣﺖ ﺧﺎك در ﻣﻘﺎﺑﻞ‬
.‫ﺟﺎﺑﺠﺎﺋﻲ ﺷﺎﻟﻮده ﺑﻜﺎر ﮔﺮﻓﺘﻪ ﺷﺪهاﺳﺖ‬
‫ 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.
7
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
‫ اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ‬-5
5. GENERAL CONSIDERATIONS
‫ دﺳﺘﻪﺑﻨﺪي ﺷﺎﻟﻮدهﻫﺎ‬1-5
5.1 Foundation Classification
‫ ﺳﺎزهﻫﺎ و ﺳﺎﺧﺘﻤﺎﻧﻬﺎ ﺑﻄﻮر‬،‫ ﺗﺠﻬﻴﺰات‬،‫ﺷﺎﻟﻮدهﻫﺎي واﺣﺪ ﺻﻨﻌﺘﻲ‬
:‫ﻛﻠﻲ ﺑﺼﻮرت زﻳﺮ دﺳﺘﻪ ﺑﻨﺪي ﻣﻲ ﺷﻮﻧﺪ‬
،‫ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ ﻛﻪ ﺷﺎﻣﻞ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد‬‫ ﺷﺎﻟﻮدهﻫﺎي ﮔﺴﺘﺮده )ﻳﻜﭙﺎرﭼﻪ( و ﻏﻴﺮه‬،‫ﺷﺎﻟﻮدهﻫﺎي ﻧﻮاري‬
.‫ﻣﻲﺑﺎﺷﻨﺪ‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ ﻛﻪ ﺷﺎﻣﻞ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد و ﻧﻮاري‬‫ اﺳﺘﻮاﻧﻪﻫﺎ‬،‫ ﺻﻨﺪوﻗﻪﻫﺎ‬،‫ ﺟﻌﺒﻪﻫﺎي زﻳﺮزﻣﻴﻨﻲ ﻳﺎ ﺗﻮﺧﺎﻟﻲ‬،‫ﻋﻤﻴﻖ‬
.‫ دﻳﻮارﻫﺎي ﺣﺎﻳﻞ ﻳﺎ ﺗﺮﻛﻴﺐ آﻧﻬﺎﺳﺖ‬،‫ ﺷﻤﻌﻬﺎ‬،‫و ﭘﺎﻳﻪﻫﺎ‬
Foundations for plant, equipment, structures and
buildings are broadly classified as follows:
- Shallow foundations which consists of pad
foundations, strip foundations, raft (mat)
foundations ,etc.
- Deep foundations which consist of deep pad
or strip foundation, basement or hollow boxes,
caissons, cylinders and piers, piles, peripheral
walls or combination of them.
- Storage tank foundations which consist of
،‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﺨﺎزن ذﺧﻴﺮه ﻛﻪ ﺷﺎﻣﻞ ﺗﻜﻴﻪﮔﺎه ﻣﺨﺰن‬.‫دﻳﻮارﻫﺎي ﺣﻠﻘﻮي و ﻏﻴﺮه ﻣﻲﺑﺎﺷﺪ‬
.‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت‬،‫در ﺑﻨﺪﻫﺎي آﺗﻲ ﺟﻨﺒﻪﻫﺎي ﻣﺨﺘﻠﻒ اﻧﻮاع ﺷﺎﻟﻮدهﻫﺎي ﻓﻮق‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﺨﺎزن در ﭘﻴﻮﺳﺖ اﻟﻒ اراﺋﻪ‬.‫ﺑﺮرﺳﻲ ﺷﺪه اﺳﺖ‬
.‫ﺷﺪه اﺳﺖ‬
tank pads, ring walls, etc.,
- Foundations for machinery.
In the following clauses different aspects of the
above mentioned foundation types are discussed.
Foundations for storage tanks are discussed under
Appendix A.
‫ ﺷﻨﺎﺳﺎﻳﻲ ﻣﺤﻞ‬2-5
5.2 Site Investigation
Site investigation consists of assessment of
suitability of the site as well as ground
explorations and tests. It may range in scope from
a simple examination of the surface soils, with or
without trial pits, to a detailed study of the soil
and ground water conditions to a considerable
depth below the surface by means of boreholes
and in-situ laboratory tests. (see Clause 5.3.1).
Depending on the type and importance of the
structure AR* may determine the extent of
investigations. For more detailed information see
BS 5930.
‫ﺷﻨﺎﺳﺎﻳﻲ ﻣﺤﻞ ﺷﺎﻣﻞ ارزﻳﺎﺑﻲ ﻣﻨﺎﺳﺐ ﺑﻮدن ﻣﺤﻞ اﺟﺮا ﻫﻤﺮاه‬
‫ داﻣﻨﻪ اﻳﻦ اﻣﺮ ﻣﻤﻜﻦ‬.‫ﺑﺎ ﻛﺎوﺷﻬﺎي زﻣﻴﻦ و آزﻣﺎﻳﺸﻬﺎ ﻣﻲﺑﺎﺷﺪ‬
‫اﺳﺖ از ﻳﻚ آزﻣﺎﻳﺶ ﺳﺎده ﺧﺎﻛﻬﺎي ﺳﻄﺤﻲ ﺑﺎ ﻳﺎ ﺑﺪون‬
‫ﭼﺎﻟﻪﻫﺎي آزﻣﺎﻳﺸﻲ ﺗﺎ ﻣﻄﺎﻟﻌﻪ دﻗﻴﻖ ﺷﺮاﻳﻂ ﺧﺎك و آب‬
‫زﻳﺮزﻣﻴﻨﻲ در اﻋﻤﺎق ﻗﺎﺑﻞ ﺗﻮﺟﻪ زﻳﺮزﻣﻴﻦ ﺑﻮﺳﻴﻠﻪ ﮔﻤﺎﻧﻪﻫﺎ و‬
‫ ﻣﺮاﺟﻌﻪ‬1-3-5 ‫ )ﺑﻪ ﺑﻨﺪ‬.‫آزﻣﺎﻳﺸﻬﺎي ﺻﺤﺮاﻳﻲ ﻣﺘﻐﻴﺮ ﺑﺎﺷﺪ‬
‫ ﺑﺮ اﺳﺎس ﻧﻮع و اﻫﻤﻴﺖ ﺳﺎزه ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ داﻣﻨﻪ‬.(‫ﺷﻮد‬
‫ ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ‬.‫ﺷﻨﺎﺳﺎﻳﻲﻫﺎ را ﻣﺸﺨﺺ ﻣﻲﻧﻤﺎﻳﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 5930 ‫اﺳﺘﺎﻧﺪارد‬
:‫ اﻃﻼﻋﺎت زﻳﺮ ﺑﺎﻳﺪ ﻓﺮاﻫﻢ ﺷﻮد‬،‫ﺑﺮاي ﻣﻄﺎﻟﻌﺎت دﻗﻴﻖ‬
For a detailed study, the following information
should be obtained:
a) The general topography of the site as it
affects foundation design and construction. e.g.
surface configuration, adjacent property, the
presence of watercourses, ponds, qanats,
hedges, trees, rock outcrops, etc.,
‫ ﻣﺆﺛﺮ ﺑﺮ ﻃﺮاﺣﻲ‬،‫اﻟﻒ( ﺗﻮﭘﻮﮔﺮاﻓﻲ ﻋﻤﻮﻣﻲ ﻣﺤﻞ اﺟﺮا‬
b) The location of buried services such as
electric power and telephone cables, water
mains, and sewers.
،‫ب( ﻣﻮﻗﻌﻴﺖ ﺗﺄﺳﻴﺴﺎت دﻓﻨﻲ ﻣﺎﻧﻨﺪ ﻛﺎﺑﻠﻬﺎي ﺑﺮق و ﺗﻠﻔﻦ‬
c) The general geology of the area with
particular reference to the main geological
formations underlying the site.
‫ج( زﻣﻴﻦ ﺷﻨﺎﺳﻲ ﻋﻤﻮﻣﻲ ﻣﺤﻞ ﺑﺎ ﺗﻮﺟﻪ وﻳﮋه ﺑﻪ ﺳﺎزﻧﺪﻫﺎي‬
d) The previous history and use of the site
‫د( ﺗﺎرﻳﺨﭽﻪ و ﻛﺎرﻛﺮد ﻗﺒﻠﻲ ﻣﺤﻞ اﺟﺮا از ﺟﻤﻠﻪ اﻃﻼﻋﺎت در‬
،‫ اﻣﻼك ﻣﺠﺎور‬،‫ ﻳﻌﻨﻲ ﺷﻜﻞ ﺳﻄﻮح‬،‫ﺷﺎﻟﻮدهﻫﺎ و ﺳﺎزهﻫﺎ‬
،‫ درﺧﺘﺎن‬،‫ ﺣﺼﺎرﻫﺎ‬،‫ ﻗﻨﺎﺗﻬﺎ‬،‫ اﺳﺘﺨﺮﻫﺎ‬،‫وﺟﻮد ﺟﻮﻳﻬﺎ‬
.‫ﺻﺨﺮهﻫﺎي ﻧﻤﺎﻳﺎن و ﻏﻴﺮه‬
.‫ﺧﻄﻮط آب و ﻓﺎﺿﻼب‬
.‫زﻳﺮﻳﻦ ﻣﺤﻞ‬
8
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
including information on any defects or failures
of existing or former buildings attributable to
foundation conditions.
‫زﻣﻴﻨﻪ ﻫﺮ ﻧﻮع ﻋﻴﺐ ﻳﺎ ﺷﻜﺴﺖ ﺳﺎﺧﺘﻤﺎﻧﻬﺎي ﻣﻮﺟﻮد ﻳﺎ ﺳﺎﺑﻖ‬
.‫ﻛﻪ ﻣﺮﺗﺒﻂ ﺑﺎ ﺷﺮاﻳﻂ ﺷﺎﻟﻮده ﺑﺎﺷﺪ‬
e) Any special features such as the possibility
of earthquakes or climatic factors such as
flooding, seasonal swelling and shrinkage,
permafrost, or soil erosion.
‫ﻫ( ﻫﺮ ﻧﻮع ﺷﺮاﻳﻂ ﺧﺎص از ﻗﺒﻴﻞ اﺣﺘﻤﺎل زﻟﺰﻟﻪ ﻳﺎ ﻋﻮاﻣﻞ آب‬
f) The availability and quality of local
construction materials such as concrete
aggregates, building and road stone, and water
for constructional purposes.
‫و( ﻗﺎﺑﻞ دﺳﺘﺮس ﺑﻮدن و ﻛﻴﻔﻴﺖ ﻣﺼﺎﻟﺢ ﻣﺤﻠﻲ ﻧﻈﻴﺮ‬
‫ ﻳﺦ زدﮔﻲ‬،‫ ﺗﻮرم ﻓﺼﻠﻲ و ﺟﻤﻊ ﺷﺪﮔﻲ‬،‫و ﻫﻮاﻳﻲ ﻧﻈﻴﺮ ﺳﻴﻞ‬
.‫ﻳﺎ ﻓﺮﺳﺎﻳﺶ ﺧﺎك‬
‫ ﺳﻨﮓ ﺳﺎﺧﺘﻤﺎﻧﻲ و راﻫﺴﺎزي و آب ﻣﻮرد‬،‫ﺳﻨﮕﺪاﻧﻪﻫﺎي ﺑﺘﻦ‬
.‫ﻧﻴﺎز ﺟﻬﺖ ﻋﻤﻠﻴﺎت اﺟﺮاﻳﻲ‬
In addition to the above mentioned items
information on soil and rock strata and results of
laboratory tests is necessary which is discussed
under Clause 5.3.1.
‫ اﻃﻼﻋﺎت آزﻣﻮﻧﻬﺎي‬،‫ﻋﻼوه ﺑﺮ ﻣﻮارد ذﻛﺮ ﺷﺪه در ﺑﺎﻻ‬
1-3-5 ‫آزﻣﺎﻳﺸﮕﺎﻫﻲ ﻻﻳﻪ ﻫﺎي ﺧﺎك و ﺳﻨﮓ ﻣﻄﺎﺑﻖ ﺑﻨﺪ‬
.‫ﺿﺮوري اﺳﺖ‬
Other considerations regarding site investigations
are referred to section 13 of BS 5930 and IPS-ECE-110.
‫ از‬13 ‫ﺑﺮاي ﺳﺎﻳﺮ ﻣﻼﺣﻈﺎت در ﻣﻮرد ﺷﻨﺎﺳﺎﻳﻲ ﻣﺤﻞ ﺑﻪ ﻗﺴﻤﺖ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬IPS-E-CE-110 ‫ و‬BS 5930 ‫اﺳﺘﺎﻧﺪارد‬
‫ ﻣﻼﺣﻈﺎت زﻣﻴﻦ‬3-5
5.3 Ground Considerations
‫ ﻛﺎوش و آزﻣﻮﻧﻬﺎي زﻣﻴﻦ‬1-3-5
5.3.1 Ground exploration and tests
‫ﻛﺎوش زﻣﻴﻦ ﺑﺎﻳﺪ ﺑﻪ ﻣﻨﻈﻮر اﻃﻤﻴﻨﺎن از ﺷﻨﺎﺧﺖ ﺧﺼﻮﺻﻴﺎت و‬
.‫ﺗﻐﻴﻴﺮ ﭘﺬﻳﺮي ﻻﻳﻪﻫﺎي زﻳﺮﻳﻦ ﻣﺤﻞ اﺟﺮاي ﺳﺎزه اﻧﺠﺎم ﺷﻮد‬
‫ﺷﻨﺎﺳﺎﻳﻲ زﻣﻴﻦ ﺑﺎﻳﺪ ﺑﻄﻮر ﻛﻠﻲ ﻃﺒﻖ اﺳﺘﺎﻧﺪارد‬
.‫ اﻧﺠﺎم ﺷﻮد‬IPS-E-CE-110
‫ ﻣﺮاﺟﻌﻪ‬BS 8004 ‫ اﺳﺘﺎﻧﺪارد‬2.2 ‫ﺑﺮاي اﻃﻼﻋﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
.‫ﺷﻮد‬
Ground exploration should be performed to
ascertain the character and variability of the strata
underlying the site of the proposed structure.
Ground investigations should be carried out
generally in accordance with IPS-E-CE-110.
For additional information refer to Clause 2.2 of
BS 8004.
‫ ﺣﺮﻛﺎت زﻣﻴﻦ‬2-3-5
5.3.2 Ground movements
‫در ﻃﺮاﺣﻲ ﺷﺎﻟﻮده ﺑﺎﻳﺪ اﻃﻤﻴﻨﺎن ﺣﺎﺻﻞ ﺷﻮد ﻛﻪ ﺣﺮﻛﺎت‬
‫ ﺑﺪون آﺳﻴﺐ ﺑﻪ‬،‫ﺷﺎﻟﻮده در ﻣﺤﺪوده ﻗﺎﺑﻞ ﺗﺤﻤﻞ ﺗﻮﺳﻂ ﺳﺎزه‬
‫ ﺣﺮﻛﺎت زﻣﻴﻦ را ﻣﻲﺗﻮان ﺑﻪ دو دﺳﺘﻪ‬.‫ﻛﺎراﻳﻲ آن ﻣﻲﺑﺎﺷﺪ‬
:‫ﺗﻘﺴﻴﻢ ﻛﺮد‬
Foundation design should ensure that foundation
movements are within limits that can be tolerated
by the proposed structure without impairing its
functions. Ground movement can be divided into
two categories:
a) Movements due to application of foundation
loads.
.‫اﻟﻒ( ﺣﺮﻛﺎت ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي وارده ﺑﻪ ﺷﺎﻟﻮده‬
b) Movements independent of applied
foundation loads.
.‫ب( ﺣﺮﻛﺎت ﻣﺴﺘﻘﻞ از ﺑﺎرﻫﺎي وارده ﺑﻪ ﺷﺎﻟﻮده‬
5.3.2.1 (a) Movements due to application of
foundation loads
‫ )اﻟﻒ( ﺣﺮﻛﺎت ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي وارده ﺑﻪ‬1-2-3-5
Application of an increased load through the
foundations of a structure results in deformation
of the ground and settlement.
‫اﻋﻤﺎل ﺑﺎر اﻓﺰاﻳﺶ ﻳﺎﻓﺘﻪ وارده ﺑﺮ ﺷﺎﻟﻮدهﻫﺎي ﻳﻚ ﺳﺎزه ﻣﻨﺠﺮ ﺑﻪ‬
.‫ﺗﻐﻴﻴﺮ ﺷﻜﻞ زﻣﻴﻦ و ﻧﺸﺴﺖ ﻣﻲﺷﻮد‬
‫ﺷﺎﻟﻮده‬
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
Settlements are divided into immediate
settlement, which takes place as load is applied
and long-term settlement which may continue for
some time after application of load.
IPS-E-CE-120(1)
‫ ﺑﻪ ﻧﺸﺴﺖ آﻧﻲ ﻛﻪ ﺑﻪ ﻣﺤﺾ اﻋﻤﺎل ﺑﺎر ﺣﺎدث‬،‫ﻧﺸﺴﺖﻫﺎ‬
‫ﻣﻲﺷﻮد و ﻧﺸﺴﺖ ﺑﻠﻨﺪ ﻣﺪت ﻛﻪ ﻣﻲﺗﻮاﻧﺪ ﺗﺎ ﻣﺪﺗﻲ ﺑﻌﺪ از اﻋﻤﺎل‬
.‫ ﺗﻘﺴﻴﻢ ﻣﻲﺷﻮد‬،‫ﺑﺎر اداﻣﻪ ﻳﺎﺑﺪ‬
‫ﻳﻚ ﻧﻤﻮﻧﻪ از ﻧﺸﺴﺖ ﺑﻠﻨﺪ ﻣﺪت روي ﺧﺎﻛﻬﺎ ﺑﻌﻨﻮان ﻧﺸﺴﺖ‬
‫ﺗﺤﻜﻴﻢ ﺷﻨﺎﺧﺘﻪ ﻣﻲﺷﻮد و ﻧﺎﺷﻲ از ﺧﺮوج ﻫﻮا و آب از‬
‫ﺣﻔﺮهﻫﺎي ﻣﻮﺟﻮد در ﺧﺎك ﻣﻲﺑﺎﺷﺪ ﻛﻪ ﻧﺘﻴﺠﻪ آن ﻛﺎﻫﺶ ﺣﺠﻢ‬
‫ اﻳﻦ ﻓﺮآﻳﻨﺪ ﻣﻲﺗﻮاﻧﺪ ﺳﺎﻟﻬﺎ ﺗﺎ‬،‫ در ﺧﺎﻛﻬﺎي رﺳﻲ‬.‫ﺧﺎك اﺳﺖ‬
‫رﺳﻴﺪن ﺑﻪ ﺣﺎﻟﺖ ﺗﻌﺎدل ﻃﻮل ﺑﻜﺸﺪ ﻛﻪ ﺑﻌﺪ از آن ﻫﻴﭻ ﻧﺸﺴﺘﻲ‬
.‫رخ ﻧﺨﻮاﻫﺪ داد‬
BS 8004 ‫ اﺳﺘــﺎﻧﺪارد‬2.1.2.3 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
One type of long-term settlement on soils is
known as consolidation settlement and is due to
expulsion of air and water from voids in the soil,
resulting in volume reduction. In clay soils, this
process may takes years to reach an equilibrium
condition after which no further settlement occurs.
For more detailed information see clause 2.1.2.3
BS 8004.
‫( ﺗﻐﻴﻴﺮ ﺷﻜﻞ و ﮔﺴﻴﺨﺘﮕﻲ ﺑﺮﺷﻲ‬1-‫)اﻟﻒ‬
(a.1) Shear deformation and failure
In order to guard against the possibility of shear
failure or substantial shear deformation, the
foundation pressures used in design should
have an adequate factor of safety when
compared with the ultimate bearing capacity for
the foundation.
‫ﺑﻪ ﻣﻨﻈﻮر ﺣﻔﺎﻇﺖ در ﻣﻘﺎﺑﻞ اﻣﻜﺎن ﮔﺴﻴﺨﺘﮕﻲ ﺑﺮﺷﻲ ﻳﺎ‬
‫ ﻓﺸﺎرﻫﺎي ﺷﺎﻟﻮده ﻣﻮرد‬،‫ﺗﻐﻴﻴﺮ ﺷﻜﻞ ﺑﺮﺷﻲ ﻗﺎﺑﻞ ﺗﻮﺟﻪ‬
‫اﺳﺘﻔﺎده در ﻃﺮاﺣﻲ ﺑﺎﻳﺪ داراي ﺿﺮﻳﺐ اﻃﻤﻴﻨﺎن ﻛﺎﻓﻲ در‬
.‫ﻣﻘﺎﻳﺴﻪ ﺑﺎ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﻧﻬﺎﻳﻲ ﺷﺎﻟﻮده ﺑﺎﺷﺪ‬
Methods for estimating the allowable net
bearing pressure for foundations are outlined in
Clause 5.5. In Table 1 presumed bearing values
for foundations on various types of ground are
given.
‫روﺷﻬﺎي ﺗﺨﻤﻴﻦ ﻓﺸﺎر ﺧﺎﻟﺺ ﺑﺎرﺑﺮي ﻣﺠﺎز ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎ‬
‫ ﻣﻘﺎدﻳﺮ‬1 ‫ در ﺟﺪول‬.‫ آﻣﺪه اﺳﺖ‬5-5 ‫ﺑﻄﻮر ﻣﺨﺘﺼﺮ در ﺑﻨﺪ‬
‫ﺑﺎرﺑﺮي ﻗﺎﺑﻞ ﻓﺮض ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎ ﺑﺮ اﺳﺎس اﻧﻮاع ﻣﺨﺘﻠﻒ‬
.‫ اراﺋﻪ ﺷﺪهاﺳﺖ‬،‫زﻣﻴﻦ‬
‫( ﻧﺸﺴﺖ‬2-‫)اﻟﻒ‬
(a.2) Settlement
The magnitude of the settlement that will occur
when foundation loads are applied to the
ground depends on the rigidity of the structure,
the type and duration of loading and the
deformation characteristics of the ground. In
silts and clays consolidation settlement may
continue for a long period after the structure is
completed, because the rate at which the water
can drain from the voids under the influence of
the applied stresses is slow; allowance will
need to made for this slow consolidation
settlement. In sands and gravels and most
rocks, however, the settlement is likely to be
substantially complete by the end of
construction period.
‫ﻣﻴﺰان ﻧﺸﺴﺖﻫﺎﻳﻲ ﻛﻪ در ﻫﻨﮕﺎم اﻋﻤﺎل ﺑﺎرﻫﺎ ﺑﺮ زﻣﻴﻦ‬
‫ ﻧﻮع و اﺳﺘﻤﺮار ﺑﺎرﮔﺬاري‬،‫ﺑﻮﺟﻮد ﺧﻮاﻫﺪ آﻣﺪ ﺑﻪ ﺳﺨﺘﻲ ﺳﺎزه‬
‫ ﻧﺸﺴﺖ‬.‫و ﺧﺼﻮﺻﻴﺎت ﺗﻐﻴﻴﺮ ﺷﻜﻞ زﻣﻴﻦ ﺑﺴﺘﮕﻲ دارد‬
‫ﺗﺤﻜﻴﻢ ﺧﺎﻛﻬﺎي ﺳﻴﻠﺘﻲ و رﺳﻲ ﻣﻲﺗﻮاﻧﺪ ﺗﺎ ﻣﺪﺗﻬﺎ ﺑﻌﺪ از‬
‫ زﻳﺮا ﺳﺮﻋﺖ ﺧﺮوج آب از‬،‫ﺗﻜﻤﻴﻞ ﺳﺎزه اداﻣﻪ داﺷﺘﻪ ﺑﺎﺷﺪ‬
‫ﺣﻔﺮهﻫﺎ ﺗﺤﺖ ﺗﺄﺛﻴﺮ ﺗﻨﺸﻬﺎي وارده آرام اﺳﺖ؛ ﺑﺮاي اﻳﻦ ﻧﻮع‬
‫ﻧﺸﺴﺖ ﺗﺤﻜﻴﻢ آرام ﻧﻴﺎز ﺑﻪ ﭘﻴﺶ ﺑﻴﻨﻲ ﻣﻘﺎدﻳﺮ اﺿﺎﻓﻲ ﺧﻮاﻫﺪ‬
‫ ﺑﺎ اﻳﻦ ﺣﺎل در ﻣﺎﺳﻪﻫﺎ و ﺷﻨﻬﺎ و ﺑﻴﺸﺘﺮ ﺳﻨﮕﻬﺎ ﻧﺸﺴﺖ‬.‫ﺑﻮد‬
.‫ﺑﻪ ﻣﺤﺾ اﺗﻤﺎم دوره ﺳﺎﺧﺖ ﺳﺎزه ﭘﺎﻳﺎن ﻣﻲﻳﺎﺑﺪ‬
It should be appreciated that new construction
may lead to additional settlement of adjacent
structures. The design of the foundations should
take this possibility into account.
‫ﺑﺎﻳﺪ ﺗﻮﺟﻪ داﺷﺖ ﻛﻪ ﻋﻤﻠﻴﺎت اﺟﺮاﻳﻲ ﺟﺪﻳﺪ ﻣﻲﺗﻮاﻧﺪ ﻣﻨﺠﺮ ﺑﻪ‬
‫ در ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهﻫﺎ اﻳﻦ‬.‫ﻧﺸﺴﺖ اﺿﺎﻓﻲ ﺳﺎزهﻫﺎي ﻣﺠﺎور ﺷﻮد‬
.‫ﻣﻮﺿﻮع ﺑﺎﻳﺪ ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
5.3.2.2 (b) Movements independent of applied
foundation loads
‫ )ب( ﺣﺮﻛﺎت ﻣﺴﺘﻘﻞ از ﺑﺎرﻫﺎي وارده ﺑﻪ‬2-2-3-5
Movements may result from causes not connected
‫اﻳﻦ ﺣﺮﻛﺎت ﻣﻤﻜﻦ اﺳﺖ ﺑﻪ دﻟﻴﻞ ﻣﻮاردي ﻏﻴﺮ از ﺑﺎرﻫﺎي وارده‬
‫ﺷﺎﻟﻮده‬
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
with the loads applied by the foundations. The
causes of ground and foundation movement are as
follows:
- Seasonal changes or the effects of vegetation
leading to shrinking and swelling of clay soils ;
IPS-E-CE-120(1)
‫ دﻻﻳﻞ ﺣﺮﻛﺎت زﻣﻴﻦ و ﺷﺎﻟﻮده ﺑﻪ ﻗﺮار‬.‫ﺑﻪ ﺷﺎﻟﻮدهﻫﺎ ﺑﻮﺟﻮد آﻳﺪ‬
:‫زﻳﺮ اﺳﺖ‬
- The application of artificial heat (thermal
load) or cold to the supporting ground;
‫ ﺗﻐﻴﻴﺮات ﻓﺼﻠﻲ ﻳﺎ ﺗﺄﺛﻴﺮات رﺷﺪ ﮔﻴﺎﻫﺎن ﻛﻪ ﻣﻨﺠﺮ ﺑﻪ ﺟﻤﻊ‬‫ﺷﺪﮔﻲ و ﺗﻮرم ﺧﺎﻛﻬﺎي رﺳﻲ ﻣﻲﺷﻮد؛‬
‫ ﺗﻮرم ﻧﺎﺷﻲ از ﻳﺦ زدﮔﻲ؛‬‫ اﻋﻤﺎل ﺣﺮارت ﻣﺼﻨﻮﻋﻲ )ﺑﺎر ﺣﺮارﺗﻲ( ﻳﺎ ﺳﺮد ﺷﺪن زﻣﻴﻦ‬‫ﺑﺴﺘﺮ؛‬
- Changes in groundwater level resulting from
designed or unforeseeable drainage, or
modification of the groundwater regime by
construction, or by natural causes ;
‫ ﺗﻐﻴﻴﺮات در ﺗﺮاز آب زﻳﺮزﻣﻴﻨﻲ ﻧﺎﺷﻲ از ﻃﺮاﺣﻲ ﻳﺎ زﻫﻜﺸﻲ‬‫ﻏﻴﺮ ﻣﻨﺘﻈﺮه ﻳﺎ ﺗﻐﻴﻴﺮ رژﻳﻢ آب زﻳﺮزﻣﻴﻨﻲ ﺑﻪ دﻟﻴﻞ ﻋﻤﻠﻴﺎت‬
‫ ﻳﺎ ﻋﻮاﻣﻞ ﻃﺒﻴﻌﻲ؛‬،‫اﺟﺮاﻳﻲ‬
- Loss of ground due to erosion (including
internal erosion) or solution by percolating
water, and loss of fines by pumping operations;
‫ از ﺑﻴﻦ رﻓﺘﻦ زﻣﻴﻦ ﻧﺎﺷﻲ از ﻓﺮﺳﺎﻳﺶ )ﺷﺎﻣﻞ ﻓﺮﺳﺎﻳﺶ‬‫داﺧﻠﻲ( ﻳﺎ ﺣﻞ ﺷﺪن ﺗﻮﺳﻂ ﺟﺮﻳﺎن آب و از ﺑﻴﻦ رﻓﺘﻦ ذرات‬
‫رﻳﺰ داﻧﻪ ﺑﻪ دﻟﻴﻞ ﻋﻤﻠﻴﺎت ﭘﻤﭙﺎژ؛‬
،‫ ﺗﻐﻴﻴﺮ در وﺿﻌﻴﺖ ﺗﻨﺶ زﻣﻴﻦ ﻧﺎﺷﻲ از ﺣﻔﺎري ﻫﺎي ﻣﺠﺎور‬‫ ﺟﻮﺷﺶ آب ﻳﺎ ﻓﺮﺳﺎﻳﺶ ﺗﻮﺳﻂ ﺟﺮﻳﺎﻧﻬﺎي آب ﻳﺎ‬،‫ﻻﻳﺮوﺑﻲ‬
‫ﺳﻴﻠﻬﺎ ﻳﺎ ﺑﻪ دﻟﻴﻞ ﺳﺎﺧﺖ ﺳﺎزهﻫﺎي ﻣﺠﺎور؛‬
- Frost heave;
- Changes in the state of stress in the ground
due to adjacent excavations, dredging, scour or
erosion by streams or floods, or due to the
erection of adjoining structures;
- Continuing settlement of natural deposits or
fill;
‫ ﻧﺸﺴﺖ ﻣﺴﺘﻤﺮ رﺳﻮﺑﻬﺎي ﻃﺒﻴﻌﻲ ﻳﺎ ﺧﺎﻛﺮﻳﺰﻫﺎ؛‬-
- Soil creep or landslides on slopes;
‫ ﺧﺰش ﺧﺎك ﻳﺎ راﻧﺶﻫﺎي زﻣﻴﻦ روي ﺷﻴﺐﻫﺎ؛‬-
- Movement of ground resulting from sink or
swallow holes or underground workings
(including mining and tunneling);
‫ ﺣﺮﻛﺖ زﻣﻴﻦ ﺑﻪ دﻟﻴﻞ ﻧﺸﺴﺖ ﻳﺎ ﻓﺮو رﻓﺘﻦ ﺣﻔﺮهﻫﺎ ﻳﺎ‬‫ﻓﻌﺎﻟﻴﺘﻬﺎي زﻳﺮزﻣﻴﻨﻲ )ﻣﺎﻧﻨﺪ ﺣﻔﺎري ﻣﻌﺪن و ﺗﻮﻧﻞ(؛‬
- Vibrations, including seismic disturbances;
‫ ﻣﺎﻧﻨﺪ ﺗﻜﺎﻧﻬﺎي ﻟﺮزهاي؛‬،‫ ﻟﺮزشﻫﺎ‬-
- Deterioration of made ground or fill;
‫ ﺧﺮاﺑﻲ زﻣﻴﻦ ﻳﺎ ﺧﺎﻛﺮﻳﺰ ﺳﺎﺧﺘﻪ ﺷﺪه؛‬‫ ﺧﺮاﺑﻲ ﺧﻮد زﻳﺮﺳﺎﺧﺖ؛‬‫ ﺗﻐﻴﻴﺮ ﺧﻮاص زﻣﻴﻦ ﺑﻪ دﻻﻳﻞ ﻃﺒﻴﻌﻲ و ﻣﺼﻨﻮﻋﻲ؛‬-
- Deterioration of substructure itself;
- Alteration of the properties of the ground due
to natural or artificial causes;
‫در ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهﻫﺎ اﻣﻜﺎن اﻳﻨﮕﻮﻧﻪ ﺣﺮﻛﺎت ﺑﺎﻳﺪ ﻣﺪ ﻧﻈﺮ ﻗﺮار‬
‫ ﺑﺎﻳﺪ در ﺟﻬﺖ ﺣﺪاﻗﻞ ﻛﺮدن ﻫﺮﮔﻮﻧﻪ‬،‫ﮔﻴﺮد و در ﻣﻮارد ﺿﺮوري‬
.‫ ﮔﺎﻣﻬﺎي ﻻزم ﺑﺮداﺷﺘﻪ ﺷﻮد‬،‫آﺳﻴﺐ ﻧﺎﺷﻲ از اﻳﻦ ﻋﻮاﻣﻞ‬
In the design of foundations the possibility of
these movements should be considered and, when
necessary, steps should be taken to minimize any
damage that may result from these causes.
‫ آب زﻳﺮزﻣﻴﻨﻲ‬3-3-5
5.3.3 Ground water
In the design of foundations, the effect of
groundwater should always be carefully
considered.
‫ ﺗﺄﺛﻴﺮ آب زﻳﺮزﻣﻴﻨﻲ ﺑﺎﻳﺪ ﻫﻤﻴﺸﻪ ﺑﻄﻮر‬،‫در ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهﻫﺎ‬
.‫دﻗﻴﻖ ﻣﺪ ﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
Substructures should be designed to be stable with
any groundwater level that is likely to occur.
‫زﻳﺮ ﺳﺎزهﻫﺎ ﺑﺎﻳﺪ ﺑﺮاي ﭘﺎﻳﺪاري در ﻫﺮ ﺗﺮاز آب زﻳﺮزﻣﻴﻨﻲ ﻛﻪ‬
‫ ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ‬.‫ ﻃﺮاﺣﻲ ﺷﻮﻧﺪ‬،‫اﻣﻜﺎن وﻗﻮع دارد‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 5930 ‫اﺳﺘﺎﻧﺪارد‬
For more detailed information see BS 5930.
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
[[
‫ ﺑﺎرﻫﺎي ﺷﺎﻟﻮده‬4-5
5.4 Foundation Loads
5.4.1 Loads under static conditions
‫ ﺑﺎرﻫﺎ در ﺷﺮاﻳﻂ اﺳﺘﺎﺗﻴﻜﻲ‬1-4-5
The maximum load on the foundation will be the
sum of the dead, live (imposed) and wind loads.
The maximum bearing pressure will depend on
the distribution, direction and eccentricity of the
loads.
‫ زﻧﺪه و ﺑﺎد‬،‫ﺣﺪاﻛﺜﺮ ﺑﺎر روي ﺷﺎﻟﻮده از ﻣﺠﻤﻮع ﺑﺎرﻫﺎي ﻣﺮده‬
،‫ ﺣﺪاﻛﺜﺮ ﻓﺸﺎر ﺗﻜﻴﻪﮔﺎﻫﻲ واﺑﺴﺘﻪ ﺑﻪ ﺗﻮزﻳﻊ ﺑﺎرﻫﺎ‬.‫ﺣﺎﺻﻞ ﻣﻲﺷﻮد‬
.‫ﺟﻬﺖ ﺑﺎرﻫﺎ و ﺧﺮوج از ﻣﺮﻛﺰﻳﺖ ﺑﺎرﻫﺎ ﻣﻲﺑﺎﺷﺪ‬
ً‫ﺑﺎ اﻳﻦ ﺣﺎل ﺑﺎر ﻣﻨﻈﻮر ﺷﺪه در ﺻﻮرﺗﻬﺎي ﻣﺨﺘﻠﻒ ﻃﺮاﺣﻲ ﻟﺰوﻣﺎ‬
‫ ﺑﺎرﻫﺎي ﻣﻮرد اﺳﺘﻔﺎده‬.‫ﻧﺒﺎﻳﺪ ﺷﺎﻣﻞ ﺗﻤﺎم ﻣﻘﺎدﻳﺮ اﻳﻦ ﺑﺎرﻫﺎ ﺑﺎﺷﺪ‬
.‫در ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهﻫﺎ ﺑﺪون ﺿﺮﻳﺐ ﺧﻮاﻫﻨﺪ ﺑﻮد‬
‫ ﺳﻬﻢ ﻛﻮﭼﻜﻲ‬،‫در ﻣﻮاردﻳﻜﻪ ﺑﺎر ﻧﺎﺷﻲ از ﺑﺎد در زﻳﺮ ﺷﺎﻟﻮده ﺳﺎزه‬
‫ ﻣﻤﻜﻦ اﺳﺖ ﺑﺘﻮان از ﺑﺎر ﺑﺎد در ارزﻳﺎﺑﻲ ﻓﺸﺎر‬،‫از ﻛﻞ ﺑﺎر ﺑﺎﺷﺪ‬
‫ ﺑﻪ ﺷﺮﻃﻲ ﻛﻪ ﺿﺮﻳﺐ اﻃﻤﻴﻨﺎن در‬،‫ﺑﺎرﺑﺮي ﻣﺠﺎز ﺻﺮﻓﻨﻈﺮ ﻧﻤﻮد‬
‫ در ﻣﻮاردﻳﻜﻪ ﺑﺎرﻫﺎي ﻫﺮ‬.‫ﻣﻘﺎﺑﻞ ﮔﺴﻴﺨﺘﮕﻲ ﺑﺮﺷﻲ ﻛﺎﻓﻲ ﺑﺎﺷﺪ‬
‫ درﺻﺪ ﺑﺎرﻫﺎي ﻧﺎﺷﻲ از‬25 ‫ﻳﻚ از ﺷﺎﻟﻮدهﻫﺎ ﻧﺎﺷﻲ از ﺑﺎد ﻛﻤﺘﺮ از‬
‫ ﻣﻲﺗﻮان از ﺑﺎر ﺑﺎد در اﻳﻦ ارزﻳﺎﺑﻲ ﺻﺮﻓﻨﻈﺮ‬،‫ﺑﺎر ﻣﺮده و زﻧﺪه ﺑﺎﺷﺪ‬
‫ ﺷﺎﻟﻮدهﻫﺎ‬،‫ درﺻﺪ ﺷﻮد‬25 ‫ در ﻣﻮاردﻳﻜﻪ اﻳﻦ ﻧﺴﺒﺖ ﺑﻴﺶ از‬.‫ﻛﺮد‬
‫ﻣﻲﺗﻮاﻧﻨﺪ ﺑﻨﺤﻮي ﻃﺮاﺣﻲ ﺷﻮﻧﺪ ﻛﻪ ﻓﺸﺎر ﻧﺎﺷﻲ از ﺗﺮﻛﻴﺐ‬
‫ درﺻﺪ ﺑﻴﺸﺘﺮ از ﻓﺸﺎر ﺑﺎرﺑﺮي‬25 ،‫ زﻧﺪه و ﺑﺎر ﺑﺎد‬،‫ﺑﺎرﻫﺎي ﻣﺮده‬
.‫ﻣﺠﺎز ﻧﺒﺎﺷﺪ‬
However, the load to be considered in the various
aspects of design will not necessarily include the
full value of these loads. Loads used in the design
of foundations should be unfactored values.
Where the foundation loading beneath a structure
due to wind is a relatively small proportion of the
total loading, it may be permissible to ignore the
wind loading in the assessment of the allowable
bearing pressure, provided the overall factor of
safety against shear failure is adequate. Where
individual foundation loads due to wind are less
than 25% of the loading’s due to dead and live
loads, the wind loads may be ignored in this
assessment. Where this ratio exceeds 25%,
foundations may be so proportioned that the
pressure due to combined dead, live and wind
loads does not exceed the allowable bearing
pressure by more than 25%.
When the factor of safety, against shear failure is
being checked, the loads to be used in computing
the loading intensity under foundations should be
the dead and live loads of the structure, plus a due
allowance for wind load if indicated by above
paragraph, reduced by the intensity of
immediately surrounding dead loads.
‫در ﻣﻮاردﻳﻜﻪ ﺿﺮﻳﺐ اﻃﻤﻴﻨﺎن در ﻣﻘﺎﺑﻞ ﮔﺴﻴﺨﺘﮕﻲ ﺑﺮﺷﻲ‬
‫ ﺑﺎرﻫﺎي ﻣﻔﺮوض در ﻣﺤﺎﺳﺒﻪ ﺷﺪت ﺑﺎر زﻳﺮ‬،‫ﻛﻨﺘﺮل ﻣﻲﺷﻮد‬
‫ ﻣﺠﻤﻮع ﺑﺎرﻫﺎي ﻣﺮده و زﻧﺪه ﺳﺎزه ﺑﺎ در ﻧﻈﺮ ﮔﺮﻓﺘﻦ‬،‫ﺷﺎﻟﻮدهﻫﺎ‬
‫ ﻣﻨﻬﺎي ﺷﺪت‬،‫اﺿﺎﻓﻪ ﺑﺎر ﻻزم ﺑﺮاي ﺑﺎد ﻣﻄﺎﺑﻖ ﭘﺎراﮔﺮاف ﻓﻮق‬
.‫ﺑﺎرﻫﺎي ﻣﺮده ﻣﺤﻴﻄﻲ ﺧﻮاﻫﺪ ﺑﻮد‬
In considering settlement, a close estimate should
be made of the average dead and live load likely
to be imposed, since loads that act infrequently
and for short periods are less important from a
consolidation point of view. On the other hand,
heavy vibrations or transient loads may cause
settlement of sands and gravels, particularly
where they exist in a loose condition.
‫ ﺑﺎﻳﺪ ﻳﻚ ﺗﺨﻤﻴﻦ ﻧﺰدﻳﻚ از ﻣﻴﺎﻧﮕﻴﻦ ﺑﺎر‬،‫در ﻣﻼﺣﻈﻪ ﻧﺸﺴﺖ‬
،‫ﻣﺮده و زﻧﺪه ﻛﻪ اﺣﺘﻤﺎل واردﺷﺪن آن ﻣﻲرود ﺻﻮرت ﮔﻴﺮد‬
‫ﭼﻮن ﺑﺎرﻫﺎي ﻏﻴﺮ ﻣﻜﺮر و ﺑﺮاي دورهﻫﺎي ﻛﻮﺗﺎه از ﻧﻘﻄﻪ ﻧﻈﺮ‬
‫ ارﺗﻌﺎش‬،‫ از ﺳﻮي دﻳﮕﺮ‬.‫ﺗﺤﻜﻴﻢ ﻛﻤﺘﺮ ﺣﺎﺋﺰ اﻫﻤﻴﺖ ﻫﺴﺘﻨﺪ‬
‫ﺷﺪﻳﺪ ﻳﺎ ﺑﺎرﻫﺎي زودﮔﺬر ﻣﻲﺗﻮاﻧﺪ ﺑﺎﻋﺚ ﻧﺸﺴﺖ ﻣﺎﺳﻪﻫﺎ و ﺷﻨﻬﺎ‬
.‫ ﺑﻪ وﻳﮋه ﻣﻮاردﻳﻜﻪ آﻧﻬﺎ در ﺷﺮاﻳﻂ ﺳﺴﺘﻲ ﻗﺮار دارﻧﺪ‬،‫ﺷﻮد‬
Consolidation settlements should not necessarily be
calculated on the basis of the maximum live load.
For more details refer to Clause 2.3.2.4 of BS 8004.
‫ﻧﺸﺴﺖﻫﺎي ﺗﺤﻜﻴﻤﻲ ﻧﺒﺎﻳﺪ ﻟﺰوﻣﺎً ﺑﺮ اﺳﺎس ﺣﺪاﻛﺜﺮ ﺑﺎر زﻧﺪه‬
‫ اﺳﺘﺎﻧﺪارد‬2.3.2.4 ‫ ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬.‫ﻣﺤﺎﺳﺒﻪ ﺷﻮﻧﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004
‫ ﺑﺎرﻫﺎي دﻳﻨﺎﻣﻴﻜﻲ‬2-4-5
5.4.2 Dynamic loads
The dynamic loads considered include both
impulsive and pulsating loads where the time
period is sufficiently short to induce a vibratory
response into the structure and its foundations. In
‫ﺑﺎرﻫﺎي دﻳﻨﺎﻣﻴﻜﻲ ﺷﺎﻣﻞ ﻫﺮ دو ﺑﺎر ﺿﺮﺑﻪاي و ﺿﺮﺑﺎﻧﻲ ﺑﻮده ﻛﻪ‬
‫در آﻧﻬﺎ دوره زﻣﺎﻧﻲ ﺑﻪ ﻣﻘﺪار ﻛﺎﻓﻲ ﻛﻮﺗﺎه اﺳﺖ ﻛﻪ واﻛﻨﺶ‬
‫ در ﻣﻨﺎﻃﻘﻲ ﻛﻪ اﺣﺘﻤﺎل‬.‫ارﺗﻌﺎﺷﻲ در ﺳﺎزه و ﺷﺎﻟﻮده اﻳﺠﺎد ﻛﻨﻨﺪ‬
12
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
regions, where occurrence of earthquake is
probable, special attention should be paid to the
possible effects of earthquake specially from
liquefaction point of view, (refer to IPS-E-CE110, Appendix A). For more details refer to
Clause 2.3.2.5 of BS 8004.
IPS-E-CE-120(1)
‫ ﺑﺎﻳﺪ ﺗﻮﺟﻪ ﺧﺎﺻﻲ ﻧﺴﺒﺖ ﺑﻪ اﻣﻜﺎن‬،‫وﻗﻮع زﻣﻴﻦ ﻟﺮزه وﺟﻮد دارد‬
‫ )ﺑﻪ‬،‫ﺗﺄﺛﻴﺮات زﻟﺰﻟﻪ ﺑﻪ وﻳﮋه از ﻣﻨﻈﺮ رواﻧﮕﺮاﻳﻲ ﺻﻮرت ﮔﻴﺮد‬
‫ ﺑﺮاي‬.(‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬IPS-E-CE-110 ‫ اﺳﺘﺎﻧﺪارد‬،A ‫ﭘﻴﻮﺳﺖ‬
‫ ﻣﺮاﺟﻌﻪ‬BS 8004 ‫ اﺳﺘﺎﻧﺪارد‬2.3.2.5 ‫ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
.‫ﺷﻮد‬
‫ ﻇﺮﻓﻴﺘﻬﺎي ﺑﺎرﺑﺮي ﻣﺠﺎز‬5-5
5.5 Allowable Bearing Capacities
‫ ﻋﻤﻮﻣﻲ‬1-5-5
5.5.1 General
‫ ﻇﺮﻓﻴﺖﻫﺎي‬،‫ﻣﻬﻤﺘﺮﻳﻦ ﻣﻮﺿﻮع در ﻃﺮاﺣﻲ ﺷﺎﻟــﻮدهﻫﺎي ﻋﻤﻴﻖ‬
‫ اﺳــﺘﺎﻧﺪارد‬8-8-6 ‫ اﻳـﻦ ﻣﻮﺿﻮع در ﺑﻨﺪ‬.‫ﺑﺎرﺑﺮي ﻣﺠﺎز اﺳﺖ‬
‫ ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ ﻇﺮﻓﻴﺖ‬.‫ آﻣﺪهاﺳﺖ‬IPS-E-CE-130
‫ ﺷﺎﻣﻞ ﺗﺎرﻳﺨﭽﻪ‬،‫ﺑﺎرﺑﺮي ﻧﻬﺎﻳﻲ ﺧﺎك واﺑﺴﺘﻪ ﺑﻪ ﺧﻮاص ﺧﺎك‬
.‫ﺗﻨﺸﻬﺎي ﮔﺬﺷﺘﻪ و ﻣﺠﺎورت ﺑﺎ ﺗﺮاز آب زﻳﺮزﻣﻴﻨﻲ ﻣﻲﺑﺎﺷﺪ‬
‫ﻫﻤﭽﻨﻴﻦ اﻳﻦ ﻣﻮﺿﻮع ﺗﺤﺖ ﺗﺄﺛﻴﺮ ﻣﺸﺨﺼﺎت ﺷﺎﻟﻮده ﺷﺎﻣﻞ‬
.‫ ﺷﻜﻞ و ﺷﻴﻮه ﺳﺎﺧﺖ آن ﻧﻴﺰ ﻣﻲﺑﺎﺷﺪ‬،‫ ﻋﻤﻖ‬،‫اﺑﻌﺎد‬
Allowable bearing capacities are most important
in designing of deep foundations. It is covered in
Clause 6.8.8 of IPS-E-CE-130. For shallow
foundations, the ultimate soil-bearing capacity is
related to the properties of the soil, including the
past stress history and proximity of the ground
water table. It is also affected by the
characteristics of the foundation, including size,
depth, shape and the method of construction.
‫ ﻣﻘﺎدﻳﺮ ﺑﺎرﺑﺮي ﻣﺠﺎز ﻣﻔﺮوض‬2-5-5
5.5.2 Presumed allowable bearing value
Foundation design is at preliminary design stage
possible only by trial and error methods, it is then,
desirable to have some basis for preliminary
design assumptions.
‫ﻃﺮاﺣﻲ ﺷﺎﻟﻮده در ﻣﺮﺣﻠﻪ ﻣﻘﺪﻣﺎﺗﻲ ﺗﻨﻬﺎ ﺑﻮﺳﻴﻠﻪ ﺳﻌﻲ و ﺧﻄﺎ‬
‫ ﻟﺬا داﺷﺘﻦ ﺑﺮﺧﻲ ﻣﺒﺎﻧﻲ ﻃﺮاﺣﻲ ﻣﻘﺪﻣﺎﺗﻲ ﻣﻮرد‬،‫ﻣﻤﻜﻦ اﺳﺖ‬
.‫ﻧﻈﺮ ﻣﻲﺑﺎﺷﺪ‬
Universally applicable values of allowable
bearing pressure cannot be suggested. Table 1
gives an indication of values to be used as
allowable bearing pressure for preliminary design
purposes. It is emphasized that these values
should be used by the designer only for
preliminary design stages and, in all cases, he
should then review and, if necessary amend his
preliminary design. This will frequently entail an
estimate of settlements.
‫ﻣﻘﺎدﻳﺮ ﻛﺎرﺑﺮدي ﻓﺸﺎر ﺗﻜﻴﻪﮔﺎﻫﻲ ﻣﺠﺎز ﺑﺼﻮرت ﻋﺎم ﻧﻤﻲﺗﻮاﻧﺪ‬
‫ اﺷﺎرهاي ﺑﻪ ﻣﻘﺎدﻳﺮ ﻓﺸﺎر ﺗﻜﻴﻪﮔﺎﻫﻲ‬1 ‫ ﺟﺪول‬.‫ﭘﻴﺸﻨﻬﺎد ﺷﻮد‬
‫ ﺗﺄﻛﻴﺪ ﻣﻲﺷﻮد‬.‫ﻣﺠﺎز ﺑﻪ ﻣﻨﻈﻮر اﻫﺪاف ﻃﺮاﺣﻲ ﻣﻘﺪﻣﺎﺗﻲ دارد‬
‫ﻛﻪ اﻳﻦ ﻣﻘﺎدﻳﺮ ﺗﻨﻬﺎ ﺑﻪ ﻣﻨﻈﻮر ﻣﺮاﺣﻞ اﺑﺘﺪاﻳﻲ ﻃﺮاﺣﻲ ﻣﻮرد‬
‫ ﻃﺮاح ﺑﺎﻳﺪ ﻧﺴﺒﺖ ﺑﻪ‬،‫ در ﺗﻤﺎم ﻣﻮارد‬.‫اﺳﺘﻔﺎده ﻃﺮاح ﻗﺮار ﮔﻴﺮد‬
.‫ﺑﺎزﻧﮕﺮي و در ﺻﻮرت ﻟﺰوم اﺻﻼح ﻃﺮح اوﻟﻴﻪ ﺧﻮد اﻗﺪام ﻧﻤﺎﻳﺪ‬
.‫اﻧﺠﺎم اﻳﻦ اﻣﺮ ﻏﺎﻟﺒﺎً ﻣﺴﺘﻠﺰم ﺗﺨﻤﻴﻦ ﻧﺸﺴﺖﻫﺎ ﺧﻮاﻫﺪ ﺑﻮد‬
For allowable bearing pressure on cohesive soils
refer to clause 2.2.2.3.3 of BS 8004 and table 2 of
this standard.
‫ﺑﺮاي ﻓﺸﺎر ﺗﻜﻴﻪﮔﺎﻫﻲ ﻣﺠﺎز در ﺧﺎﻛﻬﺎي ﭼﺴﺒﻨﺪه ﺑﻪ ﺑﻨﺪ‬
‫ اﻳﻦ اﺳﺘﺎﻧﺪارد‬2 ‫ و ﺟﺪول‬BS 8004 ‫ اﺳﺘﺎﻧﺪارد‬2.2.2.3.3
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
2.2.2 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ درﺑﺎره ﺳﺎﻳﺮ اﻧﻮاع زﻣﻴﻨﻬﺎ ﺑﻪ ﺑﻨﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004 ‫اﺳﺘﺎﻧﺪارد‬
For more detailed information regarding other
type of grounds refer to Clause 2.2.2 of BS 8004.
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
TABLE 1 - PRESUMED ALLOWABLE BEARING VALUES UNDER STATIC LOADING
(Clause 2.2.2.2.2 of BS 8004-Table 1)
‫ ﻣﻘﺎدﻳﺮ ﺑﺎرﺑﺮي ﻣﺠﺎز ﻣﻔﺮوض ﺗﺤﺖ ﺑﺎرﮔﺬاري اﺳﺘﺎﺗﻴﻜﻲ‬-1 ‫ﺟﺪول‬
(BS 8004 ‫ اﺳﺘﺎﻧﺪارد‬2.2.2.2.2 ‫ ﺑﻨﺪ‬1 ‫)ﺟﺪول‬
Note: These values are for preliminary design purposes only, and may need alteration upwards or downwards. No addition has been made for the
depth of embedment of the foundation (see 2.1.2.3.2 and 2.1.2.3.3).
‫ ﻣﻘﺎدﻳﺮ اﺿﺎﻓﻲ‬،‫ اﻳﻦ ﻣﻘﺎدﻳﺮ ﻓﻘﻂ ﺑﺮاي ﻣﻘﺎﺻﺪ ﻃﺮاﺣﻲ ﻣﻘﺪﻣﺎﺗﻲ اﺳﺖ و ﻣﻤﻜﻦ اﺳﺖ ﻧﻴﺎز ﺑﻪ ﺗﻐﻴﻴﺮات اﻓﺰاﻳﺸﻲ ﻳﺎ ﻛﺎﻫﺸﻲ داﺷﺘﻪ ﺑﺎﺷﺪ و ﺑﺮاي ﻋﻤﻖ اﺳﺘﻘﺮار ﺷﺎﻟﻮده در ﺧﺎك‬:‫ﻳﺎدآوري‬
( BS8004 ‫ از اﺳﺘﺎﻧﺪارد‬2.1.2.3.3 ‫ و‬2.1.2.3.2 ‫درﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻧﺸﺪهاﺳﺖ )ﻣﺮاﺟﻌﻪ ﺷﻮد ﺑﻪ ﺑﻨﺪﻫﺎي‬
Category
Types of rocks and soils
Presumed allowable bearing value
Remarks
‫دﺳﺘﻪ‬
‫اﻧﻮاع ﺳﻨﮓ و ﺧﺎك‬
‫ﻣﻘﺪار ﺑﺎرﺑﺮي ﻣﺠﺎز ﻣﻔﺮوض‬
‫ﺗﻮﺿﻴﺤﺎت‬
Rocks
‫ﺳﻨﮕﻬﺎ‬
Strong igneous and gneissic rocks in sound
condition
kN/m2*
Kgf/cm2*
tonf/ft2
10000
100
4000
40
3000
30
2000
20
‫ﺳﻨﮕﻬﺎي ﺳﺨﺖ آذرﻳﻦ و ﮔﺮاﻧﻴﺘﻲ در ﺷﺮاﻳﻂ ﺧﻮب‬
Strong limestones and strong sandstones
‫ﺳﻨﮕﻬﺎي آﻫﻜﻲ و ﻣﺎﺳﻪ اي ﺳﺨﺖ‬
Schists and slates
‫ﺷﻴﺴﺘﻬﺎ و ﺗﺨﺘﻪ ﺳﻨﮕﻬﺎ‬
Strong shales, strong mudstones and strong
siltstones
‫ رﺳﻮﺑﻲ و ﺳﻴﻠﺘﻲ ﺳﺨﺖ‬،‫ﺳﻨﮕﻬﺎي رﺳﻲ‬
Non-cohesive
soils
Dense gravel, or dense sand and gravel
‫ﺧﺎﻛـﻬــــــﺎي‬
‫ﻏﻴﺮ ﭼﺴﺒﻨﺪه‬
Medium dense gravel, or medium dense sand and
gravel
‫ﺷﻦ ﻳﺎ ﺷﻦ و ﻣﺎﺳﻪ ﺑﺎ ﺗﺮاﻛﻢ ﻣﺘﻮﺳﻂ‬
Loose gravel, or loose sand and gravel
>600
>6
<200 to 600
<2 to 6
<200
<2
‫ﺷﻦ ﻣﺘﺮاﻛﻢ ﻳﺎ ﺷﻦ و ﻣﺎﺳﻪ ﻣﺘﺮاﻛﻢ‬
Compact sand
Medium dense sand
‫ﺷﻦ ﻳﺎ ﺷﻦ و ﻣﺎﺳﻪ ﺳﺴﺖ‬
‫ﻣﺎﺳﻪ ﻣﺘﺮاﻛﻢ‬
‫ﻣﺎﺳﻪ ﺑﺎ ﺗﺮاﻛﻢ ﻣﺘﻮﺳﻂ‬
Loose sand
‫ﻣﺎﺳﻪ ﺳﺴﺖ‬
>300
>3
1 to 3
100 to 300
<1
<100
Value depending on degree of
looseness
These values are based on the
assumption that the foundations are
taken down to unweathered rock.
For weak, weathered and broken
rock, see 2.2.2.3.1.12
‫اﻳﻦ ﻣﻘﺎدﻳﺮ ﺑﺮ اﺳﺎس اﻳﻦ ﻓﺮض ﻣﻲﺑﺎﺷﻨﺪ ﻛﻪ‬
‫ﺷﺎﻟﻮدهﻫﺎ روي ﺳﻨﮕﻬﺎي ﻫﻮا ﻧﺨﻮرده واﻗﻊ‬
‫ ﺿﻌﻴﻒ و‬,‫ ﺑﺮاي ﺳﻨﮕﻬﺎي ﻫﻮازده‬.‫ﺷﺪه اﻧﺪ‬
‫ اﺳﺘﺎﻧﺪارد‬2.2.2.3.1.12 ‫ﺷﻜﺴﺘﻪ ﺑﻪ ﺑﻨﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004
Width of foundation not less than 1
m. groundwater level assumed to
be a depth not less than below the
base of the foundation. For effect of
relative density and groundwater
level see 2.2.2.3.2
‫ ﻣﺘﺮ ﺗﺮاز‬1 ‫ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎي ﺑﺎ ﻋﺮض ﺑﻴﺶ از‬
‫آب زﻳﺮزﻣﻴﻨﻲ در ﻋﻤﻘﻲ ﭘﺎﻳﻴﻦﺗﺮ از زﻳﺮ‬
‫ ﺑﺮاي ﺗﺄﺛﻴﺮات‬.‫ﺷﺎﻟﻮده ﻓﺮض ﺷﺪهاﺳﺖ‬
‫ﭼﮕﺎﻟﻲ ﻧﺴﺒﻲ و ﺗﺮاز آب زﻳﺮزﻣﻴﻨﻲ ﺑﻪ ﺑﻨﺪ‬
‫ ﻣﺮاﺟﻌﻪ‬BS 8004 ‫ اﺳﺘﺎﻧﺪارد‬2.2.2.3.2
.‫ﺷﻮد‬
‫ﻣﻘﺎدﻳﺮ واﺑﺴﺘﻪ ﺑﻪ درﺟﻪ ﺳﺴﺘﻲ‬
Cohesive soils
Very stiff boulder clays and hard clays
‫ﺧﺎﻛﻬﺎي ﭼﺴﺒﻨﺪه‬
300 to 600
3 to 6
150 to 300
1.5 to 3
75 to 150
0.75 to 1.5
<75
<0.75
‫رسﻫﺎي ﺳﻨﮕﻲ ﺧﻴﻠﻲ ﺳﻔﺖ و رسﻫﺎي ﺳﺨﺖ‬
Stiff clays
‫رسﻫﺎي ﺳﻔﺖ‬
Firm clays
‫رسﻫﺎي ﻣﺘﻮﺳﻂ‬
Soft clays and silts
‫رسﻫﺎي ﻧﺮم و ﺳﻴﻠﺘﻬﺎ‬
Very soft clays and silts
Group 3 is susceptible to long-term
consolidation settlement (see
2.1.2.3.3).
For consistencies of clays, see table
5
‫ ﺑﻪ ﻧﺸﺴﺖﻫﺎي ﺗﺤﻜﻴﻤﻲ ﺑﻠﻨﺪ ﻣﺪت‬3 ‫ﮔﺮوه‬
‫ ﻣﺮاﺟﻌﻪ‬2.1.2.3.3 ‫ﺣﺴﺎس ﻫﺴﺘﻨﺪ )ﺑﻪ ﺑﻨﺪ‬
‫ﺷﻮد( ﺑﺮاي درﺟﺎت اﺳﺘﺤﻜﺎم رس ﺑﻪ ﺟﺪول‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬5
Not applicable
‫رسﻫﺎي ﺧﻴﻠﻲ ﻧﺮم و ﺳﻴﻠﺘﻬﺎ‬
Peat and organic soils
‫ﻗﺎﺑﻞ ﻛﺎرﺑﺮد ﻧﻴﺴﺖ‬
Not applicable
‫ﺧﺎﻛﻬﺎي ﻧﺒﺎﺗﻲ و آﻟﻲ‬
Made ground or fill
See 2.2.2.3.4
‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬2.2.2.3.4 ‫ﺑﻪ‬
‫ﻗﺎﺑﻞ ﻛﺎرﺑﺮد ﻧﻴﺴﺖ‬
Not applicable
‫زﻣﻴﻦ ﺑﺎ ﺧﺎك دﺳﺘﻲ ﻳﺎ ﺧﺎﻛﺮﻳﺰ‬
See 2.2.2.3.5
‫ﻗﺎﺑﻞ ﻛﺎرﺑﺮد ﻧﻴﺴﺖ‬
*107.25 kN/m2=1.094 kgf/cm2=1 tonf/ft2
14
‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬2.2.2.3.5 ‫ﺑﻪ‬
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
:‫ﻳﺎدآوري ﻫﺎ‬
Notes:
1) Peat and organic soils are materials with a high
proportion of fibrous or spongy textured vegetable
matter formed by the decay of plants, mixed with
varying proportions of fine sand, silt or clay.
‫( ﺧﺎﻛﻬﺎي ﻧﺒﺎﺗﻲ و آﻟﻲ ﻣﻮادي ﻫﺴﺘﻨﺪ ﺑﺎ ﻧﺴﺒﺖ ﺑﺎﻻي ﺑﺎﻓﺖ‬1
All these soils are highly compressible, and even
lightly loaded foundations will be subject to
considerable settlements over a long period if
placed on them. For this reason these soils are not
suitable for carrying the loads from important
structures.
‫ﺗﻤﺎم اﻳﻦ ﺧﺎﻛﻬﺎ ﺑﺴﻴﺎر ﺗﺮاﻛﻢ ﭘﺬﻳﺮ ﺑﻮده و ﺣﺘﻲ ﺷﺎﻟﻮدهﻫﺎي ﺑﺎ‬
‫ﺑﺎرﻫﺎي ﺳﺒﻚ در ﺻﻮرﺗﻴﻜﻪ ﺑﺮ اﻳﻦ ﺧﺎﻛﻬﺎ واﻗﻊ ﺷﻮﻧﺪ در ﻣﻌﺮض‬
‫ ﺑﻪ‬.‫ﻧﺸﺴﺖﻫﺎي ﻃﻮﻻﻧﻲ ﻣﺪت ﻗﺎﺑﻞ ﺗﻮﺟﻬﻲ ﻗﺮار ﺧﻮاﻫﻨﺪ ﮔﺮﻓﺖ‬
‫اﻳﻦ دﻟﻴﻞ اﻳﻨﮕﻮﻧﻪ ﺧﺎﻛﻬﺎ ﺑﺮاي ﺗﺤﻤﻞ ﺑﺎرﻫﺎي ﺳﺎزهﻫﺎي ﻣﻬﻢ‬
.‫ﻣﻨﺎﺳﺐ ﻧﻤﻲﺑﺎﺷﻨﺪ‬
‫ﭘﺎﻳﻴﻦ رﻓﺘﻦ آب زﻳﺮزﻣﻴﻨﻲ ﻫﻤﭽﻨﻴﻦ ﺑﺎﻋﺚ ﻧﺸﺴﺖﻫﺎي زﻳﺎد و‬
‫ ﺑﻄﻮر ﻛﻠﻲ ﻻزم اﺳﺖ ﺷﺎﻟﻮدهﻫﺎ در زﻳﺮ ﺧﺎك‬.‫ﮔﺴﺘﺮده ﻣﻲﺷﻮد‬
‫ﻧﺒﺎﺗﻲ و آﻟﻲ و روي ﻻﻳﻪ ﻫﺎي ﺑﺎرﺑﺮ ﻗﺎﺑﻞ اﻋﺘﻤﺎد زﻳﺮﻳﻦ ﻗﺮار‬
.‫ﮔﻴﺮﻧﺪ‬
‫اﻟﻴﺎف ﮔﻴﺎﻫﻲ ﻳﺎ اﺳﻔﻨﺠﻲ ﻛﻪ ﺗﻮﺳﻂ ﻓﺴﺎد ﮔﻴﺎﻫﺎن آﻣﻴﺨﺘﻪ ﺑﺎ‬
.‫ ﺳﻴﻠﺖ ﻳﺎ رس ﺗﺸﻜﻴﻞ ﻣﻲﺷﻮﻧﺪ‬،‫ﻧﺴﺒﺘﻬﺎي ﻣﺨﺘﻠﻔﻲ از ﻣﺎﺳﻪ‬
Lowering of the groundwater also produces a
considerable and prolonged settlement. In general,
it is necessary to carry foundations down through
peat and organic soil to a reliable bearing stratum
below.
‫( ﺑﺪﻟﻴﻞ اﺣﺘﻤﺎل ﺗﻐﻴﻴﺮات ﺷﺪﻳﺪ ﺑﺎﻳﺪ ﺑﺎ ﺗﻤﺎم زﻣﻴﻨﻬﺎي‬2
2) All made ground should be treated as suspect
because of the likelihood of extreme variability.
Any proposal to found a structure on made ground
should be investigated with extreme care. Made
ground may be insanitary or may contain injurious
chemicals and toxic and flammable gases.
Industrial waste or town refuse may still be in a
state of chemical activity, and waste often ignites
and burns below ground. Loading tests may be
completely misleading because of the variability
of such deposits.
‫ ﻫﺮ ﻃﺮح ﭘﻴﺸﻨﻬﺎدي‬.‫ﺧﺎﻛﺮﻳﺰي ﺷﺪه ﺑﺎ ﺗﺮدﻳﺪ ﺑﺮﺧﻮرد ﻧﻤﻮد‬
‫ﺟﻬﺖ اﺟﺮاي ﻳﻚ ﺳﺎزه روي زﻣﻴﻦ ﺧﺎﻛﺮﻳﺰ ﺑﺎﻳﺪ ﺑﺎ ﻧﻬﺎﻳﺖ ﺗﻮﺟﻪ‬
‫ زﻣﻴﻦ ﺧﺎﻛﺮﻳﺰي ﺷﺪه ﻣﻤﻜﻦ اﺳﺖ ﻏﻴﺮ‬.‫ﻣﻮرد ﺑﺮرﺳﻲ ﻗﺮار ﮔﻴﺮد‬
‫ﺑﻬﺪاﺷﺘﻲ ﻳﺎ ﺣﺎوي ﻣﻮاد ﺷﻴﻤﻴﺎﻳﻲ و ﺳﻤﻲ و ﮔﺎزﻫﺎي آﺗﺶ زا‬
‫ ﭘﺴﻤﺎﻧﺪﻫﺎي ﺻﻨﻌﺘﻲ ﻳﺎ ﺷﻬﺮي ﻣﻲﺗﻮاﻧﺪ ﻛﻤﺎﻛﺎن در ﺣﺎﻟﺖ‬.‫ﺑﺎﺷﺪ‬
‫ﺷﻴﻤﻴﺎﻳﻲ ﻓﻌﺎل ﺑﺎﺷﻨﺪ ﻛﻪ اﻏﻠﺐ در زﻳﺮزﻣﻴﻦ دﭼﺎر اﺣﺘﺮاق و‬
‫ آزﻣﺎﻳﺸﻬﺎي ﺑﺎرﮔﺬاري ﺑﻪ ﻋﻠﺖ ﺗﻨﻮع اﻳﻦ ﻧﻮع‬.‫ﺳﻮﺧﺘﻦ ﻣﻲ ﺷﻮﻧﺪ‬
.‫ ﻣﻲﺗﻮاﻧﺪ ﻛﺎﻣﻼً ﮔﻤﺮاه ﻛﻨﻨﺪه ﺑﺎﺷﺪ‬،‫ﻣﻮاد‬
TABLE 2 - UNDRAINED (IMMEDIATE) SHEAR STRENGTH OF COHESIVE SOILS
‫ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ زﻫﻜﺸﻲ ﻧﺸﺪه )آﻧﻲ( ﺧﺎﻛﻬﺎي ﭼﺴﺒﻨﺪه‬-2 ‫ﺟﺪول‬
CONSISTENCY
FIELD INDICATIONS
‫اﺳﺘﺤﻜﺎم‬
‫ﻧﺸﺎﻧﻪ ﻫﺎي ﻛﺎرﮔﺎﻫﻲ‬
Very stiff or hard
Brittle or very tough
‫ﺧﻴﻠﻲ ﺳﻔﺖ ﻳﺎ ﺳﺨﺖ‬
Stiff
‫ﺷﻜﻨﻨﺪه ﻳﺎ ﺧﻴﻠﻲ ﺳﻔﺖ‬
Cannot be moulded in the fingers
‫ﺳﻔﺖ‬
UNDRAINED
(IMMEDIATE)
SHEAR STRENGTH
kgf /cm2
Greater than 1.5
1/5 ‫ﺑﺰرﮔﺘﺮ از‬
1.0 to 1.5
‫ﻧﻤﻲﺗﻮان ﺑﺎ اﻧﮕﺸﺘﺎن ﺷﻜﻞ داد‬
Firm to stiff
0.75 to 1.0
‫ﺳﻔﺖ ﺗﺎ ﻣﺘﻮﺳﻂ‬
Firm
‫ﻣﺘﻮﺳﻂ‬
Can be moulded in the fingers by
strong pressure
0.5
to 0.75
‫ﻣﻲﺗﻮان ﺑﺎ ﻓﺸﺎر زﻳﺎد اﻧﮕﺸﺘﺎن ﺷﻜﻞ داد‬
Soft to firm
0.4 to 0.5
‫ﻧﺮم ﺗﺎ ﻣﺘﻮﺳﻂ‬
Soft
Easily moulded in the fingers
‫ﻧﺮم‬
Very soft
‫ﺧﻴﻠﻲ ﻧﺮم‬
0.2 to 0.4
‫ﺑﻪ آﺳﺎﻧﻲ ﺑﺎ اﻧﮕﺸﺘﺎن ﺷﻜﻞ ﻣﻲﮔﻴﺮد‬
Exudes between the fingers when
squeezed in the fist
‫ﺑﺎ اوﻟﻴﻦ ﻓﺸﺎر ﺑﻴﻦ اﻧﮕﺸﺘﺎن ﺧﺮد ﻣﻲﺷﻮد‬
15
Less than 0.2
0/2 ‫ﻛﻮﭼﻜﺘﺮ از‬
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
‫ ﻣﻼﺣﻈﺎت ﻃﺮاﺣﻲ‬6-5
5.6 Design Considerations
5.6.1 General requirements of foundation
design
‫ اﻟﺰاﻣﺎت ﻋﻤﻮﻣﻲ ﻃﺮاﺣﻲ ﺷﺎﻟﻮده‬1-6-5
A foundation must be capable of satisfying
several stability and deformation requirements
such as:
‫ﻳﻚ ﺷﺎﻟﻮده ﺑﺎﻳﺪ ﺗﻮاﻧﺎﻳﻲ ﺗﺄﻣﻴﻦ اﻟﺰاﻣﺎت ﻣﺨﺘﻠﻒ ﺗﻐﻴﻴﺮ ﺷﻜﻞ و‬
:‫ﭘﺎﻳﺪاري را ﻣﺎﻧﻨﺪ اﻟﺰاﻣﺎت زﻳﺮ داﺷﺘﻪ ﺑﺎﺷﺪ‬
1) Depth must be adequate to avoid lateral
expulsion of material from beneath the
foundation, particularly for footings and mats.
‫( ﻋﻤﻖ اﺳﺘﻘﺮار ﺑﺎﻳﺪ ﺑﻪ ﻣﻘﺪاري ﺑﺎﺷﺪ ﻛﻪ از راﻧﺶ ﺟﺎﻧﺒﻲ‬1
2) Depth must be below the zone of seasonal
volume changes caused by freezing, thawing,
and plant growth.
‫( ﻋﻤﻖ اﺳﺘﻘﺮار ﺑﺎﻳﺪ ﭘﺎﻳﻴﻦ ﺗﺮ از ﻣﺤﺪوده ﺗﺤﺖ ﺗﺄﺛﻴﺮ‬2
3) System must be safe against overturning,
rotation, sliding, or soil rupture (shear-strength
failure).
‫ راﻧﺶ ﻳﺎ‬،‫ ﭼﺮﺧﺶ‬،‫( ﺳﻴﺴﺘﻢ ﺑﺎﻳﺪ در ﻣﻘﺎﺑﻞ واژﮔﻮﻧﻲ‬3
4) System must be safe against corrosion or
deterioration due to harmful materials present
in the soil. This is a particular concern in
reclaiming sanitary landfills and sometimes
for marine foundations.
‫( ﺳﻴﺴﺘﻢ ﺑﺎﻳﺪ در ﻣﻘﺎﺑﻞ ﺧﻮردﮔﻲ ﻳﺎ ﻓﺴﺎد ﻧﺎﺷﻲ از ﻣﻮاد‬4
‫ﻣﺼﺎﻟﺢ از زﻳﺮ ﺷﺎﻟﻮده ﺑﻪ وﻳﮋه در ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد و‬
.‫ﮔﺴﺘﺮده ﺟﻠﻮﮔﻴﺮي ﻧﻤﺎﻳﺪ‬
.‫ آب ﺷﺪﮔﻲ و رﺷﺪ ﮔﻴﺎﻫﺎن ﺑﺎﺷﺪ‬،‫ﻳﺦزدﮔﻲ‬
.‫ﮔﺴﻴﺨﺘﮕﻲ ﺧﺎك )ﮔﺴﻴﺨﺘﮕﻲ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ( اﻳﻤﻦ ﺑﺎﺷﺪ‬
‫ در اﺳﺘﻔﺎده از‬.‫ﺧﻄﺮﻧﺎك ﻣﻮﺟﻮد در ﺧﺎك اﻳﻤﻦ ﺑﺎﺷﺪ‬
‫زﻣﻴﻨﻬﺎي دﻓﻦ ﺑﻬﺪاﺷﺘﻲ اﺣﻴﺎ ﺷﺪه و ﺑﻌﻀﻲ اوﻗﺎت ﺑﺮاي‬
‫ﺷﺎﻟﻮدهﻫﺎي درﻳﺎﻳﻲ ﺑﺎﻳﺪ ﺑﻪ اﻳﻦ اﻣﺮ ﺗﻮﺟﻪ وﻳﮋهاي ﻣﻨﻈﻮر‬
.‫ﺷﻮد‬
5) System should be adequate to sustain some
changes in later site or construction geometry,
and be easily modified should later changes be
major in scope.
‫( ﺳﻴﺴﺘﻢ ﺑﺎﻳﺪ ﺑﺘﻮاﻧﺪ ﺑﺮﺧﻲ ﺗﻐﻴﻴﺮات ﺑﻌﺪي در ﻣﺸﺨﺼﺎت‬5
6) The foundation should be economical in
terms of the method of installation.
.‫( ﺷﺎﻟﻮده ﺑﺎﻳﺪ از ﻧﻈﺮ روش ﺳﺎﺧﺖ اﻗﺘﺼﺎدي ﺑﺎﺷﺪ‬6
7) Total earth movements (generally
settlements) and differential movements
should be tolerable for both the foundation
and superstructure elements.
‫( ﺗﻤﺎم ﺣﺮﻛﺎت زﻣﻴﻦ )ﺑﻄﻮر ﻛﻠﻲ ﻧﺸﺴﺖﻫﺎ( و ﺣﺮﻛﺎت ﻏﻴﺮ‬7
8) The foundation, and its construction, must
meet environmental protection standards.
‫( ﺷﺎﻟﻮده و ﺗﺄﺳﻴﺴﺎت واﻗﻊ ﺑﺮ آن ﺑﺎﻳﺪ ﺑﺎ اﺳﺘﺎﻧﺪاردﻫﺎي‬8
‫ﻫﻨﺪﺳﻲ ﻣﺤﻞ ﻳﺎ ﻛﺎر اﺟﺮا ﺷﺪه را ﺗﺤﻤﻞ ﻛﻨﺪ و در ﺻﻮرت‬
‫ اﺻﻼﺣﺎت ﻻزم ﺑﻪ‬،‫ﺑﺮوز ﺗﻐﻴﻴﺮات ﻋﻤﺪه ﻃﺮح در آﻳﻨﺪه‬
.‫ﺳﺎدﮔﻲ ﻣﻴﺴﺮ ﺑﺎﺷﺪ‬
‫ﻳﻜﻨﻮاﺧﺖ ﺑﺎﻳﺪ ﺗﻮﺳﻂ ﺷﺎﻟﻮده و اﺟﺰاي رو ﺳﺎزه ﻗﺎﺑﻞ ﺗﺤﻤﻞ‬
.‫ﺑﺎﺷﻨﺪ‬
.‫ﺣﻔﺎﻇﺖ زﻳﺴﺖ ﻣﺤﻴﻄﻲ ﻣﻄﺎﺑﻖ ﺑﺎﺷﺪ‬
‫ روﻧﺪﻫﺎي ﻋﻤﻮﻣﻲ در ﻃﺮاﺣﻲ ﺷﺎﻟﻮده‬2-6-5
5.6.2 General procedures in foundation design
‫ﻣﺮاﺣﻞ ﻣﺨﺘﻠﻔﻲ ﻛﻪ ﺑﺎﻳﺪ در ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهﻫﺎ دﻧﺒﺎل ﺷﻮد ﺑﻪ‬
:‫ﻗﺮار زﻳﺮ اﺳﺖ‬
The various steps which should be followed in the
design of foundations are as follows:
(i) A site investigation should be undertaken to
determine the physical and chemical
characteristics of the soils and rocks beneath
the site. The general principles and procedures
described in Clause 5.2 should be considered.
‫( ﺷﻨﺎﺳﺎﻳﻲ ﻣﺤﻞ ﺑﻪ ﻣﻨﻈﻮر ﺗﻌﻴﻴﻦ ﺧﺼﻮﺻﻴﺎت ﻓﻴﺰﻳﻜﻲ و‬i)
.‫ﺷﻴﻤﻴﺎﻳﻲ ﺧﺎﻛﻬﺎ و ﺳﻨﮕﻬﺎي زﻳﺮ ﻣﺤﻞ اﺟﺮا ﺑﺎﻳﺪ اﻧﺠﺎم ﺷﻮد‬
‫ ﺑﺎﻳﺪ‬2-5 ‫اﺻﻮل ﻛﻠﻲ و روﻳﻪ ﻫﺎي ﺗﻮﺿﻴﺢ داده ﺷﺪه در ﺑﻨﺪ‬
.‫ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
16
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
(ii) The magnitude and distribution of loading
from the superstructure should be established
and placed in the various categories, namely:
‫( اﻧﺪازه و ﻧﺤﻮه ﺗﻮزﻳﻊ ﺑﺎرﻫﺎي رو ﺳﺎزه ﺑﺎﻳﺪ ﻣﺸﺨﺺ و‬ii)
:‫ ﺑﺮاي ﻣﺜﺎل‬،‫در دﺳﺘﻪﻫﺎي ﻣﺨﺘﻠﻒ ﻗﺮار داده ﺷﻮد‬
Dead loading (permanent structure, equipment
and self-weight of foundations).
(‫ ﺗﺠﻬﻴﺰات و وزن ﺷﺎﻟﻮدهﻫﺎ‬، ‫ﺑﺎر ﻣﺮده )ﺳﺎزه داﺋﻤﻲ‬
Permanent live loading (e.g. materials stored
in silos, bunkers or warehouses).
،‫ﺑﺎر زﻧﺪه داﺋﻤﻲ )ﺑﺮاي ﻣﺜﺎل ﻣﻮاد ذﺧﻴﺮه ﺷﺪه در ﺳﻴﻠﻮﻫﺎ‬
(‫ﻣﺨﺎزن ﻳﺎ اﻧﺒﺎرﻫﺎ‬
،‫ﺑﺎرﮔﺬاري زﻧﺪه ﻣﺘﻨﺎوب )ﻓﻀﺎي اﺷﻐﺎل ﺷﺪه ﺗﻮﺳﻂ اﻓﺮاد‬
(‫ ﻓﺸﺎرﻫﺎي ﺑﺎد‬،‫ﺗﺮدد ﺧﻮدروﻫﺎ‬
‫ﺑﺎرﮔﺬاري دﻳﻨﺎﻣﻴﻜﻲ )ﻟﺮزﺷﻬﺎي ﻧﺎﺷﻲ از ﺗﺮدد و‬
(‫ زﻟﺰﻟﻪﻫﺎ‬،‫ ﺗﻨﺪ ﺑﺎدﻫﺎ‬،‫ﻣﺎﺷﻴﻦآﻻت‬
‫( ﻧﺸﺴﺖﻫﺎي ﻛﻠﻲ و ﻏﻴﺮﻳﻜﻨﻮاﺧﺖ ﻛﻪ ﺗﻮﺳﻂ ﺳﺎزه‬iii)
‫ ﻣﺤﺪوده ﺗﺤﻤﻞ ﭘﺬﻳﺮ‬.‫ﺗﺤﻤﻞ ﻣﻲﺷﻮد ﺑﺎﻳﺪ ﻣﺸﺨﺺ ﺷﻮد‬
‫واﺑﺴﺘﻪ ﺑﻪ ﺗﻨﺸﻬﺎي ﻣﺠﺎز در روﺳﺎزه اﺳﺖ ﻛﻪ ﻧﺒﺎﻳﺪ ﺳﺒﺐ‬
.‫آﺳﻴﺐ ﻣﻌﻤﺎري ﺑﻪ ﭘﻮﺷﺸﻬﺎ و ﺳﻄﻮح ﺗﻤﺎم ﺷﺪه ﺷﻮد‬
Intermittent live loading (human occupancy of
buildings, vehicular traffic, wind pressures).
Dynamic loading (traffic and machinery
vibrations, wind gusts, earthquakes).
(iii) The total and differential settlements
which can be tolerated by the structure should
be established. The tolerable limits depend on
the allowable stresses in the superstructure, the
need to avoid architectural damage to
claddings and finishes.
Acceptable differential settlements depend on
the type of structure, e.g. framed industrial
shedding with pinpointed steel or pre-cast
concrete elements and sheet metal cladding
can withstand a much greater degree of
differential settlement than a presentable office
building with plastered finishes and tiled
floors. Table 3 specifies the limiting
settlements for structures.
‫ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ ﻗﺎﺑﻞ ﻗﺒﻮل واﺑﺴﺘﻪ ﺑﻪ ﻧﻮع‬
‫ﺳــــﺎزه ﻣﻲﺑﺎﺷﺪ ﺑﺮاي ﻣﺜﺎل ﺳﺎﻳﺒﺎنﻫﺎي ﺻﻨﻌﺘﻲ ﻗﺎﺑﻲ ﺑﺎ‬
‫اﺗﺼﺎﻻت ﻓﻮﻻدي ﻣﻔﺼﻠﻲ ﻳﺎ اﻋﻀﺎي ﺑﺘﻨﻲ ﭘﻴﺶ ﺳﺎﺧﺘﻪ و‬
‫ﭘﻮﺷﺶ ورﻗﻬﺎي ﻓﻠﺰي در ﻣﻘﺎﻳﺴﻪ ﺑﺎ ﺳﺎﺧﺘﻤﺎن دﻓﺎﺗﺮ ﺑﺎ‬
‫ﭘﻮﺷﺶ ﮔﭽﻲ و ﻛﻔﻬﺎي ﻣﻮزاﺋﻴﻜﻲ ﻣﻲﺗﻮاﻧﻨﺪ درﺟﺎت‬
.‫ﺑﻴﺸﺘﺮي از ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ را ﺗﺤﻤﻞ ﻛﻨﻨﺪ‬
‫ ﻣﺤﺪودﻳﺘﻬﺎي ﻧﺸﺴﺖ ﺑﺮاي ﺳﺎزهﻫﺎ را ﻣﺸﺨﺺ‬3 ‫ﺟﺪول‬
.‫ﻣﻲﻛﻨﺪ‬
(iv) The most suitable type of foundation and
its depth below ground level should be
established having regard to the information
obtained from the site investigation and taking
into consideration the functional requirements
of the substructure. For example a basement
may be needed for storage purposes or for
parking cars.
‫( ﻣﻨﺎﺳﺐ ﺗﺮﻳﻦ ﻧﻮع ﺷﺎﻟﻮده و ﺗﺮاز ﻗﺮارﮔﻴﺮي آن در‬iv)
‫زﻳﺮزﻣﻴﻦ ﺑﺎﻳﺪ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻃﻼﻋﺎت ﺣﺎﺻﻞ از ﺷﻨﺎﺳﺎﻳﻲ‬
‫ﻣﺤﻞ و در ﻧﻈﺮ ﮔﺮﻓﺘﻦ اﻟﺰاﻣﺎت ﻛﺎرﻛﺮدي زﻳﺮﺳﺎزه اﻧﺘﺨﺎب‬
‫ﺷﻮد ﺑﺮاي ﻣﺜﺎل زﻳﺮزﻣﻴﻨﻲ ﻛﻪ ﻣﻤﻜﻦ اﺳﺖ ﺑﻪ ﻣﻨﻈﻮر اﻧﺒﺎر‬
.‫ﻳﺎ ﻣﺤﻞ ﭘﺎرك ﺧﻮدرو ﺑﻜﺎر رود‬
(v) Preliminary values of the allowable bearing
pressures (or pile loading’s) appropriate to the
type of foundation should be determined from
a knowledge of the ground conditions and the
tolerable settlements.
(‫( ﻣﻘﺎدﻳﺮ اوﻟﻴﻪ ﻓﺸﺎر ﺑﺎرﺑﺮي ﻣﺠﺎز )ﻳﺎ ﺑﺎرﺑﺮي ﺷﻤﻊ‬v)
‫ ﺑﺎﻳﺪ ﺑﺮ اﺳﺎس ﺷﻨﺎﺧﺖ ﺷﺮاﻳﻂ زﻣﻴﻦ‬،‫ﻣﺘﻨﺎﺳﺐ ﺑﺎ ﻧﻮع ﺷﺎﻟﻮده‬
.‫و ﻧﺸﺴﺖﻫﺎي ﻗﺎﺑﻞ ﺗﺤﻤﻞ آن ﺗﻌﻴﻴﻦ ﺷﻮد‬
(vi) The pressure distribution beneath the
foundations should be calculated based on an
assessment
of
foundation
widths
corresponding to the preliminary bearing
pressures or pile loading’s, and taking into
account eccentric or inclined loading.
‫( ﺗﻮزﻳﻊ ﻓﺸﺎر زﻳﺮ ﺷﺎﻟﻮدهﻫﺎ ﺑﺎﻳﺪ ﺑﺮ اﺳﺎس ارزﻳﺎﺑﻲ‬vi)
‫ﻋﺮﺿﻬﺎي ﺷﺎﻟﻮدهﻫﺎ ﻣﻄﺎﺑﻖ ﻓﺸﺎر ﺑﺎرﺑﺮي اوﻟﻴﻪ ﻳﺎ ﺑﺎرﺑﺮي‬
‫ ﺑﺎ ﻣﺪﻧﻈﺮ ﻗﺮار دادن ﺧﺮوج از ﻣﺮﻛﺰﻳﺖ و ﺑﺎرﻫﺎي ﻣﺎﻳﻞ‬،‫ﺷﻤﻊ‬
.‫ﻣﺤﺎﺳﺒﻪ ﺷﻮد‬
،‫ و ﺑﺮ اﺳﺎس ﻧﺘﺎﻳﺞ آن‬،‫( ﺗﺤﻠﻴﻞ ﻧﺸﺴﺖ ﺑﺎﻳﺪ اﻧﺠﺎم ﺷﻮد‬vii)
‫ﻣﻤﻜﻦ اﺳﺖ ﻻزم ﺑﺎﺷﺪ ﻓﺸﺎر ﺑﺎرﺑﺮي اوﻟﻴﻪ ﻳﺎ ﻋﻤﻘﻬﺎي‬
(vii) A settlement analysis should be made,
and from the results the preliminary bearing
pressures or foundation depths may need to be
17
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
adjusted to ensure that total and differential
settlements are within acceptable limits. The
settlement analysis may be based on simple
empirical rules or a mathematical analysis
taking into account measured compressibility
of the soil.
IPS-E-CE-120(1)
‫ﺷﺎﻟﻮده را ﺟﻬﺖ اﻃﻤﻴﻨﺎن از ﻗﺮارﮔﻴﺮي ﻧﺸﺴﺖﻫﺎي ﻛﻠﻲ و‬
‫ ﺗﺤﻠﻴﻞ‬.‫ اﺻﻼح ﺷﻮد‬،‫ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ در ﻣﺤﺪودهﻫﺎي ﻣﺠﺎز‬
‫ﻧﺸﺴﺖ ﻣﻲﺗﻮاﻧﺪ ﺑﺮ اﺳﺎس ﻗﻮاﻧﻴﻦ ﺗﺠﺮﺑﻲ ﺳﺎده ﻳﺎ ﺗﺤﻠﻴﻞ‬
‫رﻳﺎﺿﻲ ﺑﺎ در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﻧﺘﺎﻳﺞ اﻧﺪازهﮔﻴﺮي ﺗﺤﻜﻴﻢ ﭘﺬﻳﺮي‬
.‫ﺧﺎك اﻧﺠﺎم ﺷﻮد‬
‫( ﺑﺮآورد ﺗﻘﺮﻳﺒﻲ ﻫﺰﻳﻨﻪﻫﺎ ﺑﺎﻳﺪ ﺑﺮاي ﮔﺰﻳﻨﻪﻫﺎي‬viii)
.‫ﻃﺮاﺣﻲ اﻧﺠﺎم ﺷﻮد و از اﻳﻦ ﻃﺮﻳﻖ ﻃﺮح ﻧﻬﺎﻳﻲ اﻧﺘﺨﺎب ﺷﻮد‬
(viii) Approximate cost estimates should be
made of alternative designs, from which the
final design should be selected.
‫( ﻣﺼﺎﻟﺢ ﺟﻬﺖ ﺷﺎﻟﻮدهﻫﺎ ﺑﺎﻳﺪ اﻧﺘﺨﺎب ﺷﻮﻧﺪ و در‬ix)
(ix) Materials for foundations should be
selected and concrete mixes designed taking
into account any aggressive substances which
may be present in the soil or ground water, or
in the overlying water in submerged
foundations.
‫ﻃﺮاﺣﻲ ﻣﺨﻠﻮط ﺑﺘﻦ ﻫﺮﮔﻮﻧﻪ ﻣﻮاد ﻣﻀﺮ ﻛﻪ ﻣﻤﻜﻦ اﺳﺖ در‬
،‫ﺧﺎك ﻳﺎ آب زﻳﺮزﻣﻴﻨﻲ ﻳﺎ در آب روي ﺷﺎﻟﻮدهﻫﺎي ﻏﻮﻃﻪور‬
.‫ﻣﺪ ﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
(x) The structural design should be prepared.
.‫( ﻃﺮاﺣﻲ ﺳﺎزه ﺑﺎﻳﺪ اﻧﺠﺎم ﺷﺪه ﺑﺎﺷﺪ‬x)
‫ در اﻳﻦ‬.‫( ﻧﻘﺸﻪﻫﺎي اﺟﺮاﻳﻲ ﺑﺎﻳﺪ ﺗﻬﻴﻪ ﺷﺪه ﺑﺎﺷﺪ‬xi)
‫ﻧﻘﺸﻪﻫﺎ ﺑﺎﻳﺪ ﻣﺴﺎﺋﻞ اﺟﺮاﻳﻲ ﻣﺮﺑﻮﻃﻪ ﻣﻮرد ﺗﻮﺟﻪ ﻗﺮارﮔﻴﺮﻧﺪ و‬
‫در ﻣﻮارد ﻟﺰوم اﻳﻦ ﻧﻘﺸﻪﻫﺎ ﺑﺎﻳﺪ ﻫﻤﺮاه ﺑﺎ ﻧﻘﺸﻪﻫﺎﻳﻲ ﻛﻪ‬
‫ﻣﺮاﺣﻞ ﻣﺨﺘﻠﻒ ﻋﻤﻠﻴﺎت اﺟﺮاﻳﻲ و ﻃﺮاﺣﻲ ﻛﺎرﻫﺎي ﻣﻮﻗﺘﻲ‬
‫ ﭘﺎﻳﻪﻫﺎي ﻣﻮﻗﺖ ﻳﺎ زﻳﺮﺑﻨﺪي را ﻧﺸﺎن‬،‫ﻣﺎﻧﻨﺪ ﺑﻨﺪﻫﺎي ﻣﻮﻗﺖ‬
.‫ ﺗﻬﻴﻪ ﺷﻮﻧﺪ‬،‫ﻣﻲدﻫﻨﺪ‬
(xi) The working drawings should be made.
These should take into account the
constructional problems involved and where
necessary they should be accompanied by
drawings showing the various stages of
construction and the design of temporary
works such as cofferdams, shoring or
underpinning.
TABLE 3 - LIMITING SETTLEMENTS FOR STRUCTURES
‫ ﻣﺤﺪودﻳﺖ ﻧﺸﺴﺖﻫﺎي ﺳﺎزهﻫﺎ‬-3 ‫ﺟﺪول‬
TYPE OF
MOVEMENT
TYPE OF STRUCTURE
‫ﻧﻮع ﺳﺎزه‬
‫ﻧﻮع ﺣﺮﻛﺖ‬
Masonry-Walled structures
Total settlement
‫ﻧﺸﺴﺖ ﻛﻠﻲ‬
‫ﺳﺎزهﻫﺎي ﺑﺎ دﻳﻮارﻫﺎي ﺑﻨﺎﻳﻲ‬
Framed structures
‫ﺳﺎزهﻫﺎي ﻗﺎﺑﻲ‬
Tilting
‫ﻛﺞ ﺷﺪن‬
Differential movement
‫ﻧﺸﺴﺖ ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ‬
Tilting of smoke stacks and
towers
‫ﻛﺞ ﺷﺪن دود ﻛﺸﻬﺎ و ﺑﺮﺟﻬﺎ‬
- Machine operation ‫ ﻣﺎﺷﻴﻦآﻻت‬- Crane rails
‫ رﻳﻞ ﺟﺮﺛﻘﻴﻞ‬- High continuous brick walls
‫ دﻳﻮار آﺟﺮي ﭘﻴﻮﺳﺘﻪ ﺑﻠﻨﺪ‬-
- Reinforced-Concrete building
frame
‫ ﻗﺎب ﺳﺎﺧﺘﻤﺎﻧﻲ ﺑﺘﻦ ﻣﺴﻠﺢ‬-
- Steel frame, continuous
‫ ﻗﺎب ﻓﻮﻻدي ﻳﻜﺴﺮه‬-
- Simple steel frame
‫ ﻗﺎب ﻓﻮﻻدي ﺳﺎده‬-
18
MAX. ALLOWABLE
SETTLEMENT OR
DIFFERENTIAL
MOVEMENT
‫ﺣﺪاﻛﺜﺮ ﻧﺸﺴﺖ ﻣﺠﺎز ﻳﺎ ﺣﺮﻛﺎت ﻏﻴﺮ‬
‫ﻳﻜﻨﻮاﺧﺖ ﻣﺠﺎز‬
25 to 50 mm
50 to 100 mm
0.004 h(1)
0,002L to 0,003L(2)
0,003L
0,0005L to 0,001L
0,002L to 0,004L
0,002L
0,005L
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
:‫ﻳﺎدآوري ﻫﺎ‬
Notes:
‫ ارﺗﻔﺎع دودﻛﺶ ﻳﺎ ﺑﺮج‬h (1
‫ ﻓﺎﺻﻠﻪ ﺑﻴﻦ ﺳﺘﻮﻧﻬﺎي ﻣﺠﺎوري اﺳﺖ ﻛﻪ ﻣﻴﺰان ﻧﺸﺴﺖ‬L (2
‫آﻧﻬﺎ ﻣﺘﻔﺎوت اﺳﺖ ﻳﺎ ﺑﻴﻦ ﻫﺮ دو ﻧﻘﻄﻪاي ﻛﻪ ﻧﺸﺴﺖ‬
.‫ﻏﻴﺮ ﻳﻜﺴﺎن در آﻧﻬﺎ رخ داده اﺳﺖ‬
‫( ﻣﻘﺎدﻳﺮ ﺑﻴﺸﺘﺮ ﻧﺸﺴﺖ ﻣﺠﺎز ﺑﺮاي ﻧﺸﺴﺖﻫﺎي ﻣﻨﻈﻢ و‬3
‫ ﻣﻘﺎدﻳﺮ ﻛﻤﺘﺮ ﺑﺮاي‬.‫ﺳﺎزهﻫﺎي ﻣﻘﺎوﻣﺘﺮ اﺳﺖ‬
.‫ﻧﺸﺴﺖﻫﺎي ﻧﺎﻣﻨﻈﻢ و ﺳﺎزهﻫﺎي ﺑﺤﺮاﻧﻲ اﺳﺖ‬
1) h
Height of the stack or tower
2) L Distance between adjacent columns that
settle different amounts, or between any two
points that settle differently.
3) Higher values of allowable settlement are for
regular settlements and more tolerant structures.
Lower values are for irregular settlements and
critical structures.
‫ ﺣﻔﺎﻇﺖ ﺷﺎﻟﻮدهﻫﺎ‬3-6-5
5.6.3 Protection of foundations
Protection of foundation materials in aggressive
environments is a necessity to be taken into
consideration in the design stage.
‫ﺣﻔﺎﻇﺖ ﻣﺼﺎﻟﺢ ﺷﺎﻟﻮده در ﻣﻘﺎﺑﻞ ﻋﻮاﻣﻞ ﻣﻀﺮ ﻣﺤﻴﻄﻲ ﻳﻚ‬
.‫ﺿﺮورت اﺳﺖ و ﺑﺎﻳﺪ در ﻣﺮاﺣﻞ ﻃﺮاﺣﻲ ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
Generally waterfront facilities (particularly in
massive and tidal exposures) have a much higher
incidence of material deterioration than landbased facilities.
‫ﻋﻤﻮﻣﺎً ﺗﺄﺳﻴﺴﺎت ﺳﺎﺣﻠﻲ )ﺑﻮﻳﮋه ﺣﺠﻴﻢ و ﺗﺤﺖ ﺟﺰر و ﻣﺪ( در‬
‫ ﺑﺎ ﺷﺪت ﺑﺴﻴﺎر ﺑﺎﻻﺗﺮي‬،‫ﻣﻘﺎﻳﺴﻪ ﺑﺎ ﺗﺄﺳﻴﺴﺎت ﻣﻮﺟﻮد در ﺧﺸﻜﻲ‬
.‫در ﻣﻌﺮض از ﺑﻴﻦ رﻓﺘﻦ ﻣﺼﺎﻟﺢ ﻣﻲﺑﺎﺷﻨﺪ‬
Surface protection for foundations which are
likely to be in contact with waters having
sulphates, shall be done by application of two
layers of bituminous coating in accordance with
specifications approved by AR. Concrete surfaces
shall be smooth and free from any dust and voids
prior to coating. Bituminous coating in conditions
which the weather is rainy or below 5 degree
celsius is not permitted.
‫ﺣﻔﺎﻇﺖ ﺳﻄﻮح ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎﻳﻲ ﻛﻪ در ﺗﻤﺎس ﺑﺎ آﺑﻬﺎي ﺣﺎوي‬
‫ﺳﻮﻟﻔﺎﺗﻬﺎ ﻣﻲﺑﺎﺷﺪ ﺑﺎﻳﺪ ﺗﻮﺳﻂ دو ﻻﻳﻪ ﻗﻴﺮ ﻃﺒﻖ ﻣﺸﺨﺼﺎت ﻣﻮرد‬
‫ ﺳﻄﻮح ﺑﺘﻨﻲ ﺑﺎﻳﺪ ﭘﻴﺶ از‬.‫ﺗﺄﻳﻴﺪ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ اﻧﺠﺎم ﺷﻮد‬
.‫ ﺻﺎف و ﻋﺎري از ﻫﺮ ﮔﻮﻧﻪ ﮔﺮد و ﺧﺎك و ﺣﻔﺮه ﺑﺎﺷﺪ‬،‫ﭘﻮﺷﺶ‬
5 ‫اﺟﺮاي ﭘﻮﺷﺶ ﻗﻴﺮ در ﺷﺮاﻳﻂ ﻫﻮاي ﺑﺎراﻧﻲ ﻳﺎ دﻣﺎي ﻛﻤﺘﺮ از‬
.‫ ﻣﺠﺎز ﻧﻤﻲﺑﺎﺷﺪ‬،‫درﺟﻪ ﺳﺎﻧﺘﻴﮕﺮاد‬
For detailed information on measures to be taken
to combat foundation deterioration and methods
to prolong their life, refer to Section 10 of BS
8004.
‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ در ﻣﻮرد اﻗﺪاﻣﺎت ﻻزم ﺑﺮاي ﻣﻘﺎﺑﻠﻪ ﺑﺎ‬
‫ﺗﺨﺮﻳﺐ ﺷﺎﻟﻮدهﻫﺎ و روﺷﻬﺎي ﻃﻮﻻﻧﻲ ﻛﺮدن ﻋﻤﺮﺷﺎن ﺑﻪ ﻗﺴﻤﺖ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004 ‫ از اﺳﺘﺎﻧﺪارد‬10
6. SHALLOW FOUNDATIONS
‫ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ‬-6
‫ ﻋﻤﻮﻣﻲ‬1-6
6.1 General
‫ ﻣﺘﺮ‬3 ‫ﺷﺎﻟﻮدهﻫﺎﺋﻲ ﻛﻪ ﻋﻤﻖ ﺗﺮاز ﺗﻤﺎم ﺷﺪه زﻳﺮ آﻧﻬﺎ ﻛﻤﺘﺮ از‬
‫ اﻧﻮاع ﻣﺨﺘﻠﻒ‬.‫ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ ﻧﺎﻣﻴﺪه ﻣﻲﺷﻮﻧﺪ‬،‫ﻣﻲﺑﺎﺷﺪ‬
:‫ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ ﻋﺒﺎرت اﺳﺖ از‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد‬‫ ﺷﺎﻟﻮدهﻫﺎي ﻧﻮاري‬‫ ﺷﺎﻟﻮدهﻫﺎي ﮔﺴﺘﺮده ﻳﺎ ﻣﺴﻄﺢ‬‫ ﺷﻤﻌﻬﺎي ﻛﻮﺗﺎه‬-
Shallow foundations are taken to be those where
the depth below finished ground level is less than
3m, the various types of shallow foundations are:
- Pad foundations;
- Strip foundations;
- Raft or mat foundations;
- Short piling.
In the following clauses a brief description of the
shallow foundations is given.
‫در ﺑﻨﺪﻫﺎي ﺑﻌﺪي ﺷﺮح ﻣﺨﺘﺼﺮي از ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ داده‬
.‫ﺷﺪهاﺳﺖ‬
BS 8004 ‫ از اﺳﺘﺎﻧﺪارد‬3.0 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﻗﺴﻤﺖ‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
For more detailed information see section 3.0 BS
8004.
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
‫ ﻣﻼﺣﻈﺎت ﻋﻤﻮﻣﻲ ﻃﺮاﺣﻲ‬2-6
6.2 General Design Considerations
‫ﻋﻤﻘﻲ ﻛﻪ ﺷﺎﻟﻮدهﻫﺎ در آن اﺳﺘﻘﺮار دارﻧﺪ ﺑﺮ اﺳﺎس ﺳﻪ اﺻﻞ زﻳﺮ‬
:‫ﺗﻌﻴﻴﻦ ﻣﻲﺷﻮد‬
The depth to which foundations should be carried
depends on three principal factors:
a) Reaching an adequate bearing stratum;
‫اﻟﻒ( رﺳﻴﺪن ﺑﻪ ﻻﻳﻪﻫﺎي ﺑﺎ ﺑﺎرﺑﺮي ﻛﺎﻓﻲ؛‬
b) In the case of clay soils, penetration with
suitable precautions below the zone where
shrinkage and swelling due to seasonal weather
changes, trees, shrubs and other vegetation are
likely to cause appreciable movement.
‫ ﻋﻤﻖ ﻧﻔﻮذ ﺑﺎ رﻋﺎﻳﺖ اﺣﺘﻴﺎط‬،‫ب( در ﻣﻮرد ﺧﺎﻛﻬﺎي رﺳﻲ‬
c) Penetration below the zone in which trouble
may be expected from frost.
‫ج( ﻋﻤﻖ ﻧﻔﻮذ در زﻳﺮ ﻻﻳﻪ اي ﻛﻪ اﺛﺮ ﻳﺦزدﮔﻲ ﻣﻲﺗﻮاﻧﺪ‬
‫ﻛﺎﻓﻲ در زﻳﺮ ﻧﺎﺣﻴﻪاي ﻛﻪ ﺟﻤﻊ ﺷﺪﮔﻲ و ﺗﻮرم ﻧﺎﺷﻲ از‬
‫ درﺧﺘﭽﻪ ﻫﺎ و ﺳﺎﻳﺮ ﮔﻴﺎﻫﺎﻧﻲ‬،‫ درﺧﺘﺎن‬،‫ﺗﻐﻴﻴﺮات ﻓﺼﻠﻲ ﺟﻮي‬
.‫ﻛﻪ ﻣﻤﻜﻦ اﺳﺖ ﺑﺎﻋﺚ ﺣﺮﻛﺖ ﻣﺤﺴﻮﺳﻲ ﺷﻮد‬
.‫ﻣﺸﻜﻞ ﺳﺎز ﺷﻮد‬
Other factors such as ground movements, changes
in ground water conditions, long-term stability
and heat transmitted from structures to the
supporting ground may be important. Shallow
foundations are particularly vulnerable to certain
soil conditions, e.g. sensitive clays, loose waterbearing sands and soils that change structure when
loaded. Specialist advice should be sought where
such conditions are indicated by ground
investigation.
‫ ﺗﻐﻴﻴﺮات در ﺷﺮاﻳﻂ آب‬،‫ﺳﺎﻳﺮ ﻋﻮاﻣﻞ ﻧﻈﻴﺮ ﺣﺮﻛﺎت زﻣﻴﻦ‬
‫ ﭘﺎﻳﺪاري ﺑﻠﻨﺪ ﻣﺪت و اﻧﺘﻘﺎل ﺣﺮارت از ﺳﺎزه ﺑﻪ زﻣﻴﻦ‬،‫زﻳﺮزﻣﻴﻨﻲ‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ ﺑﻮﻳﮋه در ﺑﺮاﺑﺮ ﺷﺮاﻳﻂ‬.‫ﻣﻲﺗﻮاﻧﺪ ﻣﻬﻢ ﺑﺎﺷﺪ‬
،‫ ﻣﺎﻧﻨﺪ رسﻫﺎي ﺣﺴﺎس‬.‫ﺧﺎﺻﻲ از ﺧﺎﻛﻬﺎ آﺳﻴﺐ ﭘﺬﻳﺮ ﻣﻲﺑﺎﺷﻨﺪ‬
‫ﻣﺎﺳﻪﻫﺎي ﺿﻌﻴﻒ در ﺑﺮاﺑﺮ آب و ﺧﺎﻛﻬﺎﻳﻲ ﻛﻪ ﺳﺎﺧﺘﺎر آﻧﻬﺎ ﺗﺤﺖ‬
‫ در ﭼﻨﻴﻦ ﺷﺮاﻳﻄﻲ ﻛﻪ ﺑﺎ‬.‫ﺗﺄﺛﻴﺮ ﺑﺎرﮔﺬاري ﺗﻐﻴﻴﺮ ﻣﻲﻛﻨﺪ‬
‫ﺷﻨﺎﺳﺎﺋﻲ زﻣﻴﻦ ﻣﺸﺨﺺ ﻣﻲﺷﻮد ﺑﺎﻳﺪ ﺗﻮﺻﻴﻪﻫﺎي ﻳﻚ ﻣﺘﺨﺼﺺ‬
.‫ﻣﻮرد ﺗﻮﺟﻪ ﻗﺮارﮔﻴﺮد‬
The selection of the appropriate type of shallow
foundation will normally depend on the
magnitude and disposition of the structural loads,
the bearing capacity and settlement characteristics
of the ground and the need to found in stable soil.
‫اﻧﺘﺨﺎب ﻧﻮع ﻣﻨﺎﺳﺐ ﺷﺎﻟﻮده ﺳﻄﺤﻲ ﺑﻄﻮر ﻣﻌﻤﻮل ﻣﺘﻜﻲ ﺑﺮ‬
‫ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي و ﺧﺼﻮﺻﻴﺎت‬، ‫اﻧﺪازه و وﺿﻌﻴﺖ ﺑﺎرﻫﺎي ﺳﺎزه‬
For more detailed information see section 3.2 BS
8004.
BS 8004 ‫ از اﺳﺘﺎﻧﺪارد‬3.2 ‫ﺑﺮاي اﻃﻼﻋﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﻗﺴﻤﺖ‬
.‫ﻧﺸﺴﺖ زﻣﻴﻦ و ﻧﻴﺎز ﺑﻪ ﻳﺎﻓﺘﻦ ﺧﺎك ﭘﺎﻳﺪار ﻣﻲﺑﺎﺷﺪ‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد‬3-6
6.3 Pad Foundations
‫ ﺷﺎﻟﻮدهﻫﺎي ﺟﺪاﮔﺎﻧﻪاي ﺑﺮاي ﭘﺨﺶ ﺑﺎر‬،‫ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد ﺑﺮاي ﺗﺤﻤﻞ ﺳﺘﻮﻧﻬﺎي‬.‫ﻣﺘﻤﺮﻛﺰ ﻣﻲﺑﺎﺷﻨﺪ‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد ﻛﻪ ﺑﺮاي‬.‫ﺳﺎزهﻫﺎي ﻗﺎﺑﻲ ﻣﻨﺎﺳﺐ ﻣﻲﺑﺎﺷﻨﺪ‬
‫ﺗﺤﻤﻞ ﺳﺘﻮﻧﻬﺎي ﺑﺎ ﺑﺎرﮔﺬاري ﺳﺒﻚ ﻣﻲ ﺑﺎﺷﻨﺪ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﻮﺳﻴﻠﻪ‬
‫ﺑﺘﻦ ﻏﻴﺮﻣﺴﻠﺢ ﺳﺎﺧﺘﻪ ﺷﻮﻧﺪ ﺑﻪ ﺷﺮﻃﻲ ﻛﻪ ﻋﻤﻖ آﻧﻬﺎ ﺑﻪ ﻧﺤﻮي‬
‫ﺗﻌﻴﻴﻦ ﺷﻮد ﻛﻪ زاوﻳﻪ ﮔﺴﺘﺮش ﺗﻨﺶ از ﭘﺎﻳﻴﻦ ﺳﺘﻮن ﺗﺎ ﻟﺒﻪ‬
.‫ﺧﺎرﺟﻲﺗﺮ زﻣﻴﻦ ﺑﺎرﺑﺮ از ﻳﻚ ﻗﺎﺋﻢ ﺑﻪ ﻳﻚ اﻓﻘﻲ ﻓﺮاﺗﺮ ﻧﺮود‬
‫ﺑﺮاي ﺳﺎﺧﺘﻤﺎﻧﻬﺎي ﺑﻐﻴﺮ از ﺳﺎزهﻫﺎي ﻛﻢ ارﺗﻔﺎع و ﺳﺎزهﻫﺎي ﺑﺎ‬
.‫ ﺑﻜﺎر ﺑﺮدن ﺑﺘﻦ ﻣﺴﻠﺢ در ﺷﺎﻟﻮدهﻫﺎ ﻣﺮﺳﻮم اﺳﺖ‬،‫ﻗﺎﺑﻬﺎي ﺳﺒﻚ‬
Pad foundation is an isolated foundation to spread
a concentrated load. Pad foundations are suitable
to support the columns of framed structures. Pad
foundations supporting lightly loaded columns
can be constructed using unreinforced concrete
provided that the depth is proportioned so that the
angle of spread from the base of the column to
outer edge of the ground bearing does not exceed
1 vertical to 1 horizontal.
For buildings other than low rise and lightly
framed structures, it is customary to use
reinforced concrete foundations.
‫ ﻣﻴﻠﻴﻤﺘﺮ‬150 ‫ﺿﺨﺎﻣﺖ ﺷﺎﻟﻮده در ﻫﻴﭻ ﺷﺮاﻳﻄﻲ ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از‬
‫ﺑﺎﺷﺪ و ﺑﻄﻮر ﻛﻠﻲ ﺑﻪ ﻣﻨﻈﻮر ﺗﺄﻣﻴﻦ ﭘﻮﺷﺶ ﺑﺘﻦ ﻣﺤﺎﻓﻆ‬
.‫آرﻣﺎﺗﻮرﻫﺎ ﺿﺨﺎﻣﺖ از اﻳﻦ ﻣﻘﺪار ﺑﻴﺸﺘﺮ ﺧﻮاﻫﺪ ﺑﻮد‬
The thickness of the foundation should under no
circumstances be less than 150 mm and will
generally be greater than this to maintain cover to
reinforcement where provided.
20
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
Where concrete foundations are used they should
be designed in accordance with the IPS-E-CE200.
‫در ﻣﻮاردي ﻛﻪ از ﺷﺎﻟﻮدهﻫﺎي ﺑﺘﻨﻲ اﺳﺘﻔﺎده ﻣﻲﺷﻮد ﻃﺮاﺣﻲ‬
.‫ اﻧﺠﺎم ﺷﻮد‬IPS-E-CE-200 ‫ﺑﺎﻳﺪ ﺑﺮ اﺳﺎس اﺳﺘﺎﻧﺪارد‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻧﻮاري‬4-6
6.4 Strip Foundations
Similar considerations to those for
foundations apply to strip foundations.
IPS-E-CE-120(1)
‫ﻣﻼﺣﻈﺎت ﻣﺸﺎﺑﻪ آﻧﭽﻪ ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد ﺑﻴﺎن ﺷﺪ ﺑﺮاي‬
.‫ﺷﺎﻟﻮدهﻫﺎي ﻧﻮاري ﻧﻴﺰ ﺻﺎدق ﻣﻲﺑﺎﺷﺪ‬
‫در ﺷﺎﻟﻮده ﺑﺎ دﻳﻮارﻫﺎي ﭘﻴﻮﺳﺘﻪ ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد ﻛﻪ در ﺟﺎﻫﺎﻳﻲ‬
‫ﻛﻪ ﺗﻐﻴﻴﺮ ﻧﺎﮔﻬﺎﻧﻲ در ﻣﻘﺪار ﺑﺎر ﻳﺎ ﺗﻐﻴﻴﺮ در زﻣﻴﻦ ﻧﮕﻬﺪارﻧﺪه رخ‬
.‫ آرﻣﺎﺗﻮر ﻻزم ﭘﻴﺶ ﺑﻴﻨﻲ ﺷﻮد‬،‫ﻣﻲدﻫﺪ‬
‫ﺷﺎﻟﻮدهﻫﺎي روي ﺳﻄﻮح ﺷﻴﺒﺪار و در ﻣﻮاردﻳﻜﻪ اﺣﺘﻤﺎل ﺗﻐﻴﻴﺮ‬
‫ﺷﻴﺐ ﺑﻨﺪي ﺑﺎﺷﺪ را ﻣﻲﺗﻮان ﺑﺼﻮرت دﻳﻮارﻫﺎي ﺣﺎﻳﻞ ﻛﻪ داراي‬
‫ﭘﻠﻪﻫﺎﻳﻲ ﺑﻴﻦ داﻟﻬﺎي ﻛﻒ زﻣﻴﻦ ﻣﺠﺎور ﻳﺎ ﺗﺮازﻫﺎي ﺗﻤﺎم ﺷﺪه‬
.‫ ﻃﺮاﺣﻲ ﻧﻤﻮد‬،‫زﻣﻴﻦ ﻣﻲﺑﺎﺷﻨﺪ‬
‫ ﻃﻮل‬،‫در ﺗﻤﺎم ﻣﺤﻠﻬﺎي ﺗﻐﻴﻴﺮ ﺗﺮاز در ﺷﺎﻟﻮدهﻫﺎي ﻏﻴﺮﻣﺴﻠﺢ‬
‫روﻳﻬﻢ اﻓﺘﺎدﮔﻲ ﭘﻠﻪﻫﺎ ﺑﺎﻳﺪ ﺣﺪاﻗﻞ ﺑﺮاﺑﺮ ﺑﺎ ﺿﺨﺎﻣﺖ ﺷﺎﻟﻮده ﻳﺎ‬
‫ در ﻣﻮاردي ﻛﻪ ارﺗﻔﺎع ﭘﻠﻪ ﺑﻴﺶ از‬.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬300 ‫ﺣﺪاﻗﻞ‬
.‫ ﺑﺎﻳﺪ ﻣﻼﺣﻈﺎت وﻳﮋهاي ﻣﻨﻈﻮر ﺷﻮد‬،‫ﺿﺨﺎﻣﺖ ﺷﺎﻟﻮده ﻣﻲﺷﻮد‬
pad
In continuous wall foundations it is recommended
that reinforcement be provided wherever an
abrupt change in magnitude of load or variation in
ground support occurs.
Foundations on sloping ground, and where
regrading is likely to take place, may require to be
designed as retaining walls to accommodate steps
between adjacent ground floor slabs or finished
ground levels.
At all changes of level, unreinforced foundations
should be lapped at the steps for a distance at least
equal to the thickness of the foundation or a
minimum of 300 mm. Where the height of the
step exceeds the thickness of the foundation,
special precautions should be taken.
The thickness of reinforced strip foundations
should be not less than 150 mm, and care should
be taken with the excavation levels to ensure that
this minimum thickness is maintained.
‫ ﻣﻴﻠﻴﻤﺘﺮ‬150 ‫ﺿﺨﺎﻣﺖ ﺷﺎﻟﻮدهﻫﺎي ﻧﻮاري ﻣﺴﻠﺢ ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از‬
‫ﺑﺎﺷﺪ و در ﺗﺮازﻫﺎي ﺣﻔﺎري ﺑﺎﻳﺪ از ﺣﻔﻆ اﻳﻦ ﺣﺪاﻗﻞ ﺿﺨﺎﻣﺖ‬
.‫اﻃﻤﻴﻨﺎن ﺣﺎﺻﻞ ﺷﻮد‬
For the longitudinal spread of loads, sufficient
reinforcement should be provided to withstand the
tensions induced. It will sometimes be desirable to
make strip foundations of inverted tee beam
sections, in order to provide adequate stiffness in
the longitudinal direction. At corners and
junctions the longitudinal reinforcement of each
wall foundation should be lapped.
‫ ﻣﻘﺪار ﻛﺎﻓﻲ آرﻣﺎﺗﻮر ﺑﻪ ﻣﻨﻈﻮر ﻣﻘﺎﺑﻠﻪ‬، ‫ﺑﺮاي ﺗﻮزﻳﻊ ﻃﻮﻟﻲ ﺑﺎرﻫﺎ‬
Where the use of ordinary strip foundations would
overstress the bearing strata, wide strip
foundations designed to transmit the foundation
loads across the full width of the strip may be
used. The depth below the finished ground level
should be the same as for ordinary strip
foundations.
‫در ﻣﻮاردي ﻛﻪ اﺳﺘﻔﺎده از ﺷﺎﻟﻮدهﻫﺎي ﻧﻮاري ﻣﻌﻤﻮﻟﻲ ﺑﺎﻋﺚ‬
‫ ﺑﻌﻀﻲ ﻣﻮاﻗﻊ ﺳﺎﺧﺘﻦ ﺷﺎﻟﻮدهﻫﺎي‬.‫ﺑﺎ ﺗﻨﺸﻬﺎي وارده ﻓﺮاﻫﻢ ﺷﻮد‬
‫ ﺷﻜﻞ واروﻧﻪ ﺑﻪ ﻣﻨﻈﻮر ﺗﺄﻣﻴﻦ ﺳﺨﺘﻲ‬T ‫ﻧﻮاري ﺑﺎ ﻣﻘﺎﻃﻊ ﺗﻴﺮ‬
‫ در ﮔﻮﺷﻪ ﻫﺎ و ﺗﻘﺎﻃﻌﻬﺎ‬.‫ﻛﺎﻓﻲ در ﺟﻬﺖ ﻃﻮﻟﻲ ﻣﻄﻠﻮب ﻣﻲﺑﺎﺷﺪ‬
.‫آرﻣﺎﺗﻮرﻫﺎي ﻃﻮﻟﻲ ﺷﺎﻟﻮده ﻫﺮ دﻳﻮار ﺑﺎﻳﺪ روﻳﻬﻢ ﻗﺮار ﮔﻴﺮﻧﺪ‬
‫ از ﺷﺎﻟﻮده ﻧﻮاري ﭘﻬﻦ‬،‫اﻋﻤﺎل ﺗﻨﺶ اﺿﺎﻓﻲ ﺑﺮ ﻻﻳﻪ ﺑﺎرﺑﺮ ﻣﻲﺷﻮد‬
‫ﺑﻪ ﻣﻨﻈﻮر اﻧﺘﻘﺎل ﺑﺎرﻫﺎي ﺷﺎﻟﻮده در ﻛﻞ ﻋﺮض ﻧﻮار ﻣﻲﺗﻮان‬
‫ ﻋﻤﻖ زﻳﺮ ﺗﺮاز ﺗﻤﺎم ﺷﺪه زﻣﻴﻦ ﺑﺎﻳﺪ ﺑﺎ ﺷﺎﻟﻮدهﻫﺎي‬.‫اﺳﺘﻔﺎده ﻛﺮد‬
.‫ﻧﻮاري ﻣﻌﻤﻮﻟﻲ ﻳﻜﺴﺎن ﺑﺎﺷﺪ‬
‫در ﻣﻮاردﻳﻜﻪ زﻣﻴﻦ ﻃﺒﻴﻌﻲ ﺑﮕﻮﻧﻪاي اﺳﺖ ﻛﻪ ﻛﺎﻧﺎﻟﻬﺎي ﺑﺎرﻳﻚ‬
‫ ﻳﻚ‬،‫ﻣﻲﺗﻮاﻧﻨﺪ ﺑﺴﺎدﮔﻲ ﺗﺎ ﻋﻤﻖ ﻻﻳﻪﻫﺎي ﺑﺎرﺑﺮ ﺣﻔﺮ ﺷﻮﻧﺪ‬
‫ﺷﺎﻟﻮده اﻗﺘﺼﺎدي ﻣﻲﺗﻮاﻧﺪ ﺑﺎ ﭘﺮ ﻛﺮدن ﻛﺎﻧﺎل ﺑﻮﺳﻴﻠﻪ ﺑﺘﻦ‬
.‫)ﺷﺎﻟﻮده ﻧﻮاري ﻋﻤﻴﻖ( ﺑﺪﺳﺖ آﻳﺪ‬
Where the nature of the ground is such that
narrow trenches can be neatly cut down to the
bearing stratum, an economical foundation may
be achieved by filling the trenches with concrete
(deep strip footing).
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
6.5 Raft Foundations
Foundations)
(also
Called
IPS-E-CE-120(1)
‫ ﺷﺎﻟﻮدهﻫﺎي ﮔﺴﺘﺮده )ﻫﻤﭽﻨﻴﻦ ﺷﺎﻟﻮدهﻫﺎي ﻣﺴﻄﺢ‬5-6
Mat
(‫ﻧﻴﺰ ﻧﺎﻣﻴﺪه ﻣﻲﺷﻮد‬
Raft foundations are a means of spreading
foundation loads over a wide area thus
minimizing bearing pressures and limiting
settlement. By stiffening the rafts with beams and
providing reinforcement in two directions the
differential settlements can be reduced to a
minimum.
‫ﺷﺎﻟﻮدهﻫﺎي ﮔﺴﺘﺮده ﺑﻪ ﻣﻨﻈﻮر ﺗﻮزﻳﻊ ﺑﺎرﻫﺎ روي ﻳﻚ ﺳﻄﺢ‬
‫وﺳﻴﻊ ﺑﻪ ﻣﻨﻈﻮر ﺑﻪ ﺣﺪاﻗﻞ رﺳﺎﻧﺪن ﻓﺸﺎرﻫﺎ و ﻣﺤﺪود ﻧﻤﻮدن‬
‫ ﺑﺎ ﺳﺨﺖ ﻧﻤﻮدن ﺷﺎﻟﻮدهﻫﺎي‬.‫ﻧﺸﺴﺖﻫﺎ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﻣﻲﺷﻮد‬
‫ﮔﺴﺘﺮده ﺑﻮﺳﻴﻠﻪ ﺗﻴﺮﻫﺎ و ﻗﺮار دادن آرﻣﺎﺗﻮر در دو ﺟﻬﺖ‬
.‫ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ ﻣﻲﺗﻮاﻧﺪ ﺑﻪ ﺣﺪاﻗﻞ ﻛﺎﻫﺶ ﻳﺎﺑﺪ‬
In general, raft foundations may be used in the
following circumstances:
:‫ ﺷﺎﻟﻮدهﻫﺎي ﮔﺴﺘﺮده در ﺷﺮاﻳﻂ زﻳﺮ ﺑﻜﺎر ﻣﻲروﻧﺪ‬،‫ﺑﻄﻮر ﻋﻤﻮﻣﻲ‬
‫اﻟﻒ( ﺑﺮاي ﺳﺎزهﻫﺎي ﺑﺎ ﺑﺎرﮔﺬاري ﺳﺒﻚ ﻣﺴﺘﻘﺮ روي زﻣﻴﻦ‬
a) For lightly loaded structures on soft natural
ground where it is necessary to spread the load,
or where there is variable support due to natural
variations, made ground or weaker zones. In
this case the function of the raft is to act as a
bridge across the weaker zones. Rafts may form
part of compensated foundations (see Clause
7.3.2).
‫ ﻛﻪ ﻻزم اﺳﺖ ﺑﺎر ﺗﻮزﻳﻊ ﺷﻮد ﻳﺎ ﻣﻮاردﻳﻜﻪ‬،‫ﻃﺒﻴﻌﻲ ﻧﺮم‬
‫ﺑﺴﺘﺮﻫﺎي ﻣﺘﻐﻴﺮي ﻧﺎﺷﻲ از ﺗﻨﻮع ﻃﺒﻴﻌﻲ )زﻣﻴﻨﻬﺎي‬
.‫ﺧﺎﻛﺮﻳﺰي ﺷﺪه ﻳﺎ ﺑﺴﺘﺮﻫﺎي ﺿﻌﻴﻒ ﺗﺮ( وﺟﻮد داﺷﺘﻪ ﺑﺎﺷﺪ‬
‫در اﻳﻦ ﻣﻮارد ﺷﺎﻟﻮده ﮔﺴﺘﺮده ﺑﺼﻮرت ﭘﻠﻲ روي ﻧﺎﺣﻴﻪ‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﮔﺴﺘﺮده ﻣﻲﺗﻮاﻧﺪ ﺑﺨﺸﻲ‬.‫ﺿﻌﻴﻒ ﻋﻤﻞ ﻣﻲﻛﻨﺪ‬
.(‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬2-3-7 ‫از ﺷﺎﻟﻮدهﻫﺎي ﺷﻨﺎور ﺑﺎﺷﺪ )ﺑﻪ ﺑﻨﺪ‬
b) Where differential settlements are likely to
be significant, the raft will require special
design, involving an assessment of the
disposition and distribution of loads, contact
pressures and stiffness of the soil and raft.
‫ب( در ﻣﻮاردﻳﻜﻪ ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ ﻗﺎﺑﻞ ﺗﻮﺟﻪ‬
c) Where mining subsidence is liable to occur.
Design of the raft and structure to
accommodate
subsidence
requires
consideration by suitably qualified persons; the
effects of mining may often involve provision
of a flexible structure.
‫ج( در ﻣﻮاردﻳﻜﻪ ﺑﺮوز ﻧﺸﺴﺖﻫﺎي ﻧﺎﺷﻲ از ﻣﻌﺪنﻛﺎري‬
‫ ﺷﺎﻟﻮده ﮔﺴﺘﺮده ﻧﻴﺎز ﺑﻪ ﻃﺮاﺣﻲ وﻳﮋه ﺷﺎﻣﻞ ارزﻳﺎﺑﻲ‬،‫ﺑﺎﺷﻨﺪ‬
‫ ﺳﺨﺘﻲ ﺧﺎك و ﺷﺎﻟﻮده‬،‫ ﻓﺸﺎر ﺗﻤﺎس‬،‫ﭼﻴﺪﻣﺎن و ﺗﻮزﻳﻊ ﺑﺎرﻫﺎ‬
.‫دارد‬
‫ ﻃﺮاﺣﻲ ﺷﺎﻟﻮده ﮔﺴﺘﺮده و ﺳﺎزه ﺑﺮ اﺳﺎس‬،‫ﻣﺤﺘﻤﻞ ﺑﺎﺷﺪ‬
‫ ﻧﻴﺎزﻣﻨﺪ ﻣﻼﺣﻈﺎﺗﻲ ﺗﻮﺳﻂ اﻓﺮاد ﺻﻼﺣﻴﺖ دار‬،‫ﻧﺸﺴﺖ‬
‫ ﺗﺄﺛﻴﺮات ﻧﺎﺷﻲ از ﻣﻌﺪنﻛﺎري ﻏﺎﻟﺒﺎً ﻣﻨﺠﺮ ﺑﻪ‬.‫ﻣﻲﺑﺎﺷﺪ‬
.‫ﭘﻴﺶﺑﻴﻨﻲ ﻳﻚ ﺳﺎزه اﻧﻌﻄﺎف ﭘﺬﻳﺮ ﻣﻲﺷﻮد‬
d) When building such as low rise dwellings
and lightly framed structures have to be erected
on soils susceptible to excessive shrinking and
swelling, consideration should then be given to
raft foundations placed on fully compacted
selected fill material used as replacement for
the surface layers.
‫د( زﻣﺎﻧﻴﻜﻪ ﺳﺎزهاي ﻣﺎﻧﻨﺪ اﺳﺘﺮاﺣﺘﮕﺎﻫﻬﺎي ﻛﻢ ارﺗﻔﺎع و‬
e) For heavier structures where the ground
conditions are such that there are unlikely to be
significant differential settlements or heave,
individual loads may be accommodated by
isolated foundations. If these foundations
occupy a large part of the available area they
may, subject to design considerations, be joined
to form a raft.
‫ﻫ( ﺑﺮاي ﺳﺎزهﻫﺎي ﺳﻨﮕﻴﻦﺗﺮ ﻛﻪ ﺷﺮاﻳﻂ زﻣﻴﻦ ﻃﻮرﻳﺴﺖ ﻛﻪ‬
‫ﺳﺎزهﻫﺎي ﻗﺎﺑﻲ ﺳﺒﻚ ﺑﺎﻳﺪ روي ﺧﺎﻛﻬﺎي ﻣﺴﺘﻌﺪ‬
‫ اﻧﺘﺨﺎب ﺷﺎﻟﻮدهﻫﺎي‬،‫ﺟﻤﻊﺷﺪﮔﻲ و ﺗﻮرم ﺷﺪﻳﺪ ﻗﺮار ﮔﻴﺮد‬
ً‫ﮔﺴﺘﺮده واﻗﻊ ﺑﺮ ﻣﺼﺎﻟﺢ ﭘﺮﻛﻨﻨﺪه داﻧﻪﺑﻨﺪي ﺷﺪه ﻛﺎﻣﻼ‬
،‫ﻣﺘﺮاﻛﻢ ﻛﻪ ﺟﺎﻳﮕﺰﻳﻦ ﻻﻳﻪﻫﺎي ﺳﻄﺤﻲ ﺟﺎﻳﮕﺰﻳﻦ ﺷﺪهاﻧﺪ‬
.‫ﺑﺎﻳﺪ ﻣﻮرد ﺗﻮﺟﻪ ﻗﺮارﮔﻴﺮد‬
‫ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ ﻳﺎ ﺗﻮرم ﻗﺎﺑﻞ ﺗﻮﺟﻪ ﻣﺤﺘﻤﻞ‬
‫ ﺑﺎرﻫﺎي ﻣﻨﻔﺮد ﻣﻲﺗﻮاﻧﺪ ﺗﻮﺳﻂ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد‬،‫ﻧﻤﻲﺑﺎﺷﺪ‬
‫ اﮔﺮ اﻳﻦ ﺷﺎﻟﻮدهﻫﺎ ﺑﺨﺶ ﮔﺴﺘﺮدهاي از ﺳﻄﺢ‬.‫ﻣﻨﺘﻘﻞ ﺷﻮد‬
،‫ﻣﻮﺟﻮد را اﺷﻐﺎل ﻧﻤﺎﻳﺪ ﻣﻲﺗﻮان ﺑﺎ رﻋﺎﻳﺖ ﻣﻼﺣﻈﺎت ﻃﺮاﺣﻲ‬
.‫اﻳﻦ ﺷﺎﻟﻮدهﻫﺎ را ﺑﻪ ﺷﻜﻞ ﺷﺎﻟﻮده ﮔﺴﺘﺮده ﺑﻬﻢ ﻣﺘﺼﻞ ﻧﻤﻮد‬
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
The layout of service pipes, drains, etc., should be
considered at the design stage so that
the
structural strength of a raft does not become
unduly reduced by holes, ducts, etc.
IPS-E-CE-120(1)
‫ زﻫﻜﺸﻬﺎ و ﻏﻴﺮه ﺑﺎﻳﺪ در ﻣﺮﺣﻠﻪ‬،‫ﺟﺎﻧﻤﺎﻳﻲ ﻟﻮﻟﻪﻫﺎي ﺳﺮوﻳﺲ‬
‫ﻃﺮاﺣﻲ ﺑﮕﻮﻧﻪاي ﻣﻨﻈﻮر ﺷﻮد ﻛﻪ ﻣﻘﺎوﻣﺖ ﺳﺎزهاي ﺷﺎﻟﻮده‬
‫ ﺑﺎز ﺷﻮﻫﺎ و ﻏﻴﺮه ﻛﺎﻫﺶ‬،‫ﮔﺴﺘﺮده ﺑﻲ ﺟﻬﺖ ﺗﻮﺳﻂ ﺳﻮراﺧﻬﺎ‬
.‫ﻧﻴﺎﺑﺪ‬
‫ ﺷﻤﻌﻬﺎي ﻛﻮﺗﺎه‬6-6
6.6 Short Piling
‫در ﻣﻮارد ﻟﺰوم اﻧﺘﻘﺎل ﺑﺎرﻫﺎي ﺷﺎﻟﻮده ﺳﺎزهﻫﺎﻳﻲ ﻣﺎﻧﻨﺪ‬
‫اﺳﺘﺮاﺣﺘﮕﺎﻫﻬﺎي ﻛﻢ ارﺗﻔﺎع ﻳﺎ ﺳﺎزهﻫﺎي ﺑﺎ ﻗﺎﺑﻬﺎي ﺳﺒﻚ از‬
‫ﻃﺮﻳﻖ ﻻﻳﻪﻫﺎي ﻧﺮم ﻳﺎ ﺧﺎﻛﺮﻳﺰﻫﺎ ﻳﺎ ﺗﺮﻛﻴﺒﺎت ﺧﺎﻛﻲ ﻧﺎﭘﺎﻳﺪار ﻳﺎ‬
‫ ﻣﺘﺮ ﺑﻪ وﻳﮋه‬2 ‫رسﻫﺎي ﺟﻤﻊ ﺷﻮﻧﺪه ﻳﺎ ﻣﺘﻮرم ﺑﻪ ﻋﻤﻘﻲ ﺑﻴﺶ از‬
‫ اﺳﺘﻔﺎده از‬،‫در ﻣﻮارد ﻣﻮاﺟﻬﻪ ﺑﺎ آب زﻳﺮزﻣﻴﻨﻲ در ﺗﺮاز ﺑﺎﻻ‬
‫ﺷﻤﻌﻬﺎي ﻛﻮﺗﺎه ﺑﻪ ﻋﻨﻮان روش ﺟﺎﻳﮕﺰﻳﻦ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ‬
.‫ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد‬
‫ ﺑﺎﻳﺪ ﺑﻪ دﻗﺖ در راﺑﻄﻪ‬،‫ اﻧﺪازه و ﻇﺮﻓﻴﺖ ﺑﺎر‬،‫ﻧﻮع و روش ﺳﺎﺧﺖ‬
‫ﺑﺎ اﻟﺰاﻣﺎت ﺳﺮ ﺷﻤﻌﻬﺎ و ﺷﻨﺎژﻫﺎي ﻣﻮرد ﻧﻴﺎز اﻧﺘﻘﺎل ﺑﺎرﻫﺎي رو‬
.‫ﺳﺎزه ﺑﻪ ﺷﻤﻌﻬﺎ ﻣﺪ ﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
Where it is necessary to transmit foundation loads
from buildings such as low rise dwellings or
lightly framed structures through soft or made
ground,
or
unstable
formations
or
shrinking/swelling clays more than about 2 m
deep, the use of short piles should be considered
as an alternative to shallow foundations,
particularly where a high groundwater table is
encountered.
The type, method of construction, size and load
capacity should be carefully considered in relation
to the associated requirements of pile caps and
ground beams necessary to transfer loads from the
superstructure to the piles.
"‫ "ﺷﻤﻌﻬﺎ‬IPS-E-CE-130 ‫ﺑﺮاي اﻃﻼﻋﺎت ﺑﻴﺸﺘﺮ ﺑﻪ اﺳﺘﺎﻧﺪارد‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
For more information refer to IPS-E-CE-130
"Piles".
‫ ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ‬-7
7. DEEP FOUNDATIONS
‫ ﻋﻤﻮﻣﻲ‬1-7
7.1 General
‫ ﺗﺎ‬D>4B ‫ ﺗﺎ‬5B ‫ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ آﻧﻬﺎﻳﻲ ﻫﺴﺘﻨﺪ ﻛﻪ در آﻧﻬﺎ‬
.‫ ﺑﺎﺷﺪ‬B/H<1/6 ‫ و‬D>3m ‫ ﻳﺎ‬5B
Deep foundations are the ones for which D>4B to
5B or D>3m, B/H<1/6
:‫ﻛﻪ در آن‬
Where:
‫= ﻋﻤﻖ ﺷﺎﻟﻮده‬D
‫= ﻋﺮض ﺷﺎﻟﻮده‬B
‫= ارﺗﻔﺎع ﺷﺎﻟﻮده‬H
D = The depth of foundation.
B = The width of foundation.
H = The height of foundation
They are generally used when the soil strata
immediately beneath the structure are so weak or
compressible that they are not capable of
supporting the load and it is necessary to lower
the foundation until more suitable soils are
reached.
‫ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ ﻣﻌﻤﻮﻻً در ﻣﻮاﻗﻌﻲ اﺳﺘﻔﺎده ﻣﻲ ﺷﻮﻧﺪ ﻛﻪ ﻻﻳﻪ‬
‫ﺧﺎك زﻳﺮ ﭘﻲ ﺧﻴﻠﻲ ﺿﻌﻴﻒ ﻳﺎ ﻗﺎﺑﻞ ﺗﺮاﻛﻢ ﺑﻮده و ﻗﺎﺑﻠﻴﺖ‬
‫ﻧﮕﻬﺪاري ﺑﺎر را ﻧﺪارد و ﻻزم اﺳﺖ ﺷﺎﻟﻮده ﺗﺎ رﺳﻴﺪن ﺑﻪ ﻻﻳﻪﻫﺎي‬
.‫ﻣﻨﺎﺳﺐﺗﺮ ﺧﺎك ﭘﺎﻳﻴﻦ ﺑﺮده ﺷﻮد‬
For more detailed information see section 4.0 BS
8004.
BS 8004 ‫ اﺳﺘﺎﻧﺪارد‬4.0 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﻗﺴﻤﺖ‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
‫ اﻧﻮاع ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ‬2-7
7.2 Types of Deep Foundations
:‫ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ را ﻣﻲﺗﻮان ﺑﺼﻮرت زﻳﺮ دﺳﺘﻪ ﺑﻨﺪي ﻛﺮد‬
Deep foundations may be classified as follows:
.‫اﻟﻒ( ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد ﻳﺎ ﻧﻮاري‬
a) Deep Pad or Strip Footings.
‫ب( ﺟﻌﺒﻪﻫﺎي زﻳﺮزﻣﻴﻨﻲ ﻳﺎ ﺗﻮﺧﺎﻟﻲ )ﺷﺎﻟﻮدهﻫﺎي‬
b) Basements or Hollow Boxes (Floating
Foundations).
.(‫ﺷﻨﺎور‬
23
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
c) Caissons
IPS-E-CE-120(1)
(‫ج( ﺻﻨﺪوﻗﻪﻫﺎ )ﻛﻴﺴﻮنﻫﺎ‬
These may be open well caissons or pneumatic
caissons.
‫ﻣﻲﺗﻮاﻧﺪ ﺑﺼﻮرت ﺻﻨﺪوﻗﻪ ﺑﺎز ﻳﺎ ﺻﻨﺪوﻗﻪﻫﺎي ﺑﺎ ﻫﻮاي ﻓﺸﺮده‬
.‫ﺑﺎﺷﺪ‬
d) Cylinders and Piers
‫د( اﺳﺘﻮاﻧﻪﻫﺎ و ﭘﺎﻳﻪﻫﺎ‬
These may be excavated in the dry by hand, by
mechanical means or, in the wet by mechanical
means including boring and slurry wall
techniques.
‫ﻣﻲﺗﻮاﻧﻨﺪ در ﺷﺮاﻳﻂ ﺧﺸﻚ ﺑﺼﻮرت دﺳﺘﻲ ﻳﺎ ﺑﺎ ﺗﺠﻬﻴﺰات‬
‫ﻣﻜﺎﻧﻴﻜﻲ و در ﺷﺮاﻳﻂ ﺧﻴﺲ ﺗﻮﺳﻂ ﺗﺠﻬﻴﺰات ﻣﻜﺎﻧﻴﻜﻲ ﻧﻈﻴﺮ‬
.‫ﻣﺎﺷﻴﻦ ﺣﻔﺎري و روﺷﻬﺎي دﻳﻮار دوﻏﺎب ﺣﻔﺎري ﺷﻮﻧﺪ‬
‫ﻫ( ﺷﻤﻌﻬﺎ‬
e) Piles
‫و( دﻳﻮارﻫﺎي ﭘﻴﺮاﻣﻮﻧﻲ‬
f) Peripheral Walls
‫دﻳﻮارﻫﺎي ﺑﺘﻨﻲ ﺳﺎﺧﺘﻪ ﺷﺪه در ﻛﺎﻧﺎﻟﻬﺎي ﭘﺮ ﺷﺪه ﺑﺎ دوﻏﺎب ﻳﺎ‬
‫ ﻋﻼوه ﺑﺮ آن ﻛﻪ‬،‫ﺑﺼﻮرت ﺷﻤﻌﻬﺎي ﺣﻔﺎري ﺷﺪه ﺑﻬﻢ ﭘﻴﻮﺳﺘﻪ‬
‫ﺑﻪ ﻋﻨﻮان دﻳﻮارﻫﺎي زﻳﺮزﻣﻴﻨﻲ ﻳﺎ دﻳﻮارﻫﺎي ﺣﺎﻳﻞ ﻛﺎرﺑﺮد‬
‫ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﺎرﻫﺎي ﻗﺎﺋﻢ را ﻧﻴﺰ در ارﺗﺒﺎط ﺑﺎ ﻧﻘﺶ ﺣﺎﺋﻞ‬،‫دارﻧﺪ‬
.‫ﺑﻮدﻧﺸﺎن ﺣﻤﻞ ﻧﻤﺎﻳﻨﺪ‬
Concrete walls constructed in a slurry-filled
trench or as adjoining bored piles, as well as
being used as basement or retaining walls, may
also carry vertical loads in conjunction with
their retaining functions.
g) Mixed Foundations
‫ز( ﺷﺎﻟﻮدهﻫﺎي ﺗﺮﻛﻴﺒﻲ‬
These may be a combination of any of (a) to (f).
.‫ﻣﻲﺗﻮاﻧﻨﺪ ﺗﺮﻛﻴﺒﻲ از ﻫﺮ ﻳﻚ از ردﻳﻔﻬﺎي )اﻟﻒ( ﺗﺎ )و( ﺑﺎﺷﻨﺪ‬
‫ اﻧﺘﺨﺎب ﻧﻮع ﺷﺎﻟﻮده ﻋﻤﻴﻖ‬3-7
7.3 Selection of the Type of Deep Foundations
The choice of foundation type in many instances
will depend on a combination of technical,
programmatic and economic factors.
‫اﻧﺘﺨﺎب ﻧﻮع ﻳﻚ ﺷﺎﻟﻮده در ﺑﺴﻴﺎري از ﻣﻮارد ﺑﺮ اﺳﺎس ﺗﺮﻛﻴﺐ‬
.‫ ﺑﺮﻧﺎﻣﻪ اي و اﻗﺘﺼﺎدي اﺳﺘﻮار ﻣﻲﺑﺎﺷﺪ‬، ‫ﻋﻮاﻣﻞ ﻓﻨﻲ‬
In general, where a deep foundation is
unavoidable, a large number of fairly small but
dispersed loads can most economically be carried
by piles, either prefabricated or cast in situ. Heavy
concentrated loads may better be carried on deep
footings, piers, cylinders, large bored piles or
caissons.
‫ در ﻣﻮاردﻳﻜﻪ اﺳﺘﻔﺎده از ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ اﺟﺘﻨﺎب‬،‫ﺑﻄﻮرﻛﻠﻲ‬
‫ ﺗﻌﺪاد زﻳﺎدي از ﺑﺎرﻫﺎي ﻛﻢ اﻣﺎ ﮔﺴﺘﺮده را ﻣﻲﺗﻮان‬،‫ﻧﺎﭘﺬﻳﺮ اﺳﺖ‬
‫ﺑﻄﻮر اﻗﺘﺼﺎديﺗﺮ ﺗﻮﺳﻂ ﺷﻤﻌﻬﺎ ﭼﻪ ﭘﻴﺶ ﺳﺎﺧﺘﻪ و ﻳﺎ در ﺟﺎ‬
‫ ﺑﺎرﻫﺎي ﺳﻨﮕﻴﻦ ﻣﺘﻤﺮﻛﺰ ﺑﻬﺘﺮ اﺳﺖ ﺗﻮﺳﻂ‬.‫ﺣﻤﻞ ﻛﺮد‬
‫ ﺷﻤﻌﻬﺎي ﺣﻔﺎري‬،‫ اﺳﺘﻮاﻧﻪﻫﺎ‬،‫ ﭘﺎﻳﻪﻫﺎ‬،‫ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد ﻋﻤﻴﻖ‬
.‫ﺷﺪه ﻋﻤﻴﻖ ﻳﺎ ﺻﻨﺪوﻗﻪﻫﺎ )ﻛﻴﺴﻮنﻫﺎ( ﺣﻤﻞ ﺷﻮد‬
One of the commonest forms of deep foundation
is the conventional basement, constructed either in
open excavation or in a supported excavation,
depending on the nature of the ground,
groundwater conditions and the proximity of other
structures or services.
‫ زﻳﺮزﻣﻴﻨﻲﻫﺎي ﻣﺘﻌﺎرف‬،‫ﻳﻜﻲ از اﻧﻮاع ﻣﻌﻤﻮل ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ‬
‫اﺳﺖ ﻛﻪ ﻫﻢ ﺑﺼﻮرت ﺣﻔﺎري ﺑﺎز و ﻫﻢ ﺑﺼﻮرت ﺣﻔﺎري ﻫﻤﺮاه ﺑﺎ‬
‫ ﺷﺮاﻳﻂ آب زﻳﺮزﻣﻴﻨﻲ و‬،‫ ﺑﺴﺘﻪ ﺑﻪ ﻃﺒﻴﻌﺖ زﻣﻴﻦ‬،‫ﺗﻜﻴﻪﮔﺎه‬
.‫ اﺟﺮا ﻣﻲﺷﻮد‬،‫ﻣﺠﺎورت ﺳﺎﻳﺮ ﺳﺎزهﻫﺎ و ﺧﺪﻣﺎت‬
‫در ﭘﺎراﮔﺮاﻓﻬﺎي ﺑﻌﺪي اﻧﻮاع ﻣﺨﺘﻠﻒ ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ ﺑﻄﻮر‬
.‫ﺧﻼﺻﻪ ﺗﻮﺿﻴﺢ داده ﺷﺪه اﺳﺖ‬
In the following paragraphs different types of
deep foundations are briefly discussed:
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﻔﺮد ﻳﺎ ﻧﻮاري ﻋﻤﻴﻖ‬1-3-7
7.3.1 Deep pad or strip foundations
‫اﻳﻦ ﻧﻮع ﺷﺎﻟﻮدهﻫﺎ ﺳﺎدهﺗﺮﻳﻦ ﻧﻮع ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ ﻣﻲﺑﺎﺷﻨﺪ و‬
‫ﻋﻤﻮﻣﺎً ﺑﺮاي ﺣﻤﻞ ﺑﺎرﻫﺎي ﺳﺘﻮﻧﻬﺎي ﺳﻨﮕﻴﻦ ﻣﺜﻞ ﺑﺎر وارده ﺑﻪ‬
‫ﭘﻲ ﺗﻮﺳﻂ ﭘﺪﺳﺘﺎﻟﻬﺎي ﺑﺘﻨﻲ ﻳﺎ ﻣﺴﺘﻘﻴﻤﺎً ﺗﻮﺳﻂ ﺳﺘﻮن ﺑﻜﺎر‬
‫ ﭼﻨﻴﻦ ﺷﺎﻟﻮدهﻫﺎﻳﻲ ﻣﻲﺗﻮاﻧﺪ داراي اﺷﻜﺎل ﻣﺨﺘﻠﻒ‬.‫ﻣﻲروﻧﺪ‬
‫ ﺷﻜﻞ ﺷﺎﻟﻮده‬.‫ ﻣﺴﺘﻄﻴﻠﻲ ﻳﺎ ﻧﻮاري ﺑﺎﺷﺪ‬،‫ ﻣﺮﺑﻌﻲ‬،‫ﻧﻈﻴﺮ داﻳﺮهاي‬
These are the simplest of all deep foundations and
are generally used for carrying heavy column
loads, the load being transmitted to the footing by
means of a concrete pedestal or directly by the
column; such foundations may be of various
shapes, including circular, square, rectangular or
24
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
strip, the shape being adjusted in the design to
accommodate the effect of eccentricity arising
from imposed moments and shear forces on the
column and the method of construction.
IPS-E-CE-120(1)
‫در ﻃﺮاﺣﻲ ﻣﻨﻄﺒﻖ ﺑﺮ ﺗﺄﺛﻴﺮ ﺧﺮوج از ﻣﺮﻛﺰﻳﺖ ﻧﺎﺷﻲ از ﻟﻨﮕﺮﻫﺎي‬
‫ ﺗﻨﻈﻴﻢ‬، ‫وارده و ﻧﻴﺮوﻫﺎي ﺑﺮﺷﻲ روي ﺳﺘﻮن و روش ﺳﺎﺧﺖ‬
.‫ﻣﻲﺷﻮد‬
‫اﻳﻦ ﺷﺎﻟﻮدهﻫﺎ ﺑﻄﻮر ﻛﻠﻲ در ﻣﻮاردﻳﻜﻪ ﻣﺸﻜﻼت آب زﻳﺮزﻣﻴﻨﻲ‬
‫ﺑﻄﻮر ﻣﺤﺴﻮس رخ ﻧﻤﻲدﻫﺪ ﻳﺎ آﻧﻜﻪ آب زﻳﺮزﻣﻴﻨﻲ را در ﺻﻮرت‬
.‫ ﺑﻜﺎر ﻣﻲروﻧﺪ‬،‫وﺟﻮد ﺑﺘﻮان ﺑﻪ ﺳﻬﻮﻟﺖ ﻛﻨﺘﺮل ﻛﺮد‬
They are generally used where groundwater
problems are unlikely to arise or where the
groundwater if present can be readily controlled.
7.3.2 Basement or hollow boxes (floating
foundation)
‫ ﺟﻌﺒﻪﻫﺎي زﻳﺮزﻣﻴﻨﻲ ﻳﺎ ﺗﻮﺧﺎﻟﻲ )ﺷﺎﻟﻮدهﻫﺎي‬2-3-7
Where the groundwater table is at or below
formation level or can be lowered economically
for construction, then a basement or hollow box
foundation (floating foundation) may be
constructed in open excavation if the site is large
enough. The techniques are then very similar to
those for building above ground level, except that
special attention will have to be paid to
waterproofing when a watertight structure is
required and allowance will need to be made for
the lateral earth pressure and any negative skin
friction which may develop after backfilling. The
effect of possible fluctuations in the groundwater
table and of flooding during and after construction
should be considered.
‫در ﻣﻮاردﻳﻜﻪ ﺳﻄﺢ آب زﻳﺮزﻣﻴﻨﻲ در ﻳﺎ زﻳﺮ ﺗﺮاز ﻧﻬﺎﺋﻲ ﻗﺮار دارد‬
‫ اﻳﻦ ﺗﺮاز را ﻛﺎﻫﺶ‬،‫ﻳﺎ ﺑﺘﻮان ﺑﻄﻮر اﻗﺘﺼﺎدي ﺑﻪ ﻣﻨﻈﻮر ﺳﺎﺧﺖ‬
،‫ در ﺻﻮرﺗﻴﻜﻪ ﻣﺤﻮﻃﻪ اﺟﺮا ﺑﻪ اﻧﺪازه ﻛﺎﻓﻲ ﺑﺰرگ ﺑﺎﺷﺪ‬،‫داد‬
(‫ﻣﻲﺗﻮان ﻳﻚ ﺟﻌﺒﻪ زﻳﺮزﻣﻴﻨﻲ ﻳﺎ ﺟﻌﺒﻪ ﺗﻮﺧﺎﻟﻲ )ﺷﺎﻟﻮده ﺷﻨﺎور‬
‫ روﺷﻬﺎي اﺟﺮاي آﻧﻬﺎ ﺑﺴﻴﺎر‬.‫را ﺑﺼﻮرت ﺣﻔﺎري ﺑﺎز اﺟﺮا ﻛﺮد‬
‫ﺷﺒﻴﻪ روﺷﻬﺎي اﺟﺮاي ﺳﺎﺧﺘﻤﺎﻧﻬﺎي ﺑﺎﻻي ﺗﺮاز زﻣﻴﻦ اﺳﺖ ﺑﻪ‬
‫ﺟﺰ آﻧﻜﻪ در اﻳﻨﺠﺎ ﻻزم اﺳﺖ ﺗﻮﺟﻬﺎت وﻳﮋهاي ﺑﻪ ﻣﻮﺿﻮع آب‬
‫ ﺑﺮاي ﻣﻮاردﻳﻜﻪ ﺳﺎزه آب ﺑﻨﺪ ﻣﻮرد ﻧﻴﺎز اﺳﺖ ﻣﺒﺬول ﺷﻮد‬،‫ﺑﻨﺪي‬
‫و ﻻزم اﺳﺖ ﻣﻘﺎدﻳﺮ اﺿﺎﻓﻲ ﺑﺮاي ﻓﺸﺎر ﺟﺎﻧﺒﻲ زﻣﻴﻦ و اﺻﻄﻜﺎك‬
‫ ﺗﺄﺛﻴﺮ‬.‫ﻣﻨﻔﻲ ﺟﺪاره ﻧﺎﺷﻲ از ﺧﺎﻛﺮﻳﺰي ﻣﺠﺪد در ﻧﻈﺮ ﮔﺮﻓﺖ‬
‫ﻧﻮﺳﺎﻧﺎت ﻣﺤﺘﻤﻞ در ﺗﺮاز آب زﻳﺮزﻣﻴﻨﻲ و اﺛﺮ ﺳﻴﻼب در ﻫﻨﮕﺎم‬
.‫و ﺑﻌﺪ از ﺳﺎﺧﺖ ﺑﺎﻳﺪ ﻣﺪﻧﻈﺮ ﻗﺮار ﮔﻴﺮد‬
In addition to the extra space gained by basement
construction a further advantage is the reduction
in net loading applied to the supporting ground by
the removal of the excavated soil and water. Tall
structures may then be built on ground which
would otherwise be incapable of carrying the
same load on shallow foundations without
excessive settlement or failure. Such foundation is
called a "floating foundation" or sometimes
"buoyant
foundation"
or
"compensated
foundation". The problems of heave and swell of
clay soils have to be carefully considered as well
as buoyancy at times of possible high
groundwater levels, particularly in the case of
over-compensated foundations such as empty
submerged tanks, swimming pools and buried
garages.
،‫ﻋﻼوه ﺑﺮ ﻓﻀﺎي اﺿﺎﻓﻲ ﺑﺪﺳﺖ آﻣﺪه ﺗﻮﺳﻂ ﺳﺎﺧﺖ زﻳﺮزﻣﻴﻦ‬
(‫ﺷﻨﺎور‬
‫اﻣﺘﻴﺎز دﻳﮕﺮ آن ﻛﺎﻫﺶ ﺑﺎر ﺧﺎﻟﺺ وارده ﺑﻪ ﺧﺎك ﺑﻪ دﻟﻴﻞ ﺗﺨﻠﻴﻪ‬
‫ ﺑﻨﺎﺑﺮاﻳﻦ ﺳﺎزهﻫﺎي ﺑﻠﻨﺪ ﻣﻲﺗﻮاﻧﻨﺪ روي‬.‫ﺧﺎك و آب ﻣﻲﺑﺎﺷﺪ‬
‫زﻣﻴﻨﻲ ﻛﻪ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ ﺗﻮاﻧﺎﻳﻲ ﺗﺤﻤﻞ ﺑﺎر ﻣﺸﺎﺑﻪ آن را‬
‫ ﭼﻨﻴﻦ‬.‫ ﺑﺪون ﻧﺸﺴﺖ اﺿﺎﻓﻲ ﻳﺎ ﮔﺴﻴﺨﺘﮕﻲ ﺳﺎﺧﺘﻪ ﺷﻮﻧﺪ‬،‫ﻧﺪارﻧﺪ‬
"‫ﺷﺎﻟﻮدهﻫﺎﻳﻲ "ﺷﺎﻟﻮده ﻏﻮﻃﻪور" ﻳﺎ ﺑﻌﻀﻲ اوﻗﺎت "ﺷﺎﻟﻮده ﺷﻨﺎور‬
‫ ﻣﺸﻜﻼت ﺑﻠﻨﺪ ﺷﺪﮔﻲ و‬.‫ﻳﺎ "ﺷﺎﻟﻮده ﻣﺴﺘﻐﺮق" ﻧﺎﻣﻴﺪه ﻣﻲﺷﻮﻧﺪ‬
‫ﺗﻮرم ﺧﺎﻛﻬﺎي رﺳﻲ ﻫﻤﺮاه ﺑﺎ ﺷﻨﺎوري در ﻣﻮارد وﺟﻮد آب‬
‫زﻳﺮزﻣﻴﻨﻲ در ﺗﺮازﻫﺎي ﺑﺎﻻ ﺑﻮﻳﮋه در ﻣﻮرد ﺷﺎﻟﻮدهﻫﺎي ﻓﻮق‬
‫ اﺳﺘﺨﺮﻫﺎي ﺷﻨﺎ و‬،‫ﺷﻨﺎور ﻧﻈﻴﺮ ﻣﺨﺎزن ﺧﺎﻟﻲ ﻏﻮﻃﻪ ور‬
.‫ﭘﺎرﻛﻴﻨﮕﻬﺎي زﻳﺮزﻣﻴﻨﻲ ﺑﺎﻳﺪ در ﻧﻈﺮ ﮔﺮﻓﺘﻪ ﺷﻮد‬
‫ ﻣﺮاﺟﻌﻪ‬BS 8004‫ اﺳﺘﺎﻧﺪارد‬4.3.3 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
.‫ﺷﻮد‬
For more detailed information refer to Clause
4.3.3 of BS 8004.
(‫ ﺻﻨﺪوﻗﻪﻫﺎ )ﻛﻴﺴﻮنﻫﺎ‬3-3-7
7.3.3 Caissons
‫ﺻﻨﺪوﻗﻪﻫﺎ اﻋﻀﺎي ﺳﺎزهاي ﺷﺎﻟﻮده ﻫﺴﺘﻨﺪ ﻛﻪ ﺑﻄﻮر ﻛﺎﻣﻞ ﻳﺎ‬
‫ﺑﺨﺸﻲ از آﻧﻬﺎ در ﺗﺮاز ﺑﺎﻻﺗﺮ ﺳﺎﺧﺘﻪ ﺷﺪه و ﺳﭙﺲ ﺑﺎ روﺷﻬﺎي‬
‫ آﻧﻬﺎ زﻣﺎﻧﻲ‬.‫ﻣﺨﺘﻠﻒ ﺑﻪ ﻣﻮﻗﻌﻴﺖ ﻧﻬﺎﻳﻲ ﺷﺎن ﻓﺮو ﺑﺮده ﻣﻲﺷﻮﻧﺪ‬
Caissons are structural elements of a foundation
which are wholly or partially constructed at a
higher level and are then sunk to their final
position by various expedients. They are used
25
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
when the final foundation level is at some depth
below the water table.
IPS-E-CE-120(1)
‫اﺳﺘﻔﺎده ﻣﻲﺷﻮﻧﺪ ﻛﻪ ﺗﺮاز ﻧﻬﺎﻳﻲ ﺷﺎﻟﻮده در زﻳﺮ ﺳﻄﺢ آب‬
.‫زﻳﺮزﻣﻴﻨﻲ ﻗﺮار ﻣﻲﮔﻴﺮد‬
‫ﻛﻴﺴﻮﻧﻬﺎ ﻏﺎﻟﺒﺎً ﺑﺮاي اﻳﺴﺘﮕﺎﻫﻬﺎي ﭘﻤﭙﺎژ ﻓﺎﺿﻼب و ﭘﺎﻳﻪ ﻫﺎي‬
‫ ﺑﻮﻳﮋه ﻣﻮاردﻳﻜﻪ ﺑﻪ ﺷﺎﻟﻮده در ﻋﻤﻘﻲ‬.‫ﻣﻴﺎﻧﻲ ﭘﻠﻬﺎ ﺑﻜﺎر ﻣﻲروﻧﺪ‬
‫زﻳﺮ ﺑﺴﺘﺮ درﻳﺎ ﻳﺎ رودﺧﺎﻧﻪ ﻧﻴﺎز ﻣﻲﺑﺎﺷﺪ ﺗﺎ از ﺗﺄﺛﻴﺮات آب‬
‫ ﺑﻪ ﻣﻨﻈﻮر اﻳﺠﺎد‬.‫ﺷﺴﺘﮕﻲ در زﻣﺎن ﺳﻴﻼب ﺟﻠﻮﮔﻴﺮي ﺷﻮد‬
‫اﻣﻜﺎن ﺳﺎﺧﺖ ﺻﻨﺪوﻗﻪﻫﺎ در ﺗﺮاز ﺑﺎﻻي آب در ﺑﺮﺧﻲ ﻣﻮارد‬
‫ﺻﻨﺪوﻗﻪﻫﺎ را از ﻃﺮﻳﻖ ﺟﺰاﻳﺮ ﻣﺎﺳﻪاي ﻣﺼﻨﻮﻋﻲ در آب ﻓﺮو‬
‫ ﻛﻴﺴﻮﻧﻬﺎ ﺑﻪ ﻣﻨﻈﻮر ﺗﺸﻜﻴﻞ ﺷﺎﻟﻮده ﺳﺎﺧﺘﻤﺎﻧﻬﺎ ﻧﻴﺰ ﺑﻜﺎر‬.‫ﻣﻲﺑﺮﻧﺪ‬
‫ ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻫﺰﻳﻨﻪ ﺑﺎﻻي ﻧﻴﺮوي اﻧﺴﺎﻧﻲ ﺑﻪ ﻣﻨﻈﻮر ﻛﺎر‬.‫ﻣﻲروﻧﺪ‬
‫در زﻳﺮ ﻫﻮاي ﻓﺸﺮده ﺑﺎﻳﺪ ﭘﻴﺶ از اﻧﺘﺨﺎب روش ﻛﻴﺴﻮن ﻫﻮاي‬
‫ﻓﺸﺮده ﺳﺎﻳﺮ اﺷﻜﺎل ﻣﺤﺘﻤﻞ ﺷﺎﻟﻮده ﺑﻪ دﻗﺖ ﻣﻮرد ﺑﺮرﺳﻲ ﻗﺮار‬
.‫ﮔﻴﺮد‬
Caissons are frequently used for sewage pump
stations and bridge piers, particularly where the
foundation needs to be some depth below sea or
river bed level to avoid the effects of scour at
flood times. Caissons are sometimes sunk through
artificial sand islands in order to make possible
the construction of the caisson from a working
level above water level; they have also been used
to form the foundations for buildings. Owing to
the high cost of labor in working under
compressed air, other possible forms of
foundation should be investigated carefully before
a pneumatic caisson is adopted.
‫ اﺳﺘﻮاﻧﻪﻫﺎ و ﭘﺎﻳﻪﻫﺎ‬4-3-7
7.3.4 Cylinders and piers
‫ در اﺻﻞ ﻛﻴﺴﻮﻧﻬﺎي ﺑﺎ ﭼﺎه ﺑﺎز ﻛﻮﭼﻚ ﻣﻲﺑﺎﺷﻨﺪ ﻛﻪ‬،‫اﺳﺘﻮاﻧﻪﻫﺎ‬
.‫ﺷﺎﻣﻞ ﺳﻠﻮﻟﻬﺎي ﻣﻨﻔﺮد ﺑﺎ ﻣﻘﻄﻊ ﻋﺮﺿﻲ داﻳﺮهاي ﻣﻲ ﺑﺎﺷﻨﺪ‬
‫)ﺑﻌﻀﻲ اوﻗﺎت از اﺻﻄﻼح ﭘﺎﻳﻪ ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎي ﻣﺸﺎﺑﻪ ﺑﺎ ﻣﻘﺎﻃﻊ‬
‫ وﺟﻪ ﺗﻤﺎﻳﺰ‬.(‫داﻳﺮهاي ﻳﺎ ﺳﺎﻳﺮ ﻣﻘﺎﻃﻊ ﻋﺮﺿﻲ اﺳﺘﻔﺎده ﻣﻲﺷﻮد‬
‫ﺑﻴﻦ اﺳﺘﻮاﻧﻪﻫﺎ و ﺻﻨﺪوﻗﻪﻫﺎ اﻧﺪازه اﺳﺖ و ﻟﺰوﻣﺎً اﺧﺘﻴﺎري‬
‫ ﺑﺎﻋﺚ ﺳﻬﻮﻟﺖ ﺑﻴﺸﺘﺮ‬،‫ اﻧﺪازه ﻛﻮﭼﻜﺘﺮ اﺳﺘﻮاﻧﻪﻫﺎ‬.‫ﻣﻲﺑﺎﺷﺪ‬
.‫اﺳﺘﻔﺎده از اﻋﻀﺎي ﭘﻴﺶ ﺳﺎﺧﺘﻪ در ﺳﺎﺧﺖ آﻧﻬﺎ ﻣﻲﺷﻮد‬
.‫اﺳﺘﻮاﻧﻪﻫﺎ اﻏﻠﺐ ﺑﺎ ﺑﺘﻦ ﭘﺮ ﺷﺪه و ﺑﻌﻀﻲ اوﻗﺎت ﻣﺴﻠﺢ ﻣﻲﺷﻮﻧﺪ‬
Cylinders are essentially small open well caissons
comprising single cells which are of circular cross
section. (The term pier is sometimes used for
similar foundations of circular or other shaped
cross section). The distinction between cylinders
and caissons is one of size and is necessarily
arbitrary. Because of their smaller size, cylinders
lend themselves more readily to the use of precast
elements in their construction.
Cylinders are often filled with concrete and are
sometimes reinforced.
‫ ﺷﻤﻌﻬﺎ‬5-3-7
7.3.5 Piles
7 ‫ و ﻗﺴﻤﺖ‬IPS-E-CE-130 ‫ﺷﺎﻟﻮدهﻫﺎي ﻫﻤﺮاه ﺑﺎ ﺷﻤﻊ در‬
Piled foundations are discussed in IPS-E-CE-130
and section 7.0 BS 8004.
.‫ ﺗﻮﺿﻴﺢ داده ﺷﺪه اﻧﺪ‬BS 8004 ‫اﺳﺘﺎﻧﺪارد‬
‫ دﻳﻮارﻫﺎي ﭘﻴﺮاﻣﻮﻧﻲ‬6-3-7
7.3.6 Peripheral walls
‫دﻳﻮارﻫﺎي ﺑﺘﻨﻲ ﺳﺎﺧﺘﻪ ﺷﺪه در ﻛﺎﻧﺎﻟﻬﺎي ﭘﺮ ﺷﺪه ﺑﺎ دوﻏﺎب ﻳﺎ‬
‫ ﻋﻼوه ﺑﺮ آﻧﻜﻪ ﺑﻪ‬،‫ﺑﺼﻮرت ﺷﻤﻌﻬﺎي ﺣﻔﺎري ﺷﺪه ﺑﻬﻢ ﭘﻴﻮﺳﺘﻪ‬
،‫ﻋﻨﻮان دﻳﻮارﻫﺎي زﻳﺮزﻣﻴﻦ ﻳﺎ دﻳﻮارﻫﺎي ﺣﺎﻳﻞ ﻛﺎرﺑﺮد دارﻧﺪ‬
‫ﻣﻲﺗﻮاﻧﻨﺪ ﺑﺎرﻫﺎي ﻗﺎﺋﻢ را ﻧﻴﺰ در ارﺗﺒﺎط ﺑﺎ ﻧﻘﺶ ﺣﺎﺋﻞ ﺑﻮدﻧﺸﺎن‬
‫ روﺷﻬﺎي اﺟﺮاي دﻳﻮار دﻳﺎﻓﺮاﮔﻤﻲ ﺑﻪ ﻣﻨﻈﻮر ﺷﻜﻞ‬.‫ﺣﻤﻞ ﻛﻨﻨﺪ‬
‫دادن ﺳﺎزهﻫﺎي ﺷﺎﻟﻮده ﺑﺎرﺑﺮ ﺑﻜﺎر ﻣﻲروﻧﺪ )ﺑﻌﻀﻲ اوﻗﺎت ﺑﻌﻨﻮان‬
‫ داﻳﺮهاي و‬،‫ﺑﺎرت اﺷﺎره ﻣﻲﺷﻮد( ﻛﻪ ﻣﻲﺗﻮاﻧﻨﺪ ﺷﻜﻞ ﻣﺴﺘﻄﻴﻠﻲ‬
.‫ﺟﻌﺒﻪ ﺗﻮ ﺧﺎﻟﻲ ﻳﺎ ﺳﺎﻳﺮ اﺷﻜﺎل ﺑﺎﺷﻨﺪ‬
‫ﺑﺮاي ﺟﺰﺋﻴﺎت در ﻣﻮرد روﺷﻬﺎي ﺳﺎﺧﺖ دﻳﻮارﻫﺎي دﻳﺎﻓﺮاﮔﻤﻲ‬
‫ اﺳﺘﺎﻧﺪارد‬6.5 ‫ و‬4.3.7 ‫ﺷﻤﻌﻬﺎي ﺑﻬﻢ ﭘﻴﻮﺳﺘﻪ ﺑﻪ ﺑﻨﺪﻫﺎي‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004
Concrete walls constructed in a slurry-filled
trench or as adjoining bored piles, as well as being
used as basement or retaining walls, may also
carry vertical loads in conjunction with their
retaining functions. Diaphragm wall techniques
are used to form load bearing foundation
structures (sometimes referred to as barrettes)
which may be of rectangular, cruciform, hollow
box or other plan shapes.
For detailed information on techniques for
constructing diaphragm walls of adjoining piles
refer to Clauses 4.3.7 and 6.5 of BS 8004.
26
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
‫ ﺷﺎﻟﻮدهﻫﺎي ﺗﺮﻛﻴﺒﻲ‬7-3-7
7.3.7 Mixed foundations
When site investigation indicates that ground
conditions are not uniform, it is important to
provide the type and size of foundations
appropriate to the ground conditions existing on
the site.
‫در ﻣﻮاردﻳﻜﻪ ﺷﻨﺎﺳﺎﺋﻲ ﻣﺤﻞ ﻧﺸﺎن دﻫﺪ ﻛﻪ ﺷﺮاﻳﻂ زﻣﻴﻦ‬
When ground conditions are not uniform, the use
of more than one type of foundation could result
in greater economy.
‫ اﺳﺘﻔﺎده ﺑﻴﺶ از‬،‫در ﻣﻮاردﻳﻜﻪ ﺷﺮاﻳﻂ زﻣﻴﻦ ﻳﻜﻨﻮاﺧﺖ ﻧﻴﺴﺖ‬
.‫ﻳﻚ ﻧﻮع ﺷﺎﻟﻮده ﻣﻲﺗﻮاﻧﺪ ﻣﻨﺠﺮ ﺑﻪ اﻗﺘﺼﺎديﺗﺮ ﺷﺪن ﻃﺮح ﺷﻮد‬
When using mixed foundations, special attention
will need to be paid to the effect on the structure,
particularly where differential settlements can
occur.
‫ ﺗﻮﺟﻪ وﻳﮋه ﺑﻪ ﺗﺄﺛﻴﺮات‬،‫در ﻣﻮارد اﺳﺘﻔﺎده از ﺷﺎﻟﻮدهﻫﺎي ﺗﺮﻛﻴﺒﻲ‬
‫وارد ﺑﺮ ﺳﺎزه ﺑﻮﻳﮋه ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ ﻛﻪ ﻣﻲﺗﻮاﻧﺪ رخ‬
.‫ ﻻزم اﺳﺖ‬،‫دﻫﺪ‬
BS 8004 ‫ از اﺳﺘﺎﻧﺪارد‬4.3.8 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﻗﺴﻤﺖ‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
‫ ﻣﻬﻢ اﺳﺖ ﻛﻪ ﻧﻮع و اﻧﺪازه ﺷﺎﻟﻮدهﻫﺎ ﻣﺘﻨﺎﺳﺐ‬،‫ﻳﻜﻨﻮاﺧﺖ ﻧﻴﺴﺖ‬
.‫ﺑﺎ ﺷﺮاﻳﻂ زﻣﻴﻦ ﻣﻮﺟﻮد ﺗﻌﻴﻴﻦ ﺷﻮد‬
For more detailed information see section 4.3.8
BS 8004.
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت‬-8
8. MACHINERY FOUNDATIONS
‫ ﻋﻤﻮﻣﻲ‬1-8
8.1 General
Machinery foundations are subjected to dynamic
loading in the form of thrusts transmitted by the
torque of rotating machinery or reactions from
reciprocating engines.
‫ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت در ﻣﻌﺮض ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ﺑﺼﻮرت راﻧﺶ‬
‫ار ﻳﺎ‬‫اﻧﺘﻘﺎل ﻳﺎﻓﺘﻪ ﺗﻮﺳﻂ ﮔﺸﺘﺎور ﭘﻴﭽﺸﻲ ﻣﺎﺷﻴﻦآﻻت دو‬
.‫ﻋﻜﺲاﻟﻌﻤﻠﻬﺎي ﻣﻮﺗﻮرﻫﺎي رﻓﺖ و ﺑﺮﮔﺸﺘﻲ ﻣﻲﺑﺎﺷﻨﺪ‬
Thermal stresses in the foundation may be high as
a result of fuel combustion, exhaust gases or
steam, or from manufacturing processes.
،‫ﺗﻨﺸﻬﺎي ﺣﺮارﺗﻲ در ﺷﺎﻟﻮده ﻣﻲﺗﻮاﻧﺪ ﺑﻪ دﻟﻴﻞ اﺣﺘﺮاق ﺳﻮﺧﺖ‬
.‫ اﻓﺰاﻳﺶ ﻳﺎﺑﻨﺪ‬،‫ﮔﺎزﻫﺎ ﻳﺎ ﺑﺨﺎر ﺧﺮوﺟﻲ و ﻳﺎ ﻓﺮآﻳﻨﺪ ﺳﺎﺧﺖ‬
Machinery foundations should have sufficient
mass to absorb vibrations within the foundation
block, thus eliminating or reducing the
transmission of vibration energy to surroundings;
they should spread the load to the ground so that
excessive settlement does not occur under dead
weight or impact forces and should have adequate
structural strength to resist internal stresses due to
loading and thermal movements.
‫ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت ﺑﺎﻳﺪ ﺟﺮم ﻛﺎﻓﻲ ﺑﻪ ﻣﻨﻈﻮر ﺟﺬب‬
‫ ﻛﻪ ﻣﻨﺠﺮ ﺑﻪ‬،‫ﻧﻮﺳﺎﻧﺎت در داﺧﻞ ﺗﻮده ﺷﺎﻟﻮده را داﺷﺘﻪ ﺑﺎﺷﻨﺪ‬
‫ ﺷﺎﻟﻮدهﻫﺎ‬.‫ﺣﺬف ﻳﺎ ﻛﺎﻫﺶ اﻧﺘﻘﺎل اﻧﺮژي ﻟﺮزﺷﻲ ﺑﻪ اﻃﺮاف ﺷﻮﻧﺪ‬
‫ﺑﺎﻳﺪ ﺑﺎر را ﺑﻪ زﻣﻴﻦ ﭘﺨﺶ ﻛﺮده ﺑﻄﻮرﻳﻜﻪ ﻧﺸﺴﺖ اﺿﺎﻓﻲ ﺗﺤﺖ‬
‫ﺑﺎر ﻣﺮده ﻳﺎ ﺑﺎرﻫﺎي ﺿﺮﺑﻪاي واﻗﻊ ﻧﺸﻮد و ﺷﺎﻟﻮدهﻫﺎ ﻣﻘﺎوﻣﺖ‬
‫ﺳﺎزهاي ﻛﺎﻓﻲ در ﺑﺮاﺑﺮ ﺗﻨﺸﻬﺎي داﺧﻠﻲ ﻧﺎﺷﻲ از ﺑﺎرﮔﺬاري و‬
.‫ﺗﻐﻴﻴﺮات ﺣﺮارﺗﻲ داﺷﺘﻪ ﺑﺎﺷﻨﺪ‬
،‫ اﻳﻦ اﺳﺘﺎﻧﺪارد ﻣﻬﻨﺪﺳﻲ‬7 ‫ ﺗﺎ‬5 ‫ﻋﻼوه ﺑﺮ اﻟﺰاﻣﺎت ﻛﻠﻲ ﺑﻨﺪﻫﺎي‬
‫ﻣﻮارد زﻳﺮ ﻧﻴﺰ در ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت ﺑﺎﻳﺪ ﻣﺪ ﻧﻈﺮ‬
:‫ﻗﺮار ﮔﻴﺮد‬
In addition to the general requirements specified
in Clauses 5 to 7 of this Engineering Standard, the
following should be considered in the design of
machinery foundations:
‫اﻟﻒ( ﻣﺎﺷﻴﻦآﻻت ﺑﺰرگ ﻳﺎ ﻫﺮ ﻣﺎﺷﻴﻦ داراي ﻧﻴﺮوﻫﺎي ﺑﺰرگ‬
a) Large machines or any machine which may
have large out-of-balance forces shall be
supported on structures and foundations which
have been designed to minimize:
‫ﻧﺎﻣﺘﻌﺎدل ﺑﺎﻳﺪ روي ﺳﺎزهﻫﺎ و ﺷﺎﻟﻮدهﻫﺎ ﻃﻮري ﻣﻬﺎر ﺷﻮﻧﺪ ﻛﻪ‬
:‫ﻃﺮاﺣﻲ آﻧﻬﺎ ﻣﻮارد زﻳﺮ را ﺑﻪ ﺣﺪاﻗﻞ ﺑﺮﺳﺎﻧﻨﺪ‬
- Vibration of the machine.
.‫ ارﺗﻌﺎش ﻣﺎﺷﻴﻦ‬‫ ﺗﺠﻬﻴﺰات و ﺳﺎزهﻫﺎي‬،‫ اﻧﺘﻘﺎل ارﺗﻌﺎش ﺑﻪ ﺷﺎﻟﻮدهﻫﺎ‬.‫ﻣﺠﺎور‬
: ‫ﻃﺮاﺣﻲ اﻳﻦ ﺳﺎزهﻫﺎ و ﺷﺎﻟﻮدهﻫﺎ ﺑﺎﻳﺪ ﺑﺮ اﺳﺎس‬
- Transmission of vibration to adjacent
foundations, equipment and buildings.
Design of these structures and
foundations shall be in accordance with:
27
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
BS CP 2012: Part 1 Foundations for
reciprocating machines.
IPS-E-CE-120(1)
‫ ﺷﺎﻟﻮدهﻫﺎ ﺑﺮاي‬1 ‫ ﺑﺨﺶ‬: BS CP 2012 ‫اﺳﺘﺎﻧﺪارد‬
.‫ﻣﺎﺷﻴﻦآﻻت رﻓﺖ و ﺑﺮﮔﺸﺘﻲ‬
"‫ "ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت‬: DIN 4024-1 ‫اﺳﺘﺎﻧﺪارد‬
DIN 4024-1: "Machine foundations"
b) Machinery foundations shall be adequately
reinforced in all surfaces, vertical and
horizontal. Where they are integral with floors
or paving slabs, the designer shall ensure that
adequate reinforcement is provided to prevent
the propagation of cracks from the surface due
to vibration.
‫ب( ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت ﺑﺎﻳﺪ در ﺗﻤﺎم وﺟﻮه )اﻓﻘﻲ و‬
c) Large machines or any machines with large
out-of-balance forces shall be grouted in
accordance with manufacturers’ requirements,
using a flowable non-metallic non-shrink
grout. Special grouts shall be placed in
accordance
with
the
manufacturer’s
instructions. Placing should be supervised by a
qualified representative of the manufacturer.
Attention shall be given to the following
requirements:
‫ج( ﻣﺎﺷﻴﻦآﻻت ﺑﺰرگ ﻳﺎ ﻣﺎﺷﻴﻦآﻻت ﺑﺎ ﻧﻴﺮوﻫﺎي ﺑﺰرگ‬
1) Holding down bolt pockets and the space
under the bedplates shall be filled and all air
expelled.
‫( ﻣﺤﻔﻈﻪﻫﺎي ﻣﺤﻞ ﭘﻴﭻ ﻧﮕﻬﺪارﻧﺪه و ﻓﻀﺎي زﻳﺮ ﺻﻔﺤﺎت‬1
2) Where holding down bolts are grouted into
pockets formed in the foundation block, the
grout shall withstand stresses consistent with
the tension forces applied when the bolts are
pulled-up, plus forces originating from
machine operation. The pulling-up forces
shall be agreed with the machine supplier and
adequate factors built into the grouting
system to allow for the methods of assessing
those that may have been used.
‫(در ﻣﻮاردﻳﻜﻪ ﭘﻴﭽﻬﺎي ﻧﮕﻬﺪارﻧﺪه داﺧﻞ ﻣﺤﻔﻈﻪﻫﺎي‬2
‫ در ﻣﻮاردﻳﻜﻪ‬.‫ﻋﻤﻮدي( ﺑﻪ ﻣﻴﺰان ﻛﺎﻓﻲ آرﻣﺎﺗﻮرﮔﺬاري ﺷﻮﻧﺪ‬
‫ﺷﺎﻟﻮدهﻫﺎ ﺑﺎ ﻛﻔﻬﺎ ﻳﺎ داﻟﻬﺎي ﻛﻔﺴﺎزي ﺑﺼﻮرت ﻳﻜﭙﺎرﭼﻪ‬
‫ ﻃﺮاح ﺑﺎﻳﺪ از آرﻣﺎﺗﻮرﮔﺬاري ﻛﺎﻓﻲ ﺑﻪ ﻣﻨﻈﻮر‬،‫ﻣﻲﺑﺎﺷﻨﺪ‬
،‫ﺟﻠﻮﮔﻴﺮي از ﮔﺴﺘﺮش ﺗﺮﻛﻬﺎي ﺳﻄﺤﻲ ﻧﺎﺷﻲ از ﻟﺮزش‬
.‫اﻃﻤﻴﻨﺎن ﻳﺎﺑﺪ‬
(‫ﻧﺎﻣﺘﻌﺎدل ﺑﺎﻳﺪ ﻃﺒﻖ اﻟﺰاﻣﺎت ﺳﺎزﻧﺪه ﺑﻮﺳﻴﻠﻪ دوﻏﺎب )ﮔﺮوت‬
‫ دوﻏﺎب )ﮔﺮوت( رﻳﺰي‬،‫روان ﻏﻴﺮ ﻓﻠﺰي ﺑﺪون ﺟﻤﻊﺷﺪﮔﻲ‬
‫ دوﻏﺎﺑﻬﺎي )ﮔﺮوﺗﻬﺎي( ﺧﺎص ﺑﺎﻳﺪ ﺑﺮ اﺳﺎس‬.‫ﺷﻮﻧﺪ‬
‫ دوﻏﺎبرﻳﺰي‬.‫دﺳﺘﻮراﻟﻌﻤﻠﻬﺎي ﺳﺎزﻧﺪه رﻳﺨﺘﻪ ﺷﻮﻧﺪ‬
‫)ﮔﺮوترﻳﺰي( ﺑﺎﻳﺪ ﺗﺤﺖ ﻧﻈﺎرت ﻧﻤﺎﻳﻨﺪه ﺻﻼﺣﻴﺖ دار‬
:‫ اﻟﺰاﻣﺎت زﻳﺮ ﺑﺎﻳﺪ ﻣﻮرد ﺗﻮﺟﻪ ﻗﺮار ﮔﻴﺮد‬.‫ﺳﺎزﻧﺪه ﺑﺎﺷﺪ‬
.‫ﻧﺸﻴﻤﻦ ﺑﺎﻳﺪ ﭘﺮ ﺷﺪه و ﺗﻤﺎم ﻫﻮا ﺧﺎرج ﺷﻮد‬
،‫ﺗﻌﺒﻴﻪ ﺷﺪه در ﺷﺎﻟﻮده دوﻏﺎبرﻳﺰي )ﮔﺮوترﻳﺰي( ﺷﺪهاﻧﺪ‬
‫دوﻏﺎب )ﮔﺮوت( ﺑﺎﻳﺪ در ﻣﻘﺎﺑﻞ ﺗﻨﺸﻬﺎي ﻧﺎﺷﻲ از ﻧﻴﺮوي‬
‫ﻛﺸﺸﻲ ﺑﻮﺟﻮد آﻣﺪه در ﻫﻨﮕﺎم ﻛﺸﻴﺪه ﺷﺪن ﭘﻴﭽﻬﺎ ﺑﻪ‬
.‫اﺿﺎﻓﻪ ﻧﻴﺮوﻫﺎي ﻧﺎﺷﻲ از ﻛﺎر ﻣﺎﺷﻴﻦ ﻣﻘﺎوﻣﺖ ﻛﻨﺪ‬
‫ﻣﺸﺨﺼﺎت ﻧﻴﺮوﻫﺎي ﻛﺸﺸﻲ ﺑﺎﻳﺪ ﺑﺎ ﺗﻮاﻓﻖ ﺳﺎزﻧﺪه ﻣﺎﺷﻴﻦ‬
‫ﺗﻌﻴﻴﻦ ﺷﻮد و ﺿﺮاﻳﺐ ﻛﺎﻓﻲ در ﺳﻴﺴﺘﻢ دوﻏﺎب رﻳﺰي ﺑﻪ‬
،‫ﻣﻨﻈﻮر ﺗﻌﻴﻴﻦ روﺷﻬﺎي ارزﻳﺎﺑﻲ ﻣﻮارد اﺣﺘﻤﺎﻟﻲ ﺑﻜﺎر رﻓﺘﻪ‬
.‫ﻣﻨﻈﻮر ﺷﻮد‬
3) Grout thickness should be within the range
25-50 mm.
50 ‫ ﺗﺎ‬25 ‫( ﺿﺨﺎﻣﺖ دوﻏﺎب )ﮔﺮوت( ﺑﺎﻳﺪ در ﻣﺤﺪوده‬3
d) Some large machines, particularly those
which may have out-of-balance forces, e.g.,
reciprocating compressors, may require
alternative means of mounting such as
channels or rails set in the foundation block, in
which case details shall be subject to approval
by AR.
‫ ﺑﻮﻳﮋه آﻧﻬﺎﻳﻲ ﻛﻪ ﻧﻴﺮوﻫﺎي‬،‫د( ﺑﻌﻀﻲ ﻣﺎﺷﻴﻨﻬﺎي ﺑﺰرگ‬
.‫ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ‬
‫ﻧﺎﻣﺘﻌﺎدل دارﻧﺪ ﻣﺎﻧﻨﺪ ﻛﻤﭙﺮﺳﻮرﻫﺎي رﻓﺖ و ﺑﺮﮔﺸﺘﻲ ﻣﻤﻜﻦ‬
‫اﺳﺖ ﻧﻴﺎز ﺑﻪ وﺳﺎﻳﻞ ﺟﺎﻳﮕﺰﻳﻦ ﻧﺼﺐ ﻧﻈﻴﺮ ﻣﺠﻤﻮﻋﻪ‬
‫ در‬،‫ﻧﺎوداﻧﻲﻫﺎ ﻳﺎ رﻳﻠﻬﺎ ﺑﺮاي اﺗﺼﺎل ﺑﻪ ﺷﺎﻟﻮده داﺷﺘﻪ ﺑﺎﺷﻨﺪ‬
.‫اﻳﻦ ﻣﻮارد ﺟﺰﺋﻴﺎت ﺑﺎﻳﺪ ﺑﻪ ﺗﺄﻳﻴﺪ ﻧﻤﺎﻳﻨﺪه ﻛﺎرﻓﺮﻣﺎ ﺑﺮﺳﺪ‬
‫ﻫ( ﭘﻴﭽﻬﺎي ﻧﮕﻬﺪارﻧﺪه ﺑﺎﻳﺪ ﻣﻘﺎوﻣﺖ ﻛﺎﻓﻲ در ﻣﻘﺎﺑﻞ ﻛﻞ‬
e) Holding-down bolts shall adequately resist
all horizontal forces, in addition to the vertical
forces, originating from the machine.
‫ﻧﻴﺮوﻫﺎي اﻓﻘﻲ ﺑﻌﻼوه ﻧﻴﺮوﻫﺎي ﻗﺎﺋﻢ ﻧﺎﺷﻲ از ﻣﺎﺷﻴﻦ را‬
.‫داﺷﺘﻪ ﺑﺎﺷﺪ‬
28
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
f) The distance from any pocket or bolt to the
edge of the block shall be at least 100 mm in
order to allow for reinforcement.
IPS-E-CE-120(1)
‫و( ﻓﺎﺻﻠﻪ از ﻣﺮﻛﺰ ﻫﺮ ﻣﺤﻔﻈﻪ ﻳﺎ ﭘﻴﭻ ﺗﺎ ﻟﺒﻪ ﺷﺎﻟﻮده ﺑﺎﻳﺪ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﺷﺪ ﺗﺎ اﻣﻜﺎن آرﻣﺎﺗﻮرﮔﺬاري را ﺑﺪﻫﺪ‬100 ‫ﺣﺪاﻗﻞ‬
8.2 Classifications and Type of Machinery
Foundations
‫ دﺳﺘﻪ ﺑﻨﺪيﻫﺎ و اﻧﻮاع ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت‬2-8
There are various kinds of machines that generate
different periodic forces. The three most
important categories are:
‫اﻧﻮاع ﻣﺨﺘﻠﻔﻲ از ﻣﺎﺷﻴﻦآﻻت وﺟﻮد دارد ﻛﻪ ﻧﻴﺮوﻫﺎي ﺗﻨﺎوﺑﻲ‬
:‫ ﺳﻪ دﺳﺘﻪ از ﻣﻬﻢﺗﺮﻳﻦ آﻧﻬﺎ ﻋﺒﺎرﺗﻨﺪ از‬.‫ﻣﺨﺘﻠﻔﻲ ﺗﻮﻟﻴﺪ ﻣﻲﻛﻨﻨﺪ‬
1) Reciprocating machines; machines that
produce periodic unbalanced force (such as
compressors and reciprocating engines).
‫( ﻣﺎﺷﻴﻨﻬﺎي رﻓﺖ و ﺑﺮﮔﺸﺘﻲ؛ ﻣﺎﺷﻴﻨﻬﺎﻳﻲ ﻛﻪ ﻧﻴﺮوﻫﺎي‬1
2) Impact machines; included in this category
are machines that produce impact loads, for
instance, forging hammers.
‫( ﻣﺎﺷﻴﻦآﻻت ﺿﺮﺑﻪاي؛ اﻳﻦ دﺳﺘﻪ ﺷﺎﻣﻞ ﻣﺎﺷﻴﻨﻬﺎﻳﻲ اﺳﺖ‬2
3) Rotary machines; high-speed machines, like
turbo generators or rotary compressors.
‫ ﻣﺎﻧﻨﺪ‬،‫ار؛ ﻣﺎﺷﻴﻨﻬﺎﻳﻲ ﺑﺎ ﺳﺮﻋﺖ ﺑﺎﻻ‬‫(ﻣﺎﺷﻴﻦآﻻت دو‬3
‫ﺗﻨﺎوﺑﻲ ﻧﺎﻣﺘﻌﺎدل ﺗﻮﻟﻴﺪ ﻣﻲﻛﻨﻨﺪ )ﻧﻈﻴﺮ ﻛﻤﭙﺮﺳﻮرﻫﺎ و‬
.(‫ﻣﻮﺗﻮرﻫﺎي رﻓﺖ و ﺑﺮﮔﺸﺘﻲ‬
‫ﻛﻪ ﺑﺎرﻫﺎي ﺿﺮﺑﻪ اي ﺗﻮﻟﻴﺪ ﻣﻲ ﻛﻨﻨﺪ ﻣﺎﻧﻨﺪ ﭘﺮسﻫﺎي‬
.‫آﻫﻨﮕﺮي‬
.‫ار‬‫ﺗﻮرﺑﻮژﻧﺮاﺗﻮرﻫﺎ ﻳﺎ ﻛﻤﭙﺮﺳﻮرﻫﺎي دو‬
‫ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﺎﺳﺐ ﺑﺎﻳﺪ ﺑﺮ اﺳﺎس ﻧﻮع ﻣﺎﺷﻴﻨﻲ ﻛﻪ روي آن‬
‫ ﺑﻌﻀﻲ از راﻳﺞﺗﺮﻳﻦ آﻧﻬﺎ ﺑﻪ ﺷﺮح زﻳﺮ‬.‫ﻧﺼﺐ ﻣﻲﺷﻮد اﻧﺘﺨﺎب ﺷﻮد‬
:‫اﺳﺖ‬
Suitable foundations should be selected depending
upon the type of machine being installed. Some of
the most popular ones are as follows:
‫ ﺷﺎﻣﻞ ﻳﻚ دال ﺑﺘﻨﻲ ﺿﺨﻴﻢ اﺳﺖ‬،‫( ﺷﺎﻟﻮده ﻧﻮع ﻳﻜﭙﺎرﭼﻪ‬1
‫ﻛﻪ ﻣﺴﺘﻘﻴﻤﺎً ﻣﺎﺷﻴﻦ و ﺳﺎﻳﺮ ﺗﺠﻬﻴﺰات ﺟﺎﻧﺒﻲ را ﻧﮕﻬﺪاري‬
.‫ﻣﻲﻛﻨﺪ‬
‫ ﺷﺎﻣﻞ‬،(‫( ﺷﺎﻟﻮده ﺑﺎ ﭘﺎﻳﻪ ﺳﺘﻮﻧﻬﺎي ﺑﻠﻨﺪ )ﺻﻔﺤﻪ ﻓﻮﻗﺎﻧﻲ‬2
‫ﻳﻚ دال ﺗﻜﻴﻪﮔﺎﻫﻲ و ﺳﺘﻮﻧﻬﺎي ﻗﺎﺋﻢ ﻛﻪ ﺷﺒﻜﻪ ﺗﻴﺮﻫﺎ در‬
‫ﺑﺎﻻي آن ﻗﺮارﻣﻲﮔﻴﺮد و ﻣﺎﺷﻴﻦآﻻت روي آﻧﻬﺎ ﻧﺼﺐ‬
.‫ﻣﻲﺷﻮد‬
‫( ﺷﺎﻟﻮدهﻫﺎي ﺷﻤﻌﻲ اﻏﻠﺐ ﺑﻪ ﻣﻨﻈﻮر ﺗﺤﻤﻞ ﺑﺎرﻫﺎي‬3
‫ارﺗﻌﺎﺷﻲ در ﻣﻮاردي ﺑﻜﺎر ﻣﻲروﻧﺪ ﻛﻪ ﺷﺮاﻳﻂ ﺧﺎك ﻣﺤﻞ‬
‫ﻧﻤﺎﻳﺎﻧﮕﺮ اﻳﻦ اﺳﺖ ﻛﻪ ﺷﺎﻟﻮدهﻫﺎي ﺳﻄﺤﻲ ﻣﻨﺠﺮ ﺑﻪ‬
.‫ﻧﺸﺴﺖﻫﺎي داﺋﻤﻲ ﻏﻴﺮ ﻗﺎﺑﻞ ﻗﺒﻮل ﺧﻮاﻫﻨﺪ ﺷﺪ‬
‫ اﺳﺘﺎﻧﺪاردﻫﺎي‬1 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﺨﺶ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬DIN 4024-1 ‫ و‬BSI, CP 2012
1) Block type foundation, consisting of a thick
slab of concrete directly supporting the
machine and other fixed auxiliary equipment.
2) Elevated pedestal foundation (table top),
consisting of a base slab and vertical columns
supporting a grid of beams at the top on which
rests skid mounted machinery.
3) Pile foundations are often used to support
vibratory loads when soil conditions at a site
indicate that shallow foundations will result in
unacceptable permanent settlements.
For more detailed information refer to BSI, CP
2012 Part 1 and DIN 4024-1.
‫ داده ﻫﺎي ﺧﺎك‬3-8
8.3 Soil Data
Qualitative information concerning the behavior
of foundations under dynamic loading can be
obtained from a knowledge of the relative density
and of index properties such as bulk density,
moisture content and particle size distribution.
It is noted in the case of granular soils in
particular that the relative density, rather than
absolute density, is significant, and may require
laboratory measurements of maximum and
minimum densities.
‫اﻃﻼﻋﺎت ﻛﻴﻔﻲ درﺑﺎره رﻓﺘﺎر ﺷﺎﻟﻮدهﻫﺎ ﺗﺤﺖ ﺑﺎرﮔﺬاري‬
‫دﻳﻨﺎﻣﻴﻜﻲ را ﻣﻲﺗﻮان ﺑﺮ اﺳﺎس اﻃﻼﻋﺎت ﭼﮕﺎﻟﻲ ﻧﺴﺒﻲ و‬
‫ ﻣﻴﺰان رﻃﻮﺑﺖ و ﭘﺮاﻛﻨﺪﮔﻲ‬،‫ﺷﺎﺧﺼﻬﺎﻳﻲ ﻧﻈﻴﺮ ﭼﮕﺎﻟﻲ ﺗﻮدهاي‬
.‫ ﺑﺪﺳﺖ آورد‬،‫اﻧﺪازه ذرات‬
‫ﻗﺎﺑﻞ ﺗﻮﺟﻪ اﺳﺖ ﻛﻪ ﺑﺨﺼﻮص در ﺧﺎﻛﻬﺎي داﻧﻪاي ﭼﮕﺎﻟﻲ ﻧﺴﺒﻲ‬
‫ﺑﻴﺶ از ﭼﮕﺎﻟﻲ ﻣﻄﻠﻖ ﺣﺎﺋﺰ اﻫﻤﻴﺖ اﺳﺖ و ﻣﻤﻜﻦ اﺳﺖ اﻧﺪازه‬
‫ﮔﻴﺮي ﻫﺎي آزﻣﺎﻳﺸﮕﺎﻫﻲ ﺣﺪاﻛﺜﺮ و ﺣﺪاﻗﻞ ﭼﮕﺎﻟﻲ را ﻧﻴﺎز داﺷﺘﻪ‬
.‫ﺑﺎﺷﺪ‬
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‫ﺗﻮﺟﻪ وﻳﮋهاي ﺑﺎﻳﺴﺘﻲ ﺟﻬﺖ ﺑﺪﺳﺖ آوردن ﻧﻤﻮﻧﻪﻫﺎي ﺑﺎ ﺣﺪاﻗﻞ‬
‫دﺳﺘﺨﻮردﮔﻲ ﺻﻮرت ﮔﻴﺮد و در ﻣﻮرد ﻣﺼﺎﻟﺢ رﻳﺰ داﻧﻪ اﺷﺒﺎع‬
‫ﻣﺮاﻗﺒﺖ ﺷﻮد ﻛﻪ ﭼﻨﻴﻦ دﺳﺘﺨﻮردﮔﻲ ﺑﺎﻋﺚ اﻓﺰاﻳﺶ ﭼﮕﺎﻟﻲﻫﺎي‬
.‫ ﻧﺸﻮد‬،‫ﻧﺴﺒﻲ ﺑﻪ ﻇﺎﻫﺮ ﺧﻴﻠﻲ ﻛﻢ‬
‫ﺗﺨﻤﻴﻦ ﭼﮕﺎﻟﻲ ﻧﺴﺒﻲ ﻣﻲﺗﻮاﻧﺪ ﺑﺎ اﺳﺘﻔﺎده از روﺷﻬﺎي‬
.‫آزﻣﺎﻳﺸﺎت درﺟﺎ اﻧﺠﺎم ﺷﻮد‬
‫ اﻃﻼﻋﺎت ﺧﻮاص اﻻﺳﺘﻮدﻳﻨﺎﻣﻴﻚ زﻣﻴﻦ ﻣﻮرد ﻧﻴﺎز اﺳﺖ؛‬،‫ﺑﻌﻼوه‬
‫ ﻳﺎ ﻣﻘﺎدﻳﺮ‬γ ‫ ﺑﺎ ﺿﺮﻳﺐ ﭘﻮاﺳﻮن‬E ‫ ﻳﺎ ﻣﺪول ﺗﺮاﻛﻢ‬G ‫ﻣﺪول ﺑﺮﺷﻲ‬
‫ ﺑﺮاي اﻃﻼﻋﺎت ﺑﻴﺸﺘﺮ در ﻣﻮرد‬.‫ﻫﻢ ارز ﺑﺎﻳﺪ ﺗﻌﻴﻴﻦ ﺷﻮد‬
BSI 1377 ‫ و‬IPS-E-CE-110 ‫آزﻣﺎﻳﺸﺎت ﺧﺎك ﺑﻪ اﺳﺘﺎﻧﺪارد‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
Particular attention should be paid to obtaining
samples with a minimum disturbance, and in
saturated fine granular material care should be
taken that such disturbance does not give rise to
apparently very low relative densities in situ.
Estimation of the relative density by means of in
situ testing methods may also be employed.
In addition, information is required about the
dynamic elastic properties of the ground; the
rigidity modulus G or the compression modulus E
with Poison’s ratio γ, or some equivalent, should
be determined. For more information about soil
tests refer to IPS-E-CE-110 and BSI 1377.
‫ روش ﺗﺤﻠﻴﻞ‬4-8
8.4 Method of Analysis
:‫ﺟﻬﺖ ﺗﺤﻠﻴﻞ ﺷﺎﻟﻮده ﻣﺎﺷﻴﻦآﻻت دو روش اﺻﻠﻲ وﺟﻮد دارد‬
There are two principal methods of analysis of a
machine foundation:
- A method based on linear elastic weightless
spring;
‫ روش ﺑﺮ اﺳﺎس ﻓﻨﺮﻫﺎي ﺑﺪون وزن اﻻﺳﺘﻴﻚ ﺧﻄﻲ‬-
- A method based on linear theory of
elasticity (elastic half space).
‫ روش ﺑﺮ اﺳﺎس ﺗﺌﻮري اﻻﺳﺘﻴﺴﻴﺘﻪ ﺧﻄﻲ )ﻧﻴﻢ ﻓﻀﺎي‬(‫اﻻﺳﺘﻴﻚ‬
‫روش ﺑﺮﺗﺮ در ﺗﺤﻠﻴﻞ ﺷﺎﻟﻮده ﺗﺤﺖ ﺑﺎر دﻳﻨﺎﻣﻴﻜﻲ ﺑﺮ اﺳﺎس‬
‫ﺗﺌﻮري " ﻧﻴﻢ ﻓﻀﺎي" ﻣﻲﺑﺎﺷﺪ و ﻧﻴﺎزﻣﻨﺪ اﻧﺪازه ﮔﻴﺮي ﻳﺎ ﺗﺨﻤﻴﻦ‬
.‫ﻣﺪول اﻻﺳﺘﻴﺴﻴﺘﻪ دﻳﻨﺎﻣﻴﻜﻲ زﻣﻴﻦ اﺳﺖ‬
The preferred method of analysis of foundation
block response to dynamic load is based upon the
theory of the "elastic half space" and requires the
dynamic elastic module of the ground to be either
measured or estimated.
‫ ﻣﺮاﺟﻌﻪ‬BSI, CP 2012 ‫ اﺳﺘﺎﻧﺪارد‬1 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻪ ﺑﺨﺶ‬
.‫ﺷﻮد‬
For detailed information refer to BSI, CP 2012:
Part 1.
‫ ﻣﻼﺣﻈﺎت ﻃﺮاﺣﻲ‬5-8
8.5 Design Considerations
‫ اﻃﻤﻴﻨﺎن از ﻋﺪم اﻳﺠﺎد ﺗﺸﺪﻳﺪ ﺑﻴﻦ‬،‫اوﻟﻴﻦ ﺿﺮورت ﻃﺮاﺣﻲ‬
‫ﺧﺎك‬-‫ﻓﺮﻛﺎﻧﺲ ﺑﺎر ﺿﺮﺑﻪاي و ﻓﺮﻛﺎﻧﺲ ﺑﺤﺮاﻧﻲ ﺳﻴﺴﺘﻢ ﺷﺎﻟﻮده‬
‫ ﺗﺸﺪﻳﺪ ﻣﻤﻜﻦ اﺳﺖ ﻣﻨﺠﺮ ﺑﻪ داﻣﻨﻪﻫﺎي ارﺗﻌﺎﺷﻲ‬.‫ﺧﻮاﻫﺪ ﺑﻮد‬
.‫اﺿﺎﻓﻲ ﺳﻴﺴﺘﻢ ﺷﻮد‬
‫ﺣﺘﻲ در ﻣﻮاردﻳﻜﻪ از ﺗﺸﺪﻳﺪ ﺟﻠﻮﮔﻴﺮي ﺷﺪهاﺳﺖ ﻫﻤﭽﻨﺎن ﻻزم‬
‫اﺳﺖ ﻛﻪ داﻣﻨﻪ ﻧﻮﺳﺎن در ﻣﺤﺪودهاي ﻛﻪ ﻗﺎﺑﻞ ﺗﺤﻤﻞ ﺗﻮﺳﻂ‬
‫ ﻋﻴﻠﺮﻏﻢ آﻧﻜﻪ در ﻣﻮاردي‬.‫ ﻗﺮار ﮔﻴﺮد‬،‫ﺷﺎﻟﻮده و ﻣﺎﺷﻴﻦ ﺑﺎﺷﺪ‬
‫ﻣﻴﺰان ﻧﻮﺳﺎن ﻣﻲﺗﻮاﻧﺪ از ﻧﻘﻄﻪ ﻧﻈﺮ ﻧﺸﺴﺖ ﺗﻮﺳﻂ ﻣﺎﺷﻴﻦ و‬
‫ ﻣﻤﻜﻦ اﺳﺖ ﻣﻨﺠﺮ ﺑﻪ اﻓﺰاﻳﺶ ارﺗﻌﺎش‬،‫ﺧﺎك ﻗﺎﺑﻞ ﭘﺬﻳﺮش ﺑﺎﺷﺪ‬
‫ درﻫﺎ و ﺟﺪاﮔﺮﻫﺎي ﻣﺘﺼﻞ ﺑﻪ ﺳﺎزه ﺷﻮد و‬،‫و ﺗﺸﺪﻳﺪ در ﭘﻨﺠﺮهﻫﺎ‬
‫اﻳﻦ ﻣﺴﺘﻠﺰم ﻛﺎﻫﺶ داﻣﻨﻪﻫﺎي ارﺗﻌﺎش ﻳﺎ ﻋﺎﻳﻖ ﺑﻨﺪي ﺳﻴﺴﺘﻢ‬
(‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬6-8 ‫ )ﺑﻪ ﺑﻨﺪ‬.‫ارﺗﻌﺎش ﻛﻨﻨﺪه ﻣﻲﺑﺎﺷﺪ‬
‫اﮔﺮ ﻓﺮﻛﺎﻧﺴﻬﺎي ﻋﻤﻠﻴﺎﺗﻲ ﻛﻤﺘﺮ از ﻓﺮﻛﺎﻧﺴﻬﺎي ﺑﺤﺮاﻧﻲ ﺷﺎﻟﻮده‬
،‫ﺑﺎﺷﺪ ﻫﻤﺎﻧﻄﻮرﻛﻪ ﺑﺮاي ﻣﻮﺗﻮرﻫﺎي رﻓﺖ و ﺑﺮﮔﺸﺘﻲ ﻣﻌﻤﻮل اﺳﺖ‬
The first essential of a design is to ensure that
resonance will not occur between the frequency of
the pulsating load and a critical frequency in the
foundation-soil system. Resonance may lead to
excessive amplitudes of vibration of the system.
Even when resonance is avoided it is still
necessary to limit amplitudes to levels that can be
tolerated by the machine and the foundation.
While the level of vibration may be acceptable by
the machine and the soil from the point of view of
settlement, it may give rise to resonance in
windows, doors and partitions of associated
structures, and this may call for reduction of
amplitudes or isolation of the vibrating system.
(See Clause 8.6)
If the operating frequencies are lower than the
critical frequencies for the foundation, as is usual
for reciprocating engines, then the natural
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frequency for the foundation may be further
increased by increasing the contact area of the
foundation to the soil and its moments of inertia.
Increasing the rigidity of the foundation soil
system will also increase the natural frequency.
This can be achieved by grouting where feasible
or by piling.
‫ﻓﺮﻛﺎﻧﺲ ﻃﺒﻴﻌﻲ ﺷﺎﻟﻮده را ﻣﻲﺗﻮان ﺑﺎ اﻓﺰاﻳﺶ ﺳﻄﺢ ﺗﻤﺎس‬
‫ اﻓﺰاﻳﺶ ﺳﺨﺘﻲ‬.‫ زﻳﺎد ﻛﺮد‬،‫ﺷﺎﻟﻮده ﺑﻪ ﺧﺎك و ﻣﻤﺎن اﻳﻨﺮﺳﻲ آن‬
‫ﺷﺎﻟﻮده ﻫﻤﭽﻨﻴﻦ ﺑﺎﻋﺚ اﻓﺰاﻳﺶ ﻓﺮﻛﺎﻧﺲ ﻃﺒﻴﻌﻲ‬-‫ﺳﻴﺴﺘﻢ ﺧﺎك‬
‫ اﻳﻦ اﻣﺮ ﻣﻲﺗﻮاﻧﺪ در ﺻﻮرت اﻣﻜﺎن از ﻃﺮﻳﻖ ﺗﺰرﻳﻖ‬.‫ﻣﻲﺷﻮد‬
.‫دوﻏﺎب ﻳﺎ ﺷﻤﻊ ﻛﻮﺑﻲ اﻧﺠﺎم ﺷﻮد‬
If the operating frequency is likely to be higher
than the critical frequency of the foundation, then
an enlargement of the foundation contact area and
an increase in soil rigidity could worsen the
situation. Under these conditions it is better to
decrease even further the natural frequency of the
foundation; this can be achieved by increasing the
foundation mass with no change in area, resulting
in a greater static pressure on the soil, the upper
limit being the allowable bearing pressure.
‫ در‬،‫اﮔﺮ ﻓﺮﻛﺎﻧﺲ ﻋﻤﻠﻴﺎﺗﻲ ﺑﻴﺶ از ﻓﺮﻛﺎﻧﺲ ﺑﺤﺮاﻧﻲ ﺷﺎﻟﻮده ﺑﺎﺷﺪ‬
‫آن ﺻﻮرت اﻓﺰاﻳﺶ ﺳﻄﺢ ﺗﻤﺎس ﺷﺎﻟﻮده ﺑﺎ ﺧﺎك و اﻓﺰاﻳﺶ‬
.‫ﺳﺨﺘﻲ ﺧﺎك ﻣﻤﻜﻦ اﺳﺖ ﻣﻨﺠﺮ ﺑﻪ ﺑﺪﺗﺮ ﺷﺪن ﺷﺮاﻳﻂ ﺷﻮد‬
‫ﺗﺤﺖ اﻳﻦ ﺷﺮاﻳﻂ ﺑﻬﺘﺮ اﺳﺖ ﻓﺮﻛﺎﻧﺲ ﻃﺒﻴﻌﻲ ﺷﺎﻟﻮده را ﺣﺘﻲ‬
‫ اﻳﻦ اﻣﺮ ﻣﻲﺗﻮاﻧﺪ از ﻃﺮﻳﻖ اﻓﺰاﻳﺶ ﺟﺮم‬.‫ﺑﻴﺸﺘﺮ ﻛﺎﻫﺶ داد‬
‫ﺷﺎﻟﻮده ﺑﺪون ﺗﻐﻴﻴﺮ در ﺳﻄﺢ ﺣﺎﺻﻞ ﺷﻮدﻛﻪ ﻣﻨﺠﺮ ﺑﻪ اﻓﺰاﻳﺶ‬
‫ ﻛﻪ ﺣﺪ ﻧﻬﺎﻳﻲ آن ﺑﺎرﺑﺮي‬،‫ﻓﺸﺎر اﺳﺘﺎﺗﻴﻜﻲ روي ﺧﺎك ﻣﻲﺷﻮد‬
.‫ﻓﺸﺎري ﻣﺠﺎز ﺧﺎك اﺳﺖ‬
‫ ﺗﻜﻴﻪﮔﺎﻫﻬﺎي ﻟﺮزهﮔﻴﺮ‬6-8
8.6 Anti-Vibration Mountings
Amongst the methods of absorbing vibrations one
of the simplest is to provide sufficient mass in the
foundation block, so that the waves are attenuated
and absorbed by reflections within the block
itself. A long established rule in machinery
foundations is to make the weight of the block
equal to or greater than the weight of the machine.
This procedure is generally satisfactory for
normal machinery where there are no large out-ofbalance forces.
‫در ﻣﻴﺎن روﺷﻬﺎي ﺟﺬب ارﺗﻌﺎش ﻳﻜﻲ از ﺳﺎدهﺗﺮﻳﻦ روﺷﻬﺎ‬
‫ ﺑﻪ ﻧﺤﻮي ﻛﻪ اﻣﻮاج ﺑﺎ‬،‫ﺗﺄﻣﻴﻦ ﺟﺮم ﻛﺎﻓﻲ در ﺷﺎﻟﻮده ﻣﻲﺑﺎﺷﺪ‬
‫ ﻳﻚ‬.‫اﻧﻌﻜﺎس در درون ﺗﻮده ﺷﺎﻟﻮده ﺟﺬب و ﺗﻘﻠﻴﻞ داده ﺷﻮد‬
‫ ﺳﺎﺧﺖ‬،‫ﻗﺎﻋﺪه ﭘﺎ ﺑﺮﺟﺎ و ﻗﺪﻳﻤﻲ در ﺷﺎﻟﻮدهﻫﺎي ﻣﺎﺷﻴﻦآﻻت‬
.‫ﺷﺎﻟﻮدهﻫﺎي ﺑﺎ وزﻧﻲ ﻣﺴﺎوي ﻳﺎ ﺑﺰرﮔﺘﺮ از وزن ﻣﺎﺷﻴﻦ ﻣﻲﺑﺎﺷﺪ‬
‫اﻳﻦ روﻳﻪ ﺑﻄﻮرﻛﻠﻲ ﺑﺮاي ﻣﺎﺷﻴﻦآﻻت ﻣﻌﻤﻮﻟﻲ ﻛﻪ در آن‬
.‫ ﻗﺎﺑﻞ ﻗﺒﻮل اﺳﺖ‬،‫ﻧﻴﺮوﻫﺎي ﺑﺰرگ ﺧﺎرج از ﺗﻌﺎدل وﺟﻮد ﻧﺪارد‬
However, in the case of heavy forging hammers
and presses, or large reciprocating engines, it is
quite likely that the vibrations cannot be absorbed
fully by the foundation block.
‫ در ﻣﻮرد ﭼﻜﺸﻬﺎي ﺳﻨﮕﻴﻦ آﻫﻨﮕﺮي و ﭘﺮسﻫﺎ ﻳﺎ‬،‫ﺑﺎ اﻳﻦ ﺣﺎل‬
‫ ﺑﻪ اﺣﺘﻤﺎل زﻳﺎد ارﺗﻌﺎﺷﺎت‬،‫ﻣﻮﺗﻮرﻫﺎي ﺑﺰرگ رﻓﺖ و ﺑﺮﮔﺸﺘﻲ‬
.‫ﻧﻤﻲﺗﻮاﻧﻨﺪ ﺑﻄﻮر ﻛﺎﻣﻞ ﺗﻮﺳﻂ ﺷﺎﻟﻮده ﺟﺬب ﺷﻮد‬
‫در ﻣﻮاردﻳﻜﻪ ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهاي ﻣﺘﺸﻜﻞ از ﻳﻚ ﺑﻠﻮك ﺑﺘﻨﻲ‬
‫ ﺑﺮاي ﺗﺄﻣﻴﻦ ﺧﺼﻮﺻﻴﺎت دﻳﻨﺎﻣﻴﻜﻲ‬،‫ﺳﺎده روي ﺧﺎك ﻃﺒﻴﻌﻲ‬
‫ ﻣﻤﻜﻦ اﺳﺖ ﺑﺘﻮان ارﺗﻌﺎﺷﻬﺎي ﻣﻨﺘﻘﻞ‬،‫ ﻏﻴﺮﻋﻤﻠﻲ ﺑﺎﺷﺪ‬،‫ﻻزم‬
‫ﺷﺪه را ﺗﻮﺳﻂ ﺗﻜﻴﻪﮔﺎﻫﻬﺎي ﻟﺮزهﮔﻴﺮ ﺗﺎ ﺳﻄﺢ ﻗﺎﺑﻞ ﻗﺒﻮﻟﻲ‬
.‫ﻛﺎﻫﺶ داد‬
‫ ﺗﻜﻴﻪﮔﺎﻫﻬﺎي‬،‫ﺑﺴﺘﻪ ﺑﻪ ﻣﺎﻫﻴﺖ ﻣﺎﺷﻴﻦآﻻت و ﻧﺤﻮه ﻧﺼﺐ آﻧﻬﺎ‬
:‫ﻟﺮزهﮔﻴﺮ ﺑﺸﺮح زﻳﺮ ﻣﻲﺗﻮاﻧﺪ ﺑﻜﺎر رود‬
Where it is found to be impracticable to design a
foundation consisting of a simple concrete block
resting on the natural soils to give satisfactory
dynamic characteristics, it may be possible to
reduce the transmitted vibrations to acceptable
levels by means of anti-vibration mountings.
Depending upon the nature of the machinery and
the installation, the anti-vibration mountings may
be utilized;
System A) between the machinery and its
foundation;
‫ﺳﻴﺴﺘﻢ اﻟﻒ( ﺑﻴﻦ ﻣﺎﺷﻴﻦآﻻت و ﺷﺎﻟﻮده آن؛‬
System B) between a foundation block and
a supporting foundation.
‫ﺳﻴﺴﺘﻢ ب( ﺑﻴﻦ ﺑﻠﻮك ﺷﺎﻟﻮده و ﺑﺴﺘﺮ ﺗﻜﻴﻪﮔﺎه آن؛‬
‫آراﻳﺶ اول ﺑﻄﻮر ﻛﻠﻲ در ﻣﻮاردي ﻣﻨﺎﺳﺐ اﺳﺖ ﻛﻪ ﻧﻴﺮوﻫﺎي‬
‫ﺧﺎرج از ﺗﻌﺎدل ﺷﺪﻳﺪ ﻧﻴﺴﺖ و ﺑﺎﻳﺪ ﺗﻮﺟﻪ داﺷﺖ ﻛﻪ ﻓﺮﻛﺎﻧﺴﻬﺎي‬
‫ ﻃﺮاﺣﻲ و ﻣﻮﻗﻌﻴﺖ‬،‫ ﺑﺴﺘﻪ ﺑﻪ ﻗﺎﺑﻠﻴﺖ ارﺗﺠﺎﻋﻲ‬،‫ﻃﺒﻴﻌﻲ ﺳﻴﺴﺘﻢ‬
The former arrangement is generally suitable
where the out-of-balance forces are not severe and
it should be noted that the natural frequencies of
the system will be modified to a degree which
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
depends upon the resilience, design and position
of the anti-vibration mountings. The latter course
may be used where it is necessary to increase the
moments of inertia so that frequencies and
amplitudes may be modified to acceptable limits.
‫ ﺳﻴﺴﺘﻢ دوم در‬.‫ﺗﻜﻴﻪﮔﺎﻫﻬﺎي ﻟﺮزهﮔﻴﺮ ﺗﻌﺪﻳﻞ ﺧﻮاﻫﺪ ﺷﺪ‬
.‫ﻣﻮاردﻳﻜﻪ ﻧﻴﺎز ﺑﻪ اﻓﺰاﻳﺶ ﻣﻤﺎن اﻳﻨﺮﺳﻲ اﺳﺖ ﻣﻲﺗﻮاﻧﺪ ﺑﻜﺎر رود‬
‫ﺑﻄﻮرﻳﻜﻪ ﻓﺮﻛﺎﻧﺴﻬﺎ و داﻣﻨﻪﻫﺎي ارﺗﻌﺎﺷﺎت ﺑﺘﻮاﻧﻨﺪ در ﻣﺤﺪوده‬
.‫ﻗﺎﺑﻞ ﻗﺒﻮل ﻗﺮار ﮔﻴﺮﻧﺪ‬
‫اﻧﻮاع ﺗﺠﺎري ﻣﻮﺟﻮد ﺗﻜﻴﻪﮔﺎﻫﻬﺎي ﻟﺮزهﮔﻴﺮ را ﻣﻲﺗﻮان ﺑﻄﻮر‬
:‫ﻋﻤﺪه ﺑﺼﻮرت زﻳﺮ دﺳﺘﻪ ﺑﻨﺪي ﻛﺮد‬
The many forms of commercially available antivibration mountings can be classified broadly as
follows:
(‫( ﺗﻜﻴﻪﮔﺎﻫﻬﺎي زﻳﺮ دﺳﺘﮕﺎه )ﺳﻴﺴﺘﻢ اﻟﻒ‬1
1) Unit Mountings (System A)
‫ﺗﻜﻴﻪﮔﺎﻫﻬﺎي زﻳﺮ دﺳﺘﮕﺎه از ﻳﻚ ﺗﻜﻴﻪ ﮔﺎه ﻓﻨﺮي ﺷﺎﻣﻞ ﻳﻚ‬
‫ﻓﻨﺮ ﻓﻮﻻدي ﺑﻪ اﺿﺎﻓﻪ ﺗﻌﺪادي وﺳﻴﻠﻪ ﻣﻴﺮاﮔﺮ ﻳﺎ ﻻﺳﺘﻴﻜﻲ ﻛﻪ‬
‫ ﺑﺮش ﻳﺎ ﺗﺮﻛﻴﺒﻲ از ﻓﺸﺎر و ﺑﺮش ﺑﺎرﮔﺬاري‬،‫ﻣﻲﺗﻮاﻧﺪ در ﻓﺸﺎر‬
‫ واﺳﻄﻪﻫﺎي ﺟﺎﻳﮕﺰﻳﻦ ﺗﻌﻠﻴﻖ ﻣﻲﺗﻮاﻧﺪ‬.‫ ﺗﺸﻜﻴﻞ ﻣﻲﺷﻮد‬،‫ﺷﻮد‬
‫در ﺗﻜﻴﻪﮔﺎﻫﻬﺎي دﺳﺘﮕﺎه ﺑﻜﺎر رود ﺑﺮاي ﻧﻤﻮﻧﻪ ﻓﻨﺮﻫﺎي ﺑﺎدي‬
.‫و ادوات ﮔﺮاﻧﺮو‬
Unit mountings may utilize a spring support
consisting of either a steel spring,. with the
addition of some damping device, or rubber
which may be loaded in compression, shear or
a combination of compression and shear.
Alternative suspension media may be used in
unit mountings, for example, pressurized air
springs and viscous devices.
(‫( ﺗﻜﻴﻪﮔﺎﻫﻬﺎي زﻳﺮ ﺷﺎﻟﻮده )ﺳﻴﺴﺘﻢ ب‬2
2) Area Mountings (System B)
‫ﺷﻜﻞ ﺳﺎده ﻧﺼﺐ ﺗﻜﻴﻪﮔﺎﻫﻬﺎي زﻳﺮ ﺷﺎﻟﻮده ﺗﺸﻜﻴﻞ‬
‫ﺷﺪهاﺳﺖ از ﭘﻮﺷﺸﻲ از ﻣﺼﺎﻟﺢ ارﺗﺠﺎﻋﻲ ﻛﻪ ﺷﺎﻟﻮده روي آن‬
‫ ﻧﻤﻮﻧﻪ ﻫﺎي ﺧﺎص زﻳﺎدي ﻣﻮﺟﻮد اﺳﺖ و‬.‫رﻳﺨﺘﻪ ﻣﻲﺷﻮد‬
،‫اﻧﺘﺨﺎب ﻣﻲﺗﻮاﻧﺪ از ﻃﻴﻒ وﺳﻴﻌﻲ ﻣﺜﻞ ﭼﻮب ﭘﻨﺒﻪ‬
‫ ﻧﻤﺪ و ﻣﺤﺼﻮﻻت ﻻﺳﺘﻴﻜﻲ ﺻﻮرت‬،‫ﻛﻠﻮﺧﻪﻫﺎي ﭼﻮب ﭘﻨﺒﻪ‬
.‫ﮔﻴﺮد‬
The simple form of the area-mounting type of
installation consists of a carpet of resilient
material upon which the foundation block is
cast. Many proprietary examples are available
and selection may be made from a wide range
of cork, agglomerated cork, felt and rubber
products.
(‫( ﺷﺎﻟﻮده ﻣﻌﻠﻖ )ﺳﻴﺴﺘﻢ ب‬3
3) Foundation Block Suspension (System B)
‫ﺷﺎﻟﻮده ﻣﻌﻠﻖ روش دﻳﮕﺮ ﻣﺠﺰا ﻛﺮدن ﺷﺎﻟﻮده از ﺑﺴﺘﺮ‬
‫ ﺑﻠﻮك ﺷﺎﻟﻮده ﻫﻤﺮاه ﺑﺎ ﺗﻤﺎم‬.‫ﺗﻜﻴﻪﮔﺎﻫﻲ آن اﺳﺖ‬
‫ﻣﺎﺷﻴﻦآﻻت ﺗﻮﺳﻂ ﺻﻔﺤﺎت ﻳﺎ ﻓﻨﺮﻫﺎي ﻣﺎرﭘﻴﭻ ﻳﺎ ﺳﺎﻳﺮ‬
.‫ ﻣﻌﻠﻖ ﻣﻲﺷﻮﻧﺪ‬،‫اﺷﻜﺎل ﻣﻌﺎدل ﺗﻜﻴﻪ ﮔﺎﻫﻬﺎي ارﺗﺠﺎﻋﻲ‬
Foundation block suspension is an alternative
method of isolating a foundation block from
a supporting foundation. The block together
with all the machinery is suspended by
utilizing leaf or coil springs or some
equivalent form of resilient support.
BSI, ‫ اﺳﺘﺎﻧﺪارد‬1 ‫ از ﺑﺨﺶ‬3.5.8 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
For more detailed information refer to Clause
3.5.8 of BSI, CP 2012 Part 1.
9. GEOTECHNICAL PROCESSES
GROUND IMPROVEMENT
IPS-E-CE-120(1)
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬CP 2012
‫ ﻓﺮآﻳﻨﺪﻫﺎي ژﺋﻮﺗﻜﻨﻴﻜﻲ ﺑﺮاي ﺑﻬﺴﺎزي زﻣﻴﻦ‬-9
FOR
‫ ﻋﻤﻮﻣﻲ‬1-9
9.1 General
Several methods are available to decrease the
permeability, increase the strength or decrease the
compressibility of the ground. In the following
clauses a brief description of various ground
improvement techniques is given.
‫ اﻓﺰاﻳﺶ ﻣﻘﺎوﻣﺖ ﻳﺎ‬،‫روﺷﻬﺎي ﻣﺘﻌﺪدي ﺑﺮ ﻛﺎﻫﺶ ﻧﻔﻮذﭘﺬﻳﺮي‬
‫ در ﺑﻨﺪﻫﺎي زﻳﺮ‬.‫ﻛﺎﻫﺶ ﺗﺮاﻛﻢﭘﺬﻳﺮي زﻣﻴﻦ وﺟﻮد دارد‬
.‫ﺗﻮﺿﻴﺤﺎت ﻛﻠﻲ از روﺷﻬﺎي ﺑﻬﺒﻮد زﻣﻴﻦ اراﺋﻪ ﺷﺪهاﺳﺖ‬
‫ ﻛﻨﺘﺮل آب زﻳﺮزﻣﻴﻨﻲ‬2-9
9.2 Control of Ground Water
Ground water control is one of the most important
‫ﻛﻨﺘﺮل آب زﻳﺮزﻣﻴﻨﻲ ﻳﻜﻲ از ﻣﻬﻤﺘﺮﻳﻦ ﻣﺴﺎﺋﻞ ﻣﻬﻨﺪﺳﻲ ﭘﻲ‬
32
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
foundation engineering problems. There are many
methods to control the ground water which
depend, upon such factors as: the dimensions of
the excavation; the thickness and type of soil
strata; the position of the excavation and
permanent structure relative to the soil strata; the
magnitude of the water pressures in the various
strata; the prevention of damage to adjacent
structures; the length of time for which the
excavation has to be open and the overall
economics of any particular solutions.
IPS-E-CE-120(1)
‫ روﺷﻬﺎي زﻳﺎدي ﺑﺮاي ﻛﻨﺘﺮل آب زﻳﺮزﻣﻴﻨﻲ وﺟﻮد دارد‬.‫ﻣﻲﺑﺎﺷﺪ‬
‫ ﺿﺨﺎﻣﺖ‬،‫ اﺑﻌﺎد ﮔﻮدﺑﺮداري‬:‫ﻛﻪ واﺑﺴﺘﻪ اﺳﺖ ﺑﻪ ﻋﻮاﻣﻠﻲ از ﻗﺒﻴﻞ‬
‫و ﻧﻮع ﻻﻳﻪﻫﺎي ﺧﺎك؛ ﻣﻮﻗﻌﻴﺖ ﮔﻮدﺑﺮداري و ﺳﺎزه داﺋﻤﻲ ﻧﺴﺒﺖ‬
‫ﺑﻪ ﻻﻳﻪ ﻫﺎي ﺧﺎك؛ ﻣﻘﺪار ﻓﺸﺎر آب در ﻻﻳﻪﻫﺎي ﻣﺨﺘﻠﻒ؛‬
‫ﺟﻠﻮﮔﻴﺮي از آﺳﻴﺐ ﺑﻪ ﺳﺎزهﻫﺎي ﻣﺠﺎور؛ ﻣﺪﺗﻲ ﻛﻪ ﺣﻔﺎري ﺑﺎﻳﺪ‬
.‫ﺑﺎز ﺑﺎﺷﺪ و ﻣﻮارد اﻗﺘﺼﺎدي ﻫﺮﻳﻚ از روﺷﻬﺎ‬
‫در زﻳﺮ ﺑﻨﺪﻫﺎي ذﻳﻞ روﺷﻬﺎي ﻣﺨﺘﻠﻒ ﻛﻨﺘﺮل آب زﻳﺮزﻣﻴﻨﻲ‬
.‫ﺗﻮﺿﻴﺢ داده ﺷﺪه اﺳﺖ‬
In the following sub-clauses different methods of
ground water control is discussed.
‫ زﻫﻜﺸﻲ ﺛﻘﻠﻲ‬1-2-9
9.2.1 Gravity drainage
‫ آب ﺑﺎﻳﺪ ﺗﻮﺳﻂ‬،‫در ﻣﻮاردﻳﻜﻪ ﺷﺮاﻳﻂ ﻣﺤﻠﻲ اﺟﺎزه ﻣﻲدﻫﺪ‬
‫ﻧﻴﺮوي ﺛﻘﻠﻲ از ﻣﺤﻞ ﺣﻔﺎري زﻫﻜﺶ ﺷﻮد؛ اﻳﻦ اﻣﺮ در ﻣﺤﻠﻬﺎي‬
‫ﺷﻴﺒﺪار اﻣﻜﺎن ﭘﺬﻳﺮ اﺳﺖ ﻛﻪ آب زﻳﺮزﻣﻴﻨﻲ ﺑﺘﻮاﻧﺪ در ﻳﻚ‬
‫ﺣﻮﺿﭽﻪ در ﻳﻚ ﮔﻮﺷﻪ ﭘﺎﻳﻴﻦ دﺳﺖ ﻣﺤﻞ ﺣﻔﺎري ﺟﻤﻊآوري‬
‫ﺷﻮد ﻳﺎ ﻳﻚ زﻫﻜﺶ ﺗﺎ ﻣﺤﻞ ﺗﺨﻠﻴﻪ واﻗﻊ در ﭘﺎﻳﻴﻦ ﺷﻴﺐ ﺑﺘﻮاﻧﺪ‬
.‫اﺟﺮا ﺷﻮد‬
Where site conditions permit, water should be
drained by gravity from an excavation; this may
be possible on a sloping site where ground water
can be collected in a sump in one corner on the
downhill side of the excavation, or a gravity drain
can be installed to a discharge point farther down
the slope.
‫ ﭘﻤﭗ ﻛﺮدن‬2-2-9
9.2.2 Pumping
،‫آب ﻣﺤﻞ ﺣﻔﺎريﻫﺎ ﻣﻲﺗﻮاﻧﺪ از ﻃﺮﻳﻖ ﭘﻤﭗ ﻛﺮدن از ﺣﻮﺿﭽﻪﻫﺎ‬
.‫ﭼﺎﻫﻬﺎي زﻫﻜﺶ )ﻗﻠﻢ ﭼﺎﻫﻬﺎ( ﻳﺎ ﭼﺎﻫﻬﺎي ﻋﻤﻴﻖ ﺧﺎرج ﺷﻮد‬
‫ ﻋﻤﻖ ﺣﻔﺎري زﻳﺮ ﺗﺮاز آب‬،‫روش ﻣﻨﺎﺳﺐ ﺑﺮ اﺳﺎس ﺷﺮاﻳﻂ ﺧﺎك‬
‫ روش ﺣﻔﺎﻇﺖ ﺟﺪاره ﺣﻔﺎري ﺷﺪه و ﻏﻴﺮه ﺗﻌﻴﻴﻦ‬،‫زﻳﺮزﻣﻴﻨﻲ‬
.‫ﺧﻮاﻫﺪ ﺷﺪ‬
‫ﭼﺎه زﻫﻜﺶ وﺳﻴﻠﻪ ﻣﻜﻨﺪهاي اﺳﺖ ﻛﻪ ﺑﺼﻮرت ﻳﻚ ﭼﺎه ﻛﻮﭼﻚ‬
.‫ﺑﻪ ﺳﻬﻮﻟﺖ ﻣﻲﺗﻮاﻧﺪ در داﺧﻞ زﻣﻴﻦ ﻧﺼﺐ و از آن ﺧﺎرج ﺷﻮد‬
Water may be removed from excavations by
pumping from sumps, well points or deep wells.
The method adopted will depend upon soil
conditions, depth of excavation below ground
water level, the method of supporting the sides of
the excavation etc.
A well point is a suction device used as a small
well that can be readily installed in the ground and
withdrawn.
The well point system has the advantage of low
capital cost; it is quickly installed and can readily
be moved from one position to another. Deep well
system is primarily devised for use in connection
with deep excavations and is of special value
where artesian water is present below an
impermeable stratum.
‫ﺳﻴﺴﺘﻢ ﭼﺎه زﻫﻜﺶ داراي ﻣﺰﻳﺖ ﻫﺰﻳﻨﻪ ﺳﺮﻣﺎﻳﻪاي ﭘﺎﻳﻴﻦ‬
‫ﻣﻲﺑﺎﺷﺪ؛ ﺑﻪ ﺳﺮﻋﺖ ﻧﺼﺐ ﺷﺪه و ﻣﻲﺗﻮاﻧﺪ ﺑﻪ آﺳﺎﻧﻲ از ﻣﺤﻠﻲ ﺑﻪ‬
‫ ﺳﻴﺴﺘﻢ ﭼﺎه ﻋﻤﻴﻖ اﺻﻮﻻً ﺑﺮاي‬.‫ﻣﺤﻞ دﻳﮕﺮ ﻣﻨﺘﻘﻞ ﮔﺮدد‬
‫اﺳﺘﻔﺎده در ارﺗﺒﺎط ﺑﺎ ﺣﻔﺎريﻫﺎي ﻋﻤﻴﻖ ﺗﻌﺒﻴﻪ ﻣﻲﺷﻮد و در‬
‫ﻣﻮاردﻳﻜﻪ آب آرﺗﺰﻳﻦ در زﻳﺮ ﻳﻚ ﻻﻳﻪ ﻧﻔﻮذ ﻧﺎﭘﺬﻳﺮ ﺑﺎﺷﺪ اﻳﻦ‬
.‫ﺷﻴﻮه از ارزش ﺧﺎﺻﻲ ﺑﺮﺧﻮردار ﺧﻮاﻫﺪ ﺑﻮد‬
For more detailed information refer to Clauses
6.4.3 and 6.4.4 of BS 8004, 1986.
‫ اﺳﺘﺎﻧﺪارد‬6.4.4 ‫ و‬6.4.3 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪﻫﺎي‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004, 1986
9.2.3 Special methods for excluding water from
excavation
‫ روﺷﻬﺎي وﻳﮋه ﺑﺮاي ﺟﻠﻮﮔﻴﺮي از ورود آب ﺑﻪ‬3-2-9
In certain cases excluding water from excavations
may be implemented by using special methods
like:
‫در ﻣﻮارد ﻣﻌﻴﻦ ﻣﻤﺎﻧﻌﺖ ورود آب ﺑﻪ ﺣﻔﺎري ﻫﺎ ﻣﻲﺗﻮاﻧﺪ ﺑﺎ‬
:‫اﺳﺘﻔﺎده از روﺷﻬﺎي وﻳﮋه ﻧﻈﻴﺮ زﻳﺮ اﻧﺠﺎم ﺷﻮد‬
‫ﻣﺤﻞ ﺣﻔﺎري‬
- use of compressed air;
‫ اﺳﺘﻔﺎده از ﻫﻮاي ﻓﺸﺮده؛‬33
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
- freezing the surrounding ground;
IPS-E-CE-120(1)
‫ ﻳﺦ زدن زﻣﻴﻦ ﭘﻴﺮاﻣﻮﻧﻲ؛‬‫ دﻳﻮارﻫﺎي دﻳﺎﻓﺮاﮔﻤﻲ درﺟﺎ؛‬‫ اﺳﺘﻔﺎده از روﺷﻬﺎي ﺗﺰرﻳﻖ و ﺗﺸﻜﻴﻞ دﻳﻮار ﻏﻴﺮ ﻗﺎﺑﻞ‬‫ﻧﻔﻮذ ﭘﻴﺮاﻣﻮن ﻣﺤﻞ ﺣﻔﺎري؛‬
- cast-in-situ diaphragm walls;
- use of injection methods to form an
impervious wall around the excavation;
،‫اﻧﺘﺨﺎب ﻫﺮ ﻳﻚ از روﺷﻬﺎ ﺗﺎ ﺣﺪ زﻳﺎدي ﺑﻪ ﺷﺮاﻳﻂ ﻣﺤﻠﻲ‬
.‫ﻣﺸﺨﺼﺎت ﺧﺎك و ﺗﻜﻨﻮﻟﻮژي در دﺳﺘﺮس و ﻏﻴﺮه ﺑﺴﺘﮕﻲ دارد‬
BS ‫ اﺳﺘﺎﻧﺪارد‬6.5 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت در زﻣﻴﻨﻪ ﻣﻮارد ﻓﻮق ﺑﻪ ﺑﻨﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬8004, 1986
The choice of each method depends, to a great
extent, on site conditions, the soil characteristics
and the availability of technology etc. For detailed
information on the above- mentioned methods
refer to Clause 6.5 of BS 8004, 1986.
the Physical
‫ روﺷﻬﺎي ﺑﻬﺒﻮد ﻣﺸﺨﺼﺎت ﻓﻴﺰﻳﻜﻲ زﻣﻴﻦ‬3-9
Where the ground does not have adequate bearing
characteristics and stability, consideration may be
given to general or local improvement of the
bearing characteristics or to replacement of the
ground in depth. It may then be possible to use a
shallow foundation or a cheaper type of deep
foundation.
‫ ﺑﻬﺒﻮد‬،‫در ﻣﻮاردﻳﻜﻪ زﻣﻴﻦ ﺑﺎرﺑﺮي و ﭘﺎﻳﺪاري ﻛﺎﻓﻲ ﻧﺪارد‬
‫ﺧﺼﻮﺻﻴﺎت ﺑﺎرﺑﺮي ﻛﻠﻲ ﻳﺎ ﻣﻮﺿﻌﻲ زﻣﻴﻦ ﻳﺎ ﺟﺎﻳﮕﺰﻳﻨﻲ ﺧﺎك در‬
‫ از اﻳﻦ رو ﻣﻲﺗﻮان ﺷﺎﻟﻮدهﻫﺎي‬.‫ﻋﻤﻖ زﻣﻴﻦ ﻣﺪﻧﻈﺮ ﻗﺮار ﻣﻲﮔﻴﺮد‬
‫ﺳﻄﺤﻲ ﻳﺎ ﻧﻮع ﻛﻢ ﻫﺰﻳﻨﻪﺗﺮي از ﺷﺎﻟﻮدهﻫﺎي ﻋﻤﻴﻖ را ﺑﻜﺎر‬
.‫ﮔﺮﻓﺖ‬
Several methods are available to improve the
physical properties of the ground. These methods
are: preloading compaction, installation of vertical
drains, injection of grouts and electrochemical and
thermal hardening of the ground. In the following
clauses a short description about various methods
are given. For more information see section 6.6
BS 8004.
‫روﺷﻬﺎي ﻣﺨﺘﻠﻔﻲ ﺑﻪ ﻣﻨﻈﻮر ﺑﻬﺒﻮد ﺧﺼﻮﺻﻴﺎت ﻓﻴﺰﻳﻜﻲ زﻣﻴﻦ‬
‫ ﺗﺮاﻛﻢ ﺑﻮﺳﻴﻠﻪ ﭘﻴﺶ‬:‫ اﻳﻦ روﺷﻬﺎ ﻋﺒﺎرﺗﻨﺪ از‬.‫وﺟﻮد دارد‬
‫ ﺗﺰرﻳﻖ دوﻏﺎﺑﻬﺎ و ﻣﻮاد‬،‫ ﺗﻌﺒﻴﻪ زﻫﻜﺸﻬﺎي ﻗﺎﺋﻢ‬،‫ﺑﺎرﮔﺬاري‬
‫ در ﺑﻨﺪﻫﺎي آﺗﻲ‬.‫اﻟﻜﺘﺮوﺷﻴﻤﻴﺎﻳﻲ و ﺳﺨﺖ ﻛﺮدن ﺣﺮارﺗﻲ زﻣﻴﻦ‬
.‫ﺗﻮﺿﻴﺤﺎت ﻣﺨﺘﺼﺮي در ﻣﻮرد روﺷﻬﺎي ﻣﺨﺘﻠﻒ داده ﺷﺪهاﺳﺖ‬
BS 8004 ‫ از اﺳﺘﺎﻧﺪارد‬6.6 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﻗﺴﻤﺖ‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
9.3 Methods of Improving
Properties of the Ground
‫ ﺗﺮاﻛﻢ ﺳﻄﺤﻲ‬1-3-9
9.3.1 Shallow compaction
Loose or disturbed granular soils at the base of
excavations for strip or pad foundations can be
compacted by rolling or ramming. Vibratory
rollers or plate compactors work efficiently in
granular soils but the depth of compaction with
ordinary equipment is unlikely to exceed about
300 mm.
‫ﺧﺎﻛﻬﺎي داﻧﻪاي ﺳﺴﺖ ﻳﺎ دﺳﺖ ﺧﻮرده در ﻛﻒ ﻣﺤﻠﻬﺎي ﺣﻔﺎري‬
‫ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎي ﻧﻮاري و ﻣﻨﻔﺮد را ﻣﻲﺗﻮان ﺑﻮﺳﻴﻠﻪ ﻏﻠﺘﻚ‬
‫ ﻏﻠﺘﻜﻬﺎي ﻟﺮزاﻧﻨﺪه ﻳﺎ ﺻﻔﺤﺎت‬.‫ﻛﺮدن ﻳﺎ ﻛﻮﺑﻴﺪن ﻣﺘﺮاﻛﻢ ﻛﺮد‬
‫ﻛﻮﺑﻨﺪه در ﺧﺎﻛﻬﺎي داﻧﻪاي ﻛﺎراﻳﻲ ﻛﺎﻓﻲ دارﻧﺪ اﻣﺎ ﻋﻤﻖ ﺗﺮاﻛﻢ ﺑﺎ‬
.‫ ﻣﻴﻠﻴﻤﺘﺮ ﻣﻲرﺳﺪ‬300 ‫ﺗﺠﻬﻴﺰات ﻣﻌﻤﻮﻟﻲ ﺑﻪ ﻧﺪرت ﺑﻪ ﺑﻴﺶ از‬
For more detailed information see section 6.6.2
BS 8004-1986.
‫ از اﺳﺘﺎﻧﺪارد‬6.6.2 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﻗﺴﻤﺖ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬BS 8004-1986
‫ ﭘﻴﺶ ﺑﺎرﮔﺬاري‬2-3-9
9.3.2 Preloading
‫ﭘﻴﺶ ﺑﺎرﮔﺬاري ﺑﺎ اﺟﺮاي ﺗﭙﻪﻫﺎي ﺧﺎﻛﻲ ﻳﺎ ﻗﻠﻮه ﺳﻨﮕﻲ ﺑﻪ‬
‫ﻣﻨﻈﻮر اﻋﻤﺎل ﻓﺸﺎر ﻣﺴﺎوي ﻳﺎ ﺑﻴﺸﺘﺮ از ﺳﺎزه داﺋﻤﻲ روي زﻣﻴﻦ‬
‫ ﻣﺼﺎﻟﺢ ﭘﻴﺶ ﺑﺎرﮔﺬاري ﺗﺎ زﻣﺎﻧﻲ ﻛﻪ اﻧﺪازه ﮔﻴﺮي‬.‫اﻧﺠﺎم ﻣﻲﺷﻮد‬
‫ زﻣﺎن ﺗﺨﺖ ﺷﺪه ﻳﺎ اﻳﻨﻜﻪ‬-‫ﻧﺸﺎن دﻫﺪ ﻛﻪ ﻣﻨﺤﻨﻲ ﻧﺸﺴﺖ‬
‫ﻧﺸﺴﺖ ﺑﺎ روﻧﺪ ﺑﺴﻴﺎر آﻫﺴﺘﻪ ﻛﺎﻫﺶ ﻣﻲ ﻳﺎﺑﺪ در ﻣﺤﻞ ﺑﺎﻗﻲ‬
.‫ﻣﻲﻣﺎﻧﺪ‬
The preloading is applied by means of a mound of
soil or rubble imposing a bearing pressure on the
ground equal to or higher than that of the
permanent structure. The preloading material is
kept in place until level measurements show that
the time-settlement curve has flattened or that the
settlement has decreased to a very slow rate.
34
May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
When preloading soft clays or clay fills the rate of
settlement of the mound may be rather slow,
requiring the load to be in place for many months.
In such cases consideration should be given to
accelerating the rate of consolidation of the soil
by the introduction of vertical drains, (see Clause
9.3.6).
IPS-E-CE-120(1)
‫ﻫﻨﮕﺎم ﭘﻴﺶ ﺑﺎرﮔﺬاري رس ﻳﺎ رسﻫﺎي ﻧﺮم ﻣﻤﻜﻦ اﺳﺖ ﺳﺮﻋﺖ‬
‫ﻧﺸﺴﺖ ﺧﺎك ﺑﺴﻴﺎر آﻫﺴﺘﻪ ﺑﺎﺷﺪ ﻛﻪ ﻧﻴﺎزﻣﻨﺪ ﺑﺎﻗﻴﻤﺎﻧﺪن ﺑﺎر ﺑﺮاي‬
‫ در اﻳﻦ ﻣﻮارد اﻓﺰاﻳﺶ ﺷﺘﺎب ﺗﺤﻜﻴﻢ‬.‫ﭼﻨﺪﻳﻦ ﻣﺎه ﺧﻮاﻫﺪ ﺑﻮد‬
6-3-9 ‫ )ﺑﻪ ﺑﻨﺪ‬.‫ﺧﺎك ﺑﺎ اﺟﺮاي زﻫﻜﺸﻬﺎي ﻗﺎﺋﻢ ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد‬
.(‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
‫ ﺗﺮاﻛﻢ ﻋﻤﻴﻖ ﺑﻮﺳﻴﻠﻪ ارﺗﻌﺎش‬3-3-9
9.3.3 Deep compaction by vibration
‫ﻧﺸﺴﺖ ﻧﺎﺷﻲ از ﺑﺎرﮔﺬاري ﺧﺎﻛﻬﺎي داﻧﻪاي ﻏﻴﺮ ﭼﺴﺒﻨﺪه ﺳﺴﺖ‬
The settlement due to loading of loose noncohesive granular soils or fill materials above or
below the water table can be improved by deep
compaction, achieved by introducing large tubular
vibrators into the ground to depths of up to 25 m.
This process may be an economical alternative to
piling or other methods of improving the bearing
capacity of such soils. Liquefaction risk of loose
soils under earthquake shocks can also be reduced
by compaction.
‫ﻳﺎ ﻣﺼﺎﻟﺢ ﺧﺎﻛﺮﻳﺰ ﺑﺎﻻي ﺗﺮاز آب ﻳﺎ زﻳﺮ آن را ﻣﻲﺗﻮان ﺑﺎ ﺗﺮاﻛﻢ‬
‫ﻋﻤﻴﻖ ﺑﻪ ﻛﻤﻚ وارد ﻛﺮدن ﻟﻮﻟﻪ ﻫﺎي ارﺗﻌﺎش ﻛﻨﻨﺪه ﺗﺎ اﻋﻤﺎق‬
‫ اﻳﻦ ﻓﺮآﻳﻨﺪ ﻣﻲﺗﻮاﻧﺪ در ﻣﻘﺎﻳﺴﻪ ﺑﺎ‬.‫ ﺑﻬﺒﻮد ﺑﺨﺸﻴﺪ‬،‫ ﻣﺘﺮ زﻣﻴﻦ‬25
‫ﺷﻤﻊ ﻛﻮﺑﻲ ﻳﺎ ﺳﺎﻳﺮ روﺷﻬﺎي ﺑﻬﺒﻮد ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي اﻳﻨﮕﻮﻧﻪ‬
‫ ﻫﻤﭽﻨﻴﻦ ﻣﻲﺗﻮان ﺧﻄﺮ‬.‫ ﻳﻚ ﺟﺎﻳﮕﺰﻳﻦ اﻗﺘﺼﺎديﺗﺮ ﺑﺎﺷﺪ‬،‫ﺧﺎﻛﻬﺎ‬
‫رواﻧﮕﺮاﻳﻲ ﺧﺎﻛﻬﺎي ﺳﺴﺖ ﺗﺤﺖ ﺗﻜﺎﻧﻬﺎي زﻟﺰﻟﻪ را ﺑﺎ ﺗﺮاﻛﻢ‬
.‫ﻛﺎﻫﺶ داد‬
For more detailed information refer to Clause
6.6.3 of BS 8004, 1986.
BS 8004-1986 ‫ اﺳﺘﺎﻧﺪارد‬6.6.3 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
9.3.4 Ground improvement by
displacement and vibro-replacement
‫ ﺑﻬﺴﺎزي زﻣﻴﻦ ﺑﻮﺳﻴﻠﻪ ﺟﺎﺑﺠﺎﻳﻲ ﻟﺮزﺷﻲ و‬4-3-9
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
vibro-
‫ﺟﺎﻳﮕﺰﻳﻨﻲ ﻟﺮزﺷﻲ‬
Large vibrators are also used to place columns of
coarse granular material in soft silts or clays or
weak compressible fills with the primary
objective of reducing their compressibility but
also to improve shearing resistance.
‫ﻟﺮزاﻧﻨﺪهﻫﺎي ﺑﺰرگ ﻫﻢ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﺮاي اﻳﺠﺎد ﺳﺘﻮﻧﻬﺎي ﻣﺼﺎﻟﺢ‬
‫درﺷﺖ داﻧﻪ در ﺳﻴﻠﺘﻬﺎي ﻧﺮم ﻳﺎ رسﻫﺎ ﻳﺎ ﺧﺎﻛﺮﻳﺰﻫﺎي ﺑﺎ ﻗﺎﺑﻠﻴﺖ‬
‫ﺗﺮاﻛﻢ ﻛﻢ ﺑﺎ ﻫﺪف اوﻟﻴﻪ ﻛﺎﻫﺶ ﺗﺮاﻛﻢ ﭘﺬﻳﺮي ﺷﺎن ﺑﻜﺎر روﻧﺪ و‬
.‫ﻫﻢ ﺑﺎﻋﺚ ﺑﻬﺒﻮد ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ آﻧﻬﺎ ﻣﻲﺷﻮﻧﺪ‬
‫ﺷﺎﻟﻮدهﻫﺎ ﻣﻲﺗﻮاﻧﻨﺪ ﻣﺴﺘﻘﻴﻤﺎً روي ﮔﺮوﻫﻬﺎ ﻳﺎ ردﻳﻔﻬﺎﻳﻲ از اﻳﻦ‬
.‫ﺳﺘﻮﻧﻬﺎ ﺳﺎﺧﺘﻪ ﺷﻮﻧﺪ‬
‫رسﻫﺎي ﻛﺎﻣﻼً ﺳﺨﺖ ﻛﻪ اﺟﺎزه اﻳﺠﺎد ﻳﻚ ﺣﻔﺮه ﭘﺎﻳﺪار ﺑﺪون‬
‫ﭘﻮﺷﺶ را ﺑﺪﻫﻨﺪ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﻮﺳﻴﻠﻪ ﻧﻔﻮذ ﻟﺮزاﻧﻨﺪه در آﻧﻬﺎ ﺟﺎﺑﺠﺎ‬
1 ‫ ﺷﻦ و ﺳﻨﮕﻬﺎ در ﻻﻳﻪ ﻫﺎي‬،‫ﺷﻮﻧﺪ ﻛﻪ ﭘﺲ از ﺧﺮوج ﻟﺮزاﻧﻨﺪه‬
.‫ﻣﺘﺮي درون ﺣﻔﺮه ﭘﺮ و ﻣﺘﺮاﻛﻢ ﺷﻮﻧﺪ‬
،‫ﺑﺨﺸﻲ از ﺗﺮاﻛﻢ ﻧﻴﺰ در زﻣﻴﻦ ﭘﻴﺮاﻣﻮن ﺳﺘﻮن ﺣﺎﺻﻞ ﻣﻲﺷﻮد‬
.‫اﻳﻦ اﻣﺮ ﺟﺎﺑﺠﺎﻳﻲ ﻟﺮزﺷﻲ ﻧﺎﻣﻴﺪه ﻣﻲﺷﻮد‬
Foundations can then be constructed directly on
groups or rows of these columns.
Clays strong enough to permit a stable unlined
bore may be displaced by penetration of the
vibrator which is then removed to allow gravel or
stone to be tipped and compacted by the vibrator
in about 1 m stages to fill the hole.
Some forced compaction of the ground
surrounding the column is achieved; this is known
as vibro displacement.
In soft unstable soils, water circulation is used to
support the bore as in wash boring.
‫ از ﮔﺮدش آب ﺟﻬﺖ ﻣﺤﺎﻓﻈﺖ ﺟﺪاره‬،‫در ﺧﺎﻛﻬﺎي ﻧﺮم ﻧﺎﭘﺎﻳﺪار‬
.‫ﻣﺸﺎﺑﻪ ﺣﻔﺎري آب ﻓﺸﺎﻧﻲ اﺳﺘﻔﺎده ﻣﻲﺷﻮد‬
For more details refer to Clause 6.6.4 of BS 8004,
l986.
BS 8004, ‫ اﺳﺘﺎﻧﺪارد‬6.6.4 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬1986
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9.3.5 Deep compaction by heavy tamping
IPS-E-CE-120(1)
‫ ﺗﺮاﻛﻢ ﻋﻤﻴﻖ ﺑﻮﺳﻴﻠﻪ ﺿﺮﺑﺎت ﺳﻨﮕﻴﻦ‬5-3-9
This process is for compacting granular soils and
silts or mixtures of these including a large variety
of fills. It may also be employed to displace soft
organic soils with a stronger fill.
It involves simply dropping a free-falling weight,
usually of 10 t to 15 t, from heights varying
between 5 m and 25 m or more onto the ground
surface. Forced compaction results from
dissipation of energy of successive impulses
inducing a degree of irreversible compression of
void spaces.
For more detailed information refer to Clause
6.6.5 of BS 8004, 1986.
‫اﻳﻦ ﻓﺮآﻳﻨﺪ ﺑﻪ ﻣﻨﻈﻮر ﺗﺮاﻛﻢ ﺧﺎﻛﻬﺎي داﻧﻪاي و ﺳﻴﻠﺖﻫﺎ ﻳﺎ‬
‫ اﻳﻦ‬.‫ ﻣﻲﺑﺎﺷﺪ‬،‫ﻣﺨﻠﻮﻃﻲ از آﻧﻬﺎ ﺷﺎﻣﻞ اﻧﻮاع زﻳﺎدي از ﺧﺎﻛﺮﻳﺰﻫﺎ‬
‫روش ﻫﻤﭽﻨﻴﻦ ﻣﻲﺗﻮاﻧﺪ ﺑﺮاي ﺟﺎﻳﮕﺰﻳﻨﻲ ﺧﺎﻛﺮﻳﺰﻫﺎي ﻣﺤﻜﻢﺗﺮ‬
‫ اﻳﻦ روش ﺷﺎﻣﻞ ﺳﻘﻮط‬.‫ ﺑﻜﺎر رود‬،‫ﺑﻪ ﺟﺎي ﺧﺎﻛﻬﺎي ﻧﺒﺎﺗﻲ ﻧﺮم‬
‫ ﺗﺎ‬5 ‫ ﺗﻨﻲ از ارﺗﻔﺎﻋﺎت ﻣﺨﺘﻠﻒ ﺑﻴﻦ‬15 ‫ ﺗﺎ‬10 ً‫آزاد وزﻧﻪ ﻣﻌﻤﻮﻻ‬
‫ ﺗﺮاﻛﻢ ﻧﺎﺷﻲ از‬.‫ روي ﺳﻄﺢ زﻣﻴﻦ ﻣﻲﺑﺎﺷﺪ‬،‫ ﻣﺘﺮ ﻳﺎ ﺑﻴﺸﺘﺮ‬25
‫ﺗﻮزﻳﻊ اﻧﺮژي ﺿﺮﺑﺎت ﻣﺘﻮاﻟﻲ اﺳﺖ ﻛﻪ ﺑﺎﻋﺚ درﺟﺎﺗﻲ از ﺗﺮاﻛﻢ‬
.‫ﺑﺮﮔﺸﺖ ﻧﺎﭘﺬﻳﺮ ﺣﻔﺮهﻫﺎي ﺧﺎﻟﻲ ﻣﻲﺷﻮد‬
BS 8004, ‫ اﺳﺘﺎﻧﺪارد‬6.6.5 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬1986
9.3.6 Vertical drains
‫ زﻫﻜﺸﻬﺎي ﻗﺎﺋﻢ‬6-3-9
The natural process of consolidation of
compressible soils can be accelerated by
improving the drainage conditions within the
soils, so assisting in the outward migration of the
water.
If such soils are loaded on their surface by a
temporary surcharge or permanent work such as
an embankment, the water pressure in the
underlying soil will increase. If the water cannot
escape sufficiently quickly a dangerous stability
condition could arise, which in some cases can be
relieved by a reduced rate of forming the
surcharge.
This condition can be anticipated and exploited to
accelerate drainage of the compressible soils by
installing vertical columns of sand or strips of
preformed permeable material within the ground
to enable the excess water to escape more rapidly.
These columns are called sand drains, vertical
drains or wick drains, and are frequently
considered for improving the strength of the soil.
‫ﻓﺮآﻳﻨﺪ ﻃﺒﻴﻌﻲ ﺗﺤﻜﻴﻢ ﺧﺎﻛﻬﺎي ﺗﺮاﻛﻢ ﭘﺬﻳﺮ ﻣﻲﺗﻮاﻧﺪ ﺑﻮﺳﻴﻠﻪ‬
‫ﺑﻬﺒﻮد ﺷﺮاﻳﻂ زﻫﻜﺸﻲ ﻣﻮﺟﻮد در ﺧﺎﻛﻬﺎ ﺳﺮﻋﺖ ﻳﺎﺑﺪ و ﻣﻮﺟﺐ‬
.‫ﻛﻤﻚ ﺑﻪ ﺧﺮوج آب ﺷﻮد‬
‫اﮔﺮ ﭼﻨﻴﻦ ﺧﺎﻛﻬﺎﻳﻲ ﺑﻮﺳﻴﻠﻪ ﺳﺮﺑﺎر ﻣﻮﻗﺖ ﻳﺎ داﺋﻢ ﻧﻈﻴﺮ ﻳﻚ‬
‫ ﻓﺸﺎر آب ﺧﺎك زﻳﺮﻳﻦ اﻓﺰاﻳﺶ ﺧﻮاﻫﺪ‬،‫ﺧﺎﻛﺮﻳﺰ ﺑﺎرﮔﺬاري ﺷﻮﻧﺪ‬
‫ اﮔﺮ آب ﻧﺘﻮاﻧﺪ ﺑﻪ ﺳﺮﻋﺖ ﻛﺎﻓﻲ ﺧﺎرج ﺷﻮد ﺷﺮاﻳﻂ‬.‫ﻳﺎﻓﺖ‬
‫ ﻛﻪ در ﺑﺮﺧﻲ ﻣﻮارد‬،‫ﭘﺎﻳﺪاري ﺑﺤﺮاﻧﻲ ﻣﻤﻜﻦ اﺳﺖ ﭘﺪﻳﺪ آﻳﺪ‬
.‫ﻣﻲﺗﻮاﻧﺪ از ﻃﺮﻳﻖ ﻛﺎﻫﺶ ﺳﺮﻋﺖ اﻳﺠﺎد ﺳﺮﺑﺎر آزاد ﺷﻮد‬
‫اﻳﻦ ﺷﺮاﻳﻂ ﻣﻲﺗﻮاﻧﺪ ﺑﺎ ﺗﺴﺮﻳﻊ در زﻫﻜﺸﻲ ﺧﺎﻛﻬﺎي ﻗﺎﺑﻞ ﺗﺮاﻛﻢ‬
‫ﺑﻮﺳﻴﻠﻪ ﺗﻌﺒﻴﻪ ﺳﺘﻮﻧﻬﺎي ﻗﺎﺋﻢ ﻣﺎﺳﻪاي ﻳﺎ ﻧﻮارﻫﺎي ﺑﺎرﻳﻚ ﺳﺎﺧﺘﻪ‬
‫ﺷﺪه از ﻣﺼﺎﻟﺢ ﻧﻔﻮذ ﭘﺬﻳﺮ داﺧﻞ زﻣﻴﻦ ﺑﺮاي اﻓﺰاﻳﺶ ﺑﻴﺸﺘﺮ‬
‫ اﻳﻦ ﺳﺘﻮﻧﻬﺎ را زﻫﻜﺸﻬﺎي‬.‫ ﻓﺮاﻫﻢ ﺷﻮد‬،‫ﺳﺮﻋﺖ ﺧﺮوج آب‬
ً‫ زﻫﻜﺸﻬﺎي ﻗﺎﺋﻢ ﻳﺎ زﻫﻜﺸﻬﺎي ﻓﺘﻴﻠﻪاي ﻣﻲﻧﺎﻣﻨﺪ و ﻏﺎﻟﺒﺎ‬،‫ﻣﺎﺳﻪاي‬
.‫ﺑﺮاي ﺑﻬﺒﻮد ﻣﻘﺎوﻣﺖ ﺧﺎك ﻣﻮرد ﺗﻮﺟﻪ ﻗﺮار ﻣﻲﮔﻴﺮﻧﺪ‬
9.3.7 Electro-osmosis
‫ اﻟﻜﺘﺮو اﺳﻤﺰ‬7-3-9
The electro-osmosis system can be used to reduce
the moisture content of a very silty clay or clayey
silt and thus increase its shear strength and reduce
its compressibility.
‫ﺳﻴﺴﺘﻢ اﻟﻜﺘﺮواﺳﻤﺰ ﻣﻲﺗﻮاﻧﺪ ﺑﻪ ﻣﻨﻈﻮر ﻛﺎﻫﺶ رﻃﻮﺑﺖ ﻣﻮﺟﻮد‬
‫در رسﻫﺎي ﺑﺸﺪت ﺳﻴﻠﺘﻲ ﻳﺎ ﺳﻴﻠﺘﻬﺎي رﺳﻲ ﺑﻜﺎر رود و در‬
‫ﻧﺘﻴﺠﻪ ﺑﺎﻋﺚ اﻓﺰاﻳﺶ ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ و ﻛﺎﻫﺶ ﺗﺮاﻛﻢ ﭘﺬﻳﺮي آﻧﻬﺎ‬
.‫ﺷﻮد‬
‫اﻳﻦ روش ﺷﺎﻣﻞ ﭘﺘﺎﻧﺴﻴﻞ اﻟﻜﺘﺮﻳﻜﻲ ﺑﻪ ﻣﻨﻈﻮر راﻧﺪن آب ﺑﻪ‬
‫اﻟﻜﺘﺮودﻫﺎي ﻣﻨﻔﻲ در ﭼﺎﻫﻬﺎ و اﺳﺘﻔﺎده از ﻣﻴﻠﻪ ﻫﺎي ﻓﻠﺰي ﻗﺎﺑﻞ‬
.‫اﻧﺒﺴﺎط ﺑﻪ ﻋﻨﻮان اﻟﻜﺘﺮودﻫﺎي ﻣﺜﺒﺖ ﻣﻲﺑﺎﺷﺪ‬
‫از اﻟﻜﺘﺮواﺳﻤﺰ ﺑﺮاي اﺻﻼح ﺷﺮاﻳﻂ ﺳﺨﺘﻲ ﻛﻪ ﺳﺎﻳﺮ روﺷﻬﺎ‬
.‫ اﺳﺘﻔﺎده ﻣﻲﺷﻮد‬،‫ﻛﺎراﺋﻲ ﻧﺪارد‬
It consists of an electrical potential to drive the
water to negative electrodes at the wells, using
expandable metal rods as the positive electrodes.
Electro-osmosis has been employed to remedy a
difficult situation where other methods have
failed.
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9.3.8 Grouting
IPS-E-CE-120(1)
‫ دوﻏﺎب رﻳﺰي‬8-3-9
Grouting is used to reduce the permeability of the
ground or to improve its strength, or to do both.
The geology of the ground will influence the
choice of method of grouting and it is axiomatic
that no treatment can be properly considered until
an adequate site investigation of the relevant
ground and water conditions has been undertaken.
Possible variations in the nature of the ground on
any particular site may call for the use of more
than one grout. For example, saving may be
effected by using cheaper coarse grouts to fill the
larger voids, followed by a more expensive
penetrative grout to fill the remaining fine voids.
‫از دوﻏﺎب رﻳﺰي ﺑﻪ ﻣﻨﻈﻮر ﻛﺎﻫﺶ ﻧﻔﻮذﭘﺬﻳﺮي زﻣﻴﻦ ﻳﺎ ﺑﻬﺒﻮد‬
.‫ﻣﻘﺎوﻣﺖ آن ﻳﺎ ﻫﺮ دو اﺳﺘﻔﺎده ﻣﻲﺷﻮد‬
‫زﻣﻴﻦ ﺷﻨﺎﺳﻲ ﻣﺤﻞ ﻣﻲﺗﻮاﻧﺪ اﻧﺘﺨﺎب روش دوﻏﺎب رﻳﺰي را‬
‫ﺗﺤﺖ ﺗﺄﺛﻴﺮ ﻗﺮار دﻫﺪ و ﺑﺪﻳﻬﻲ اﺳﺖ ﻛﻪ ﻫﻴﭻ ﺗﺪﺑﻴﺮي ﺑﻄﻮر‬
‫ﺻﺤﻴﺢ ﻧﻤﻲﺗﻮاﻧﺪ ﺗﺎ ﺣﺼﻮل ﻛﺎﻣﻞ ﺑﺮرﺳﻴﻬﺎي ﻣﺤﻠﻲ واﺑﺴﺘﻪ ﺑﻪ‬
‫ ﺗﻐﻴﻴﺮات اﺣﺘﻤﺎﻟﻲ در ﻃﺒﻴﻌﺖ‬.‫ﺷﺮاﻳﻂ زﻣﻴﻦ و آب اﺗﺨﺎذ ﺷﻮد‬
‫زﻣﻴــﻦ در ﻫﺮ ﻣﺤﻞ ﺧﺎص ﻣﻲﺗﻮاﻧﺪ ﻣﻨﺠﺮ ﺑﻪ اﺳﺘﻔﺎده از ﺑﻴﺶ از‬
‫ ﺑﺮاي ﻣﺜﺎل اﺳﺘﻔﺎده از دوﻏﺎب درﺷﺖداﻧﻪ‬.‫ﻳﻚ ﻧﻮع دوﻏﺎب ﺷﻮد‬
‫ارزاﻧﺘﺮ ﺑﺮاي ﭘﺮ ﻛﺮدن ﺣﻔﺮهﻫﺎي ﺑﺰرگ و ﺳﭙﺲ ﭘﺮ ﻛﺮدن‬
‫ﺣﻔﺮهﻫﺎي رﻳﺰ ﺑﺎﻗﻴﻤﺎﻧﺪه ﺑﺎ دوﻏﺎب رﻳﺰداﻧﻪ ﮔﺮاﻧﺘﺮ ﻣﻲﺗﻮاﻧﺪ ﺑﺎﻋﺚ‬
.‫ﺻﺮﻓﻪﺟﻮﻳﻲ ﺷﻮد‬
BS 8004, 1986 ‫ اﺳﺘﺎﻧﺪارد‬6.7 ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﺑﻨﺪ‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
For more detailed information refer to Clause 6.7
of BS 8004, 1986.
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IPS-E-CE-120(1)
APPENDICES
‫ﭘﻴﻮﺳﺖﻫﺎ‬
APPENDIX A
‫ﭘﻴﻮﺳﺖ اﻟﻒ‬
FOUNDATIONS OF OIL STORAGE TANKS
‫ﺷﺎﻟﻮدهﻫﺎي ﻣﺨﺎزن ذﺧﻴﺮه ﻧﻔﺖ‬
‫ ﻋﻤﻮﻣﻲ‬1-‫اﻟﻒ‬
A.1 General
This Appendix gives general guidance and
recommendations on the design of foundations for
vertical oil storage tanks.
‫اﻳﻦ ﭘﻴﻮﺳﺖ راﻫﻨﻤﺎﻳﻲﻫﺎ و ﺗﻮﺻﻴﻪﻫﺎي ﻋﻤﻮﻣﻲ در ﻣﻮرد ﻃﺮاﺣﻲ‬
.‫ﺷﺎﻟﻮدهﻫﺎي ﻣﺨﺎزن ذﺧﻴﺮه ﻧﻔﺘﻲ ﻗﺎﺋﻢ اراﺋﻪ ﻣﻲدﻫﺪ‬
The recommendations should, in general, comply
with the principles stated in the main text of this
Engineering Standard for Foundations.
‫ﺗﻮﺻﻴﻪﻫﺎي ﻛﻠﻲ و اﺻﻮل ﺑﻴﺎن ﺷﺪه در ﻣﺘﻦ اﺻﻠﻲ اﻳﻦ اﺳﺘﺎﻧﺪارد‬
.‫ﻣﻬﻨﺪﺳﻲ ﺑﺮاي ﺷﺎﻟﻮدهﻫﺎ ﺑﺎﻳﺪ ﺑﺮآورده ﺷﻮد‬
For more detailed information see Appendix B
API std. 650.
API std. 650 ‫ اﺳﺘﺎﻧﺪارد‬B ‫ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ ﺑﻪ ﭘﻴﻮﺳﺖ‬
.‫ﻣﺮاﺟﻌﻪ ﺷﻮد‬
‫ ﺷﻨﺎﺳﺎﺋﻲ ﺧﺎك‬2-‫اﻟﻒ‬
A.2 Soil Investigations
At any tank site, the nature of the sub-surface
conditions should be known in order to determine
the variation of soil properties over the site and to
estimate the amount of settlement that will be
experienced. A soil investigation should be
carried out in accordance with IPS-E-CE-110 to
identify the ground conditions under the complete
area of each tank to a depth over which significant
settlements may occur. Where the founding
material is sound or weathered rock, the soil
investigation shall be supplemented by
geophysical mapping of the tank pad formation.
‫در ﻣﺤﻠﻬﺎي اﺟﺮاي ﻣﺨﺰن ﻻزم اﺳﺖ ﻣﺎﻫﻴﺖ ﺷﺮاﻳﻂ زﻳﺮ ﺳﻄﺤﻲ‬
‫ﺑﻪ ﻣﻨﻈﻮر ﺗﻌﻴﻴﻦ ﺗﻐﻴﻴﺮات ﺧﺼﻮﺻﻴﺎت ﺧﺎك در ﺗﻤﺎم ﻣﺤﻮﻃﻪ و‬
‫ ﺑﻪ ﻣﻨﻈﻮر ﺷﻨﺎﺧﺖ‬.‫ﺗﺨﻤﻴﻦ ﻣﻴﺰان ﻧﺸﺴﺖ آن ﺷﻨﺎﺧﺘﻪ ﺷﻮد‬
‫ ﺗﺎ ﻋﻤﻘﻲ ﻛﻪ ﻧﺸﺴﺖﻫﺎي ﻗﺎﺑﻞ‬،‫ﺷﺮاﻳﻂ زﻳﺮ ﺳﻄﺢ ﻫﺮ ﻣﺨﺰن‬
‫ ﻻزم اﺳﺖ ﺷﻨﺎﺳﺎﻳﻲ ﺧﺎك ﺑﺮ اﺳﺎس‬،‫ﻣﻼﺣﻈﻪاي رخ دﻫﺪ‬
‫ در ﻣﻮاردﻳﻜﻪ ﻣﺼﺎﻟﺢ‬.‫ اﻧﺠﺎم ﺷﻮد‬IPS-E-CE-110 ‫اﺳﺘﺎﻧﺪارد‬
‫ ﺳﻨﮓ ﺳﺎﻟﻢ ﻳﺎ ﻫﻮا زده ﺑﺎﺷﺪ ﻣﻄﺎﻟﻌﺎت ﺧﺎك‬،‫ﺗﺸﻜﻴﻞ دﻫﻨﺪه‬
.‫ﺑﺎﻳﺪ ﺑﺎ ﻧﻘﺸﻪﻫﺎي ژﺋﻮﻓﻴﺰﻳﻜﻲ ﺷﻜﻞ ﭘﻲ ﻣﺨﺰن ﺗﻜﻤﻴﻞ ﺷﻮد‬
Additional useful information can be obtained
from a review of sub-surface conditions and the
history of similar structures in the vicinity.
‫اﻃﻼﻋﺎت ﻣﻔﻴﺪ ﺗﻜﻤﻴﻠﻲ ﺑﺎﻳﺪ از ﺑﺮرﺳﻲ ﺷﺮاﻳﻂ زﻳﺮ ﺳﻄﺤﻲ و‬
.‫ﺗﺎرﻳﺨﭽﻪ ﺳﺎزهﻫﺎي ﻣﺸﺎﺑﻪ ﻣﺠﺎور ﺑﺪﺳﺖ آﻳﺪ‬
The allowable soil loading can then be decided in
relation to the reliability of predictions of ultimate
bearing capacity and the permissible settlements
by a certified soil mechanics establishment.
‫ﺳﭙﺲ ﺑﺎرﮔﺬاري ﻣﺠﺎز ﺧﺎك را ﻣﻲﺗﻮان ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ ﻣﻴﺰان‬
‫اﻃﻤﻴﻨﺎن از ﭘﻴﺶ ﺑﻴﻨﻲ ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﻧﻬﺎﻳﻲ و ﻧﺸﺴﺖﻫﺎي‬
‫ﻣﺠﺎز ﻛﻪ از ﻃﺮﻳﻖ ﻣﻄﺎﻟﻌﺎت ﻣﻮﺛﻖ واﺣﺪ ﻣﻜﺎﻧﻴﻚ ﺧﺎك اﻧﺠﺎم‬
.‫ ﺗﻌﻴﻴﻦ ﻧﻤﻮد‬،‫ﻣﻲﺷﻮد‬
A.3 Tank Grades
‫ ﺗﺮازﻫﺎي ﻣﺨﺰن‬3-‫اﻟﻒ‬
‫ ﺗﺮاز ﻳﺎ ﺳﻄﺤﻲ ﻛﻪ ﻛﻒ ﻣﺨﺰن روي آن ﻗﺮار ﺧﻮاﻫﺪ‬1-3-‫اﻟﻒ‬
A.3.1 The grade or surface on which a tank
bottom will rest should be constructed at least 0.3
m above the surrounding ground surface. This
will provide suitable drainage, help keep the tank
bottom dry, and compensate for some small
settlement that is likely to occur. If a large
settlement is expected, the tank bottom elevation
shall be raised so that the final elevation above
grade will be a minimum of 150 mm after
settlement.
.‫ ﻣﺘﺮ ﺑﺎﻻﺗﺮ از ﺳﻄﺢ زﻣﻴﻦ ﭘﻴﺮاﻣﻮﻧﻲ ﺑﺎﺷﺪ‬0/3 ‫ﮔﺮﻓﺖ ﺑﺎﻳﺪ ﺣﺪاﻗﻞ‬
‫ ﻛﻤﻚ ﺑﻪ ﺧﺸﻚ‬،‫اﻳﻦ اﻣﺮ ﺑﺎﻋﺚ ﺗﺄﻣﻴﻦ زﻫﻜﺸﻲ ﻣﻨﺎﺳﺐ‬
‫ﻧﮕﻬﺪاﺷﺘﻦ ﻛﻒ ﻣﺨﺰن و ﺟﺒﺮان ﻣﻘﺎدﻳﺮ ﻛﻮﭼﻚ ﻧﺸﺴﺖ ﻛﻪ‬
‫ در ﺻﻮرﺗﻴﻜﻪ ﻧﺸﺴﺖ‬.‫ ﺧﻮاﻫﺪ ﺷﺪ‬،‫اﺣﺘﻤﺎل وﻗﻮع آن وﺟﻮد دارد‬
‫ ﺗﺮاز ﻛﻒ ﻣﺨﺰن ﺑﺎﻳﺪ ﺑﻪ ﮔﻮﻧﻪاي‬،‫زﻳﺎدي ﻣﻮرد اﻧﺘﻈﺎر ﺑﺎﺷﺪ‬
150 ‫اﻓﺰاﻳﺶ ﻳﺎﺑﺪ ﻛﻪ ارﺗﻔﺎع ﻧﻬﺎﻳﻲ ﺑﻌﺪ از ﻧﺸﺴﺖ ﺣﺪاﻗﻞ‬
.‫ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﻻﺗﺮ از ﺳﻄﺢ زﻣﻴﻦ ﺑﺎﺷﺪ‬
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A.3.2 There are several different materials that
can be used for the grade or surface on which the
tank bottom will rest. To minimize future
corrosion problems and maximize the effect of
corrosion prevention systems such as cathodic
protection, the material in contact with the tank
bottom should be fine and uniform. Gravel or
large particles shall be avoided. Clean washed
sand 75 to 100 mm deep is recommended as a
final layer because it can be readily shaped to the
bottom contour of the tank to provide maximum
contact area and will protect the tank bottom from
coming into contact with large particles and
debris. Large foreign objects or point contact by
gravel or rocks could cause corrosion cells that
will cause pitting and premature tank bottom
failure. During construction, the movement of
equipment and materials across the grade will mar
the graded surface. These irregularities should be
corrected before bottom plates are placed for
welding. Adequate provisions, such as making
size gradients in sublayers progressively smaller
from bottom to top, should be made to prevent the
fine material from leaching down into the larger
material, thus negating the effect of using the fine
material as a final layer. This is particularly
important for the top of a crushed rock ringwall.
IPS-E-CE-120(1)
‫ ﻣﺼﺎﻟﺢ ﻣﺘﻨﻮع زﻳﺎدي وﺟﻮد دارﻧﺪ ﻛﻪ ﻣﻲﺗﻮاﻧﻨﺪ ﺑﺮاي‬2-3-‫اﻟﻒ‬
‫ ﺑﺮاي ﺑﻪ ﺣﺪاﻗﻞ‬.‫ﺗﺮاز ﻳﺎ ﺳﻄﺢ ﻧﺸﻴﻤﻦ ﻛﻒ ﻣﺨﺰن ﺑﻜﺎر روﻧﺪ‬
‫رﺳﺎﻧﺪن ﻣﺴﺎﺋﻞ ﺧﻮردﮔﻲ و ﺣﺪاﻛﺜﺮ ﻛﺮدن ﺗﺄﺛﻴﺮات ﺳﻴﺴﺘﻤﻬﺎي‬
‫ ﻣﺼﺎﻟﺢ در‬،‫ﺟﻠﻮﮔﻴﺮي از ﺧﻮردﮔﻲ ﻣﺎﻧﻨﺪ ﺣﻔﺎﻇﺖ ﻛﺎﺗﻮدﻳﻚ‬
‫ از ﺑﻜﺎرﮔﻴﺮي‬.‫ﺗﻤﺎس ﺑﺎ ﻛﻒ ﻣﺨﺰن ﺑﺎﻳﺪ رﻳﺰ و ﻳﻜﻨﻮاﺧﺖ ﺑﺎﺷﺪ‬
‫ ﻣﺎﺳﻪ ﺗﻤﻴﺰ ﺷﺴﺘﻪ ﺑﻪ‬.‫ﺷﻦ ﻳﺎ ذرات درﺷﺖ ﺑﺎﻳﺪ اﺟﺘﻨﺎب ﻛﺮد‬
‫ ﻣﻴﻠﻴﻤﺘﺮ ﺑﻪ ﻋﻨﻮان ﻻﻳﻪ ﻧﻬﺎﻳﻲ ﺗﻮﺻﻴﻪ ﻣﻲﺷﻮد‬100 ‫ ﺗﺎ‬75 ‫ﻋﻤﻖ‬
‫زﻳﺮا ﺑﻪ ﺳﻬﻮﻟﺖ ﺑﻪ ﺷﻜﻞ ﻛﻒ ﻣﺨﺰن در ﻣﻲآﻳﺪ ﺗﺎ ﺣﺪاﻛﺜﺮ ﺳﻄﺢ‬
‫اﺗﻜﺎ را ﻓﺮاﻫﻢ ﺳﺎزد و ﻛﻒ ﻣﺨﺰن از ﺗﻤﺎس ﺑﺎ ذرات درﺷﺖ و‬
‫ اﺟﺴﺎم ﺧﺎرﺟﻲ ﺑﺰرگ ﻳﺎ ﻧﻘﺎط ﺗﻤﺎس ﺑﺎ‬.‫ﻧﺨﺎﻟﻪ ﻣﺤﺎﻓﻈﺖ ﺷﻮد‬
‫ﺷﻦ و ﺳﻨﮕﻬﺎ ﻣﻲﺗﻮاﻧﺪ ﺑﺎﻋﺚ اﻳﺠﺎد ﺳﻠﻮﻟﻬﺎي ﺧﻮردﮔﻲ ﺷﻮد ﻛﻪ‬
‫اﻳﻦ اﻣﺮ ﻣﻨﺠﺮ ﺑﻪ اﻳﺠﺎد ﺣﻔﺮه و ﺗﺨﺮﻳﺐ زودرس ﻛﻒ ﻣﺨﺰن‬
‫ ﺟﺎﺑﺠﺎﻳﻲ ﺗﺠﻬﻴﺰات و ﻣﺼﺎﻟﺢ روي ﭘﻲ‬،‫ در ﺣﻴﻦ ﺳﺎﺧﺖ‬.‫ﻣﻲﺷﻮد‬
‫ اﻳﻦ ﻧﺎﻫﻤﻮارﻳﻬﺎ ﺑﺎﻳﺪ ﭘﻴﺶ از‬.‫ﻣﺨﺰن ﺑﻪ ﺳﻄﺢ آﺳﻴﺐ ﺧﻮاﻫﺪ زد‬
.‫ ﺗﺮﻣﻴﻢ ﺷﻮﻧﺪ‬،‫ﻗﺮار ﮔﺮﻓﺘﻦ ورﻗﻬﺎي ﻛﻒ ﻣﺨﺰن ﺑﺮاي ﺟﻮﺷﻜﺎري‬
‫ﻻزم اﺳﺖ ﺗﻤﻬﻴﺪات ﻛﺎﻓﻲ ﻧﻈﻴﺮ ﺗﻐﻴﻴﺮ داﻧﻪﺑﻨﺪي ﻻﻳﻪﻫﺎي زﻳﺮﻳﻦ‬
‫ ﺻﻮرت ﮔﻴﺮد ﺗﺎ از ﻋﺒﻮر ذرات‬،‫از ﭘﺎﻳﻴﻦ ﺑﻪ ﺑﺎﻻ ﺑﺘﺪرﻳﺞ ﻛﻮﭼﻜﺘﺮ‬
‫رﻳﺰ از ﺑﻴﻦ ﻣﺼﺎﻟﺢ درﺷﺖ ﺗﺮ ﺟﻠﻮﮔﻴﺮي ﺷﺪه و ﺑﻪ اﻳﻦ ﺗﺮﺗﻴﺐ‬
‫ اﻳﻦ اﻣﺮ‬.‫ﻛﺎرﺑﺮد ﻣﺼﺎﻟﺢ رﻳﺰداﻧﻪ ﺑﻌﻨﻮان ﻻﻳﻪ ﻧﻬﺎﻳﻲ ﺑﻲ اﺛﺮ ﻧﺸﻮد‬
‫ﺑﻮﻳﮋه ﺑﺮاي ﺑﺎﻻي دﻳﻮاره ﺣﻠﻘﻮي ﻣﺨﺰن ﻛﻪ از ﻧﻮع ﺳﻨﮓ‬
.‫ اﻫﻤﻴﺖ دارد‬،‫ﺷﻜﺴﺘﻪ اﺳﺖ‬
:‫ﻳﺎدآوري‬
Note:
For more information on tank bottom corrosion
and corrosion prevention that relates to the
foundation of a tank, see API Recommended
Practice 651.
‫ﺑﺮاي اﻃﻼﻋﺎت ﺑﻴﺸﺘﺮ در ﻣﻮرد ﺧﻮردﮔﻲ ﻛﻒ ﻣﺨﺰن و ﺟﻠﻮﮔﻴﺮي‬
‫از ﺧﻮردﮔﻲﻫﺎي ﻣﺮﺗﺒﻂ ﺑﺎ ﺷﺎﻟﻮده ﻣﺨﺰن ﺑﻪ ﺗﻮﺻﻴﻪﻫﺎي اﺟﺮاﺋﻲ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬API 651 ‫اﺳﺘﺎﻧﺪارد‬
A.3.3 Unless otherwise specified by the owner,
the finished tank grade shall be crowned from its
outer periphery to its center at a slope of one inch
in ten feet. The crown will partly compensate for
slight settlement, which is likely to be greater at
the center. It will also facilitate cleaning and the
removal of water and sludge through openings in
the shell or from sumps situated near the shell.
Because crowning will affect the lengths of roofsupporting columns, it is essential that the tank
manufacturer be fully informed of this feature
sufficiently in advance. (For an alternative to this
paragraph, see A.3.4.)
‫ ﭼﻨﺎﻧﭽﻪ ﺗﻮﺳﻂ ﻛﺎرﻓﺮﻣﺎ ﺑﻪ ﻧﺤﻮي دﻳﮕﺮ ﻣﺸﺨﺺ‬3-3-‫اﻟﻒ‬
‫ ﺳﻄﺢ ﺗﻤﺎم ﺷﺪه ﻣﺨﺰن ﺑﺎﻳﺪ از ﻟﺒﻪ ﺑﻴﺮوﻧﻲ ﭘﻴﺮاﻣﻮﻧﻲ‬،‫ﻧﺸﺪه ﺑﺎﺷﺪ‬
‫ ﺑﻪ‬1) ‫ﺑﻪ ﺳﻤﺖ ﻣﺮﻛﺰ آن داراي ﺷﻴﺐ ﻳﻚ اﻳﻨﭻ در ﻫﺮ ده ﻓﻮت‬
‫ ﺷﻴﺐ ﺑﻨﺪي ﻓﻮق ﻧﺸﺴﺖ ﻧﺎﭼﻴﺰي را ﻛﻪ اﺣﺘﻤﺎﻻً در‬.‫( ﺑﺎﺷﺪ‬120
‫ اﻳﻦ اﻣﺮ ﻫﻤﭽﻨﻴﻦ ﺑﻪ‬.‫ ﺟﺒﺮان ﺧﻮاﻫﺪ ﻧﻤﻮد‬،‫ﻣﺮﻛﺰ ﺑﻴﺸﺘﺮ اﺳﺖ‬
‫ﺗﻤﻴﺰ ﻛﺮدن و ﺟﻤﻊ آوري آب و ﻟﺠﻦ از ﻣﻴﺎن درﻳﭽﻪﻫﺎي ﺑﺎزﺷﻮ‬
‫ﻣﻮﺟﻮد در ﭘﻮﺳﺘﻪ ﻳﺎ از ﺣﻮﺿﭽﻪﻫﺎي واﻗﻊ در ﻧﺰدﻳﻚ ﭘﻮﺳﺘﻪ‬
‫ ﻃﻮل ﺳﺘﻮﻧﻬﺎي‬،‫ ﺑﻪ دﻟﻴﻞ اﻳﻨﻜﻪ ﺷﻴﺐ ﺑﻨﺪي‬.‫ﻛﻤﻚ ﻣﻲﻛﻨﺪ‬
‫ ﻻزم اﺳﺖ ﺳﺎزﻧﺪه‬،‫ﻧﮕﻬﺪارﻧﺪه ﺳﻘﻒ را ﺗﺤﺖ ﺗﺄﺛﻴﺮ ﻗﺮار ﻣﻲدﻫﺪ‬
‫)ﺑﺮاي ﺟﺎﻳﮕﺰﻳﻦ اﻳﻦ‬.‫ﻣﺨﺰن ﻗﺒﻼً از اﻳﻦ ﻣﻮﺿﻮع ﻛﺎﻣﻼً آﮔﺎه ﺷﻮد‬
(.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬4-3-‫ﭘﺎراﮔﺮاف ﺑﻪ ﺑﻨﺪ اﻟﻒ‬
‫ ﻛﻒ ﻣﺨﺰن ﻣﻲﺗﻮاﻧﺪ‬،3-3-‫ ﺑﻌﻨﻮان ﺟﺎﻳﮕﺰﻳﻦ ﺑﻨﺪ اﻟﻒ‬4-3-‫اﻟﻒ‬
A.3.4 As an alternative to A.3.3, the tank bottom
may be sloped toward a sump. The tank
manufacturer must be advised as required in
A.3.3.
‫ﺑﻪ ﺳﻤﺖ ﻳﻚ ﺣﻮﺿﭽﻪ ﺷﻴﺐ داﺷﺘﻪ ﺑﺎﺷﺪ و ﻣﻮارد ﻣﻮرد ﻧﻴﺎز ﺑﻨﺪ‬
.‫ ﺑﺎﻳﺪ ﺑﻪ آﮔﺎﻫﻲ ﺳﺎزﻧﺪه ﺑﺮﺳﺪ‬3-3-‫اﻟﻒ‬
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
A.4 Typical Foundation Types
IPS-E-CE-120(1)
‫ اﻧﻮاع ﺷﺎﻟﻮدهﻫﺎي ﻣﺘﺪاول‬4-‫اﻟﻒ‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﺧﺎﻛﻲ ﺑﺪون دﻳﻮار ﺣﻠﻘﻮي‬1-4-‫اﻟﻒ‬
A.4.1 Earth foundations without a ringwall
A.4.1.1 When an engineering evaluation of
subsurface conditions that is based on experience
and/or exploratory work has shown that the
subgrade has adequate bearing capacity and that
settlements will be acceptable, satisfactory
foundations may be constructed from earth
materials. The performance requirements for earth
foundations are identical to those for more
extensive foundations. Specifically, an earth
foundation should accomplish the following:
a. Provide a stable plane for the support of the
tank.
b. Limit overall settlement of the tank grade to
values compatible with the allowances used in
the design of the connecting piping.
c. Provide adequate drainage.
d. Not settle excessively at the perimeter due
to the weight of the shell wall.
‫ در ﻣﻮاردﻳﻜﻪ ارزﻳﺎﺑﻲ ﻣﻬﻨﺪﺳﻲ ﺷﺮاﻳﻂ زﻳﺮ‬1-1-4-‫اﻟﻒ‬
‫ﺳﻄﺤﻲ ﻛﻪ ﺑﺮ اﺳﺎس ﺗﺠﺮﺑﻪ و ﻳﺎ ﻓﻌﺎﻟﻴﺖ اﻛﺘﺸﺎﻓﻲ ﻣﻲﺑﺎﺷﺪ‬
‫ﻧﺸﺎن دﻫﺪ ﻛﻪ ﺑﺴﺘﺮ زﻣﻴﻦ داراي ﻇﺮﻓﻴﺖ ﺑﺎرﺑﺮي ﻛﺎﻓﻲ و‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﻨﺎﺳﺒﻲ ﺑﺎ‬،‫ﻧﺸﺴﺖﻫﺎي ﻗﺎﺑﻞ ﻗﺒﻮل ﺧﻮاﻫﺪ ﺑﻮد‬
‫ اﻟﺰاﻣﺎت ﻋﻤﻠﻜﺮدي ﺷﺎﻟﻮدهﻫﺎي‬.‫ﻣﺼﺎﻟﺢ ﺧﺎﻛﻲ ﻣﻲﺗﻮاﻧﺪ اﺟﺮا ﺷﻮد‬
.‫ﺧﺎﻛﻲ ﺑﺎ ﺷﺎﻟﻮدهﻫﺎي ﭘﻴﭽﻴﺪهﺗﺮ ﻳﻜﺴﺎن اﺳﺖ‬
:‫ﺑﻄﻮر اﺧﺺ در ﺷﺎﻟﻮدهﻫﺎي ﺧﺎﻛﻲ ﺑﺎﻳﺪ ﻣﻮارد زﻳﺮ ﺻﻮرت ﮔﻴﺮد‬
.‫ ﻳﻚ ﺳﻄﺢ ﺻﺎف ﺑﺮاي ﺗﻜﻴﻪﮔﺎه ﻣﺨﺰن ﻓﺮاﻫﻢ ﻛﻨﺪ‬-‫اﻟﻒ‬
‫ ﻧﺸﺴﺖ ﻛﻞ ﺳﻄﺢ ﻣﺨﺰن ﺑﺎ ﻣﻘﺎدﻳﺮ ﻣﺠﺎز ﻣﻮرد اﺳﺘﻔﺎده‬-‫ب‬
.‫در ﻃﺮاﺣﻲ اﺗﺼﺎﻻت ﻟﻮﻟﻪ ﻛﺸﻲ ﺳﺎزﮔﺎر ﺑﺎﺷﺪ‬
.‫ زﻫﻜﺸﻲ ﻛﺎﻓﻲ ﺗﺄﻣﻴﻦ ﺷﻮد‬-‫ج‬
‫ ﻫﻴﭻ ﻧﺸﺴﺖ اﺿﺎﻓﻲ ﻧﺎﺷﻲ از وزن ﭘﻮﺳﺘﻪ ﺑﻪ ﭘﻴﺮاﻣﻮن‬-‫د‬
.‫وارد ﻧﺸﻮد‬
‫ ﻃﺮﺣﻬﺎي ﻣﺘﻌﺪد ﻗﺎﺑﻞ ﻗﺒﻮﻟﻲ را ﻣﻲﺗﻮان ﺗﻬﻴﻪ ﻛﺮد‬2-1-4-‫اﻟﻒ‬
‫ﻣﺸﺮوط ﺑﻪ آﻧﻜﻪ ﻗﻀﺎوت ﻣﻬﻨﺪﺳﻲ درﺳﺘﻲ در ﺗﻬﻴﻪ آﻧﻬﺎ ﺑﻜﺎر‬
‫ در اﻳﻦ ﭘﻴﻮﺳﺖ ﺑﺮ ﻣﺒﻨﺎي ﻛﺎراﻳﻲ ﺑﻠﻨﺪ ﻣﺪت آﻧﻬﺎ ﺑﻪ ﺳﻪ‬.‫رود‬
‫ ﺷﺎﻟﻮدهﻫﺎي‬،‫ ﺑﺮاي ﻣﺨﺎزن ﻛﻮﭼﻜﺘﺮ‬.‫ﻃﺮح اﺷﺎره ﺷﺪهاﺳﺖ‬
‫ ﻣﺎﺳﻪ‬،‫ ﺷﻦ رﻳﺰ‬،‫ ﺳﺮﻧﺪ ﺷﺪه‬،‫ﻣﺘﺸﻜﻞ از ﺳﻨﮓ ﺷﻜﺴﺘﻪ ﻣﺘﺮاﻛﻢ‬
‫ ﻣﻲﺗﻮاﻧﻨﺪ ﻣﺴﺘﻘﻴﻤﺎً روي ﺧﺎك‬،‫ﺗﻤﻴﺰ ﻳﺎ ﺳﺎﻳﺮ ﻣﺼﺎﻟﺢ ﻣﺸﺎﺑﻪ‬
‫ ﻫﺮ ﻧﻮع ﻣﺼﺎﻟﺢ ﻧﺎﭘﺎﻳﺪار ﺑﺎﻳﺪ ﺧﺎرج‬.‫دﺳﺖ ﻧﺨﻮرده ﻗﺮار ﮔﻴﺮﻧﺪ‬
‫ دو ﻃﺮح ﺗﻮﺻﻴﻪ‬.‫ﺷﻮد و ﻣﺼﺎﻟﺢ ﺟﺎﻳﮕﺰﻳﻦ ﺑﺎﻳﺪ ﻛﺎﻣﻼً ﻛﻮﺑﻴﺪه ﺷﻮد‬
‫ و‬1-‫ﺷﺪه ﻛﻪ ﺷﺎﻣﻞ دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ ﻫﺴﺘﻨﺪ در ﺷﻜﻠﻬﺎي اﻟﻒ‬
‫ ﺗﻮﺿﻴﺢ داده‬3-4-‫ و اﻟﻒ‬2-4-‫ ﻧﻤﺎﻳﺶ و در ﺑﻨﺪﻫﺎي اﻟﻒ‬2-‫اﻟﻒ‬
.‫ﺷﺪهاﻧﺪ‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﺧﺎﻛﻲ ﺑﺎ دﻳﻮار ﺣﻠﻘﻮي ﺑﺘﻨﻲ‬2-4-‫اﻟﻒ‬
A.4.1.2 Many satisfactory designs are possible
when sound engineering judgment is used in their
development. Three designs are referred to in this
appendix on the basis of their satisfactory longterm performance. For smaller tanks, foundations
can consist of compacted crushed stone,
screenings, fine gravel, clean sand, or similar
material placed directly on virgin soil. Any
unstable material must be removed, and any
replacement material must be thoroughly
compacted. Two recommended designs that
include ringwalls are illustrated in Figures A-1
and A-2 and described in A.4.2 and A.4.3.
A.4.2 Earth foundations with a concrete
ringwall
A.4.2.1 Large tanks, tanks with heavy or tall
shells and/or self-supported roofs impose a
substantial load on the foundation under the shell.
This is particularly important with regard to shell
distortion in floating-roof tanks. When there is
some doubt whether a foundation will be able to
carry the shell load directly, a concrete ringwall
foundation should be used. As an alternative to
the concrete ringwall noted in this section, a
crushed stone ringwall (see A.4.3) may be used. A
foundation with a concrete ringwall has the
following advantages:
‫ ﻣﺨﺎزن ﺑﺎ ﭘﻮﺳﺘﻪ ﻫﺎي ﺳﻨﮕﻴﻦ ﻳﺎ‬،‫ ﻣﺨﺎزن ﺑﺰرگ‬1-2-4-‫اﻟﻒ‬
‫ ﺑﺎرﻫﺎي ﻗﺎﺑﻞ ﺗﻮﺟﻬﻲ ﺑﻪ ﺷﺎﻟﻮده‬،‫ﺑﻠﻨﺪ و ﻳﺎ ﺳﻘﻔﻬﺎي ﺧﻮد اﻳﺴﺘﺎ‬
‫ اﻳﻦ اﻣﺮ ﺑﺨﺼﻮص در ﻣﻮرد ﭘﻴﭽﻴﺪن‬.‫زﻳﺮ ﭘﻮﺳﺘﻪ وارد ﻣﻲ ﻛﻨﻨﺪ‬
‫ در‬.‫ﭘﻮﺳﺘﻪ در ﻣﺨﺎزن ﺳﻘﻒ ﺷﻨﺎور اﻫﻤﻴﺖ وﻳﮋهاي دارد‬
‫ﻣﻮاردﻳﻜﻪ ﺗﻮاﻧﺎﻳﻲ ﺷﺎﻟﻮده در ﺣﻤﻞ ﻣﺴﺘﻘﻴﻢ ﺑﺎر ﭘﻮﺳﺘﻪ ﻣﻮرد‬
‫ﺗﺮدﻳﺪ اﺳﺖ ﺑﺎﻳﺪ از ﻳﻚ ﺷﺎﻟﻮده ﺑﺎ دﻳﻮاره ﺑﺘﻨﻲ ﭘﻴﺮاﻣﻮﻧﻲ اﺳﺘﻔﺎده‬
‫ ﺑﻌﻨﻮان ﻳﻚ ﺟﺎﻳﮕﺰﻳﻦ ﺑﺠﺎي دﻳﻮار ﺑﺘﻨﻲ ﺣﻠﻘﻮي ﻣﺬﻛﻮر در‬.‫ﺷﻮد‬
3-4-‫اﻳﻦ ﺑﺨﺶ از دﻳﻮار ﺣﻠﻘﻮي ﺳﻨﮓ ﺷﻜﺴﺘﻪ )ﺑﻪ ﺑﻨﺪ اﻟﻒ‬
‫ ﺷﺎﻟﻮده ﺑﺎ دﻳﻮار ﺣﻠﻘﻮي‬.‫ﻣﺮاﺟﻌﻪ ﺷﻮد( ﻧﻴﺰ ﻣﻲﺗﻮان اﺳﺘﻔﺎده ﻛﺮد‬
:‫ﺑﺘﻨﻲ داراي اﻣﺘﻴﺎزات زﻳﺮ اﺳﺖ‬
a. It provides better distribution of the
concentrated load of the shell to produce a
more nearly uniform soil loading under the
tank.
‫ ﺑﺎرﻫﺎي ﻣﺘﻤﺮﻛﺰ ﭘﻮﺳﺘﻪ را ﺑﻪ ﻣﻨﻈﻮر اﻳﺠﺎد ﺑﺎرﮔﺬاري‬-‫اﻟﻒ‬
.‫ ﺑﻬﺘﺮ ﺗﻮزﻳﻊ ﻣﻲﻛﻨﺪ‬،‫ﺗﻘﺮﻳﺒـــﺎً ﻳﻜﻨﻮاﺧﺖ ﺧﺎك زﻳﺮ ﻣﺨﺰن‬
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‫ب‪ -‬ﻳﻚ ﺳﻄﺢ ﺗﺮاز و ﻣﺤﻜﻢ را ﺑﺮاي ﺳﺎﺧﺖ ﭘﻮﺳﺘﻪ ﻓﺮاﻫﻢ‬
‫‪b. It provides a level, solid starting plane for‬‬
‫‪construction of the shell.‬‬
‫ج‪ -‬وﺳﻴﻠﻪ ﺑﻬﺘﺮي ﺑﺮاي ﺗﺮاز ﻛﺮدن ﺑﺴﺘﺮ ﻣﺨﺰن ﻓﺮاﻫﻢ‬
‫‪c. It provides a better means of leveling the‬‬
‫‪tank grade, and it is capable of preserving its‬‬
‫‪contour during construction.‬‬
‫د‪ -‬ﺧﺎﻛﺮﻳﺰي زﻳﺮ ﻣﺨﺰن را ﺣﻔﻆ ﻛﺮده و ﻣﺎﻧﻊ از اﺗﻼف‬
‫‪d. It retains the fill under the tank bottom and‬‬
‫‪prevents loss of material as a result of erosion.‬‬
‫ﻣﻲﺳﺎزد‪.‬‬
‫ﺳﺎﺧﺘﻪ و ﺧﻂ ﺗﺮاز آن را در ﺣﻴﻦ ﺳﺎﺧﺖ ﺣﻔﻆ ﻣﻲﻛﻨﺪ‪.‬‬
‫ﻣﺼﺎﻟﺢ ﺑﻪ دﻟﻴﻞ ﻓﺮﺳﺎﻳﺶ ﻣﻲﺷﻮد‪.‬‬
‫‪e. It minimizes moisture under the tank.‬‬
‫ه ‪ -‬رﻃﻮﺑﺖ زﻳﺮ ﻣﺨﺰن را ﺣﺪاﻗﻞ ﻣﻲﺳﺎزد‪.‬‬
‫‪A disadvantage of concrete ringwalls is that they‬‬
‫‪may not smoothly conform to differential‬‬
‫‪settlements. This disadvantage may lead to high‬‬
‫‪bending stresses in the bottom plates adjacent to‬‬
‫‪the ringwall.‬‬
‫ﻳﻜﻲ از ﻣﻌﺎﻳﺐ دﻳﻮارﻫﺎي ﺑﺘﻨﻲ ﭘﻴﺮاﻣﻮﻧﻲ آن اﺳﺖ ﻛﻪ ﻧﻤﻲﺗﻮاﻧﻨﺪ‬
‫ﺑﻪ آراﻣﻲ ﺧﻮد را ﺑﺎ ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ ﺗﻄﺒﻴﻖ دﻫﻨﺪ‪.‬‬
‫اﻳﻦ ﻋﻴﺐ ﻣﻲﺗﻮاﻧﺪ ﻣﻨﺠﺮ ﺑﻪ ﺗﻨﺸﻬﺎي ﺧﻤﺸﻲ ﺑﺎﻻ در ورﻗﻬﺎي‬
‫ﻛﻒ ﻣﺠﺎور دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ ﺷﻮد‪.‬‬
‫ﻣﺮز ﺧﺎرﺟﻲ ﭘﻮﺳﺘﻪ ﻣﺨﺰن‬
‫ﻣﺤﻮر ﻣﺮﻛﺰي دﻳﻮار‬
‫ﭘﻴﺮاﻣﻮﻧﻲ و ورق ﭘﻮﺳﺘﻪ‬
‫ﺳﻄﺢ آﺳﻔﺎﻟﺘﻲ اﺷﺒﺎع‬
‫ﺷﺪه )اﺧﺘﻴﺎري( ﺑﻪ‬
‫ﺿﺨﺎﻣﺖ ‪ 13‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫ﻗﻄﺮ اﺳﻤﻲ ﻣﺨﺰن ‪T+‬‬
‫ﭘﻼن دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ ﺑﺘﻨﻲ‬
‫ﺣﺪاﻗﻞ ‪ 75‬ﻣﻴﻠﻴﻤﺘﺮ ﻣﺎﺳﻪ ﺷﺴﺘﻪ ﻛﻮﺑﻴﺪه‬
‫ﺷﻴﺐ‬
‫ﺷﻦ درﺷﺖ داﻧﻪ ﻳﺎ ﺳﻨﮓ‬
‫ﺷﻜﺴﺘﻪ‬
‫ﻣﺼﺎﻟﺢ ﻧﺎﻣﻨﺎﺳﺐ ﺧﺎرج و ﺗﻮﺳﻂ‬
‫ﺧﺎﻛﺮﻳﺰي ﻣﻨﺎﺳﺐ ﺟﺎﻳﮕﺰﻳﻦ ﺷﺪه و‬
‫ﺳﭙﺲ ﻛﺎﻣﻼً ﻛﻮﺑﻴﺪه ﺷﻮد‬
‫ﻫﺮه ﺧﺎﻛﺮﻳﺰ در ﺻﻮرﺗﻲ ﻛﻪ ﺗﺮاز‬
‫ﭘﻴﺮاﻣﻮﻧﻲ ﭘﺎﻳﻴﻦ ﺑﺎﺷﺪ‬
‫)‪Fig. A-1 -FOUNDATION WITH CONCRETE RINGWALL (TYPICAL‬‬
‫ﺷﻜﻞ اﻟﻒ‪ -1-‬ﺷﺎﻟﻮده ﺑﺎ دﻳﻮار ﺑﺘﻨﻲ ﭘﻴﺮاﻣﻮﻧﻲ )ﻣﻌﻤﻮل(‬
‫‪Notes:‬‬
‫ﻳﺎدآوري ﻫﺎ‪:‬‬
‫‪ (1‬ﺑﺮاي اﻟﺰاﻣﺎت آرﻣﺎﺗﻮرﮔﺬاري ﺑﻪ ﺑﻨﺪ اﻟﻒ‪ 3-2-4-‬ﻣﺮاﺟﻌﻪﺷﻮد‪.‬‬
‫‪1. See A.4.2.3 for requirements for reinforcement.‬‬
‫‪2. The top of the concrete ringwall shall be‬‬
‫‪smooth and level. The concrete strength shall be‬‬
‫‪at least 20 MPa after 28 days. Reinforcement‬‬
‫‪ (2‬روي دﻳﻮار ﺑﺘﻨﻲ ﺣﻠﻘﻮي ﺑﺎﻳﺪ ﺻﺎف و ﺗﺮاز ﺑﺎﺷﺪ‪ .‬ﻣﻘﺎوﻣﺖ‬
‫‪ 28‬روزه ﺑﺘﻦ ﺑﺎﻳﺪ ﺣﺪاﻗﻞ ‪ 20‬ﻣﮕﺎﭘﺎﺳﻜﺎل ﺑﺎﺷﺪ‪ .‬وﺻﻠﻪﻫﺎي‬
‫‪41‬‬
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‫آرﻣﺎﺗﻮرﻫﺎ ﻧﺒﺎﻳﺪ در ﻛﻨﺎر ﻫﻢ ﺑﺎﺷﺪ و ﻫﻤﭙﻮﺷﺎﻧﻲ ﻻزم ﺑﺮاي آﻧﻬﺎ‬
‫اﻳﺠﺎد ﺷﻮد ﺗﺎ ﺣﺪاﻛﺜﺮ ﻣﻘﺎوﻣﺖ وﺻﻠﻪ ﺗﺄﻣﻴﻦ ﺷﻮد‪ .‬در ﺻﻮرﺗﻴﻜﻪ‬
‫ﺟﺎﺑﺠﺎﻳﻲ ﻫﻤﭙﻮﺷﺎﻧﻲ آرﻣﺎﺗﻮرﻫﺎ اﻣﻜﺎن ﭘﺬﻳﺮ ﻧﺒﺎﺷﺪ ﺑﺮاي اﻟﺰاﻣﺎت‬
‫ﺗﻜﻤﻴﻠﻲ ﺑﻪ آﻳﻴﻦ ﻧﺎﻣﻪ ‪ ACI 318‬ﻣﺮاﺟﻌﻪ ﺷﻮد‪.‬‬
‫‪splices must be staggered and shall be lapped to‬‬
‫‪develop full strength in the bond. If staggering of‬‬
‫‪laps is not possible, refer to ACI 318 for‬‬
‫‪additional development requirements.‬‬
‫‪ (3‬دﻳﻮارﻫﺎي ﭘﻴﺮاﻣﻮﻧﻲ ﺑﺎ ﻋﺮض ﺑﻴﺶ از ‪ 300‬ﻣﻴﻠﻴﻤﺘﺮ ﺑﺎﻳﺪ در‬
‫‪3. Ringwalls that exceed 300 mm in width shall‬‬
‫‪have rebars distributed on both faces.‬‬
‫‪ (4‬ﺑﺮاي ﻣﻼﺣﻈﻪ ﻣﻮﻗﻌﻴﺖ ﻗﺮار ﮔﻴﺮي ﭘﻮﺳﺘﻪ ﻣﺨﺰن روي دﻳﻮار‬
‫‪4. See A.4.2.2 for the position of the tank shell on‬‬
‫‪the ringwall.‬‬
‫ﻫﺮ دو وﺟﻪ آرﻣﺎﺗﻮرﮔﺬاري ﺷﻮﻧﺪ‪.‬‬
‫ﭘﻴﺮاﻣﻮﻧﻲ ﺑﻪ ﺑﻨﺪ اﻟﻒ‪ 2-2-4-‬ﻣﺮاﺟﻌﻪ ﺷﻮد‪.‬‬
‫ﺷﻴﺐ ﺑﺎﻻي دﻳﻮار ﺣﻠﻘﻮي‬
‫دور از ﻣﺨﺰن‪ ،‬اﮔﺮ روﺳﺎزي‬
‫ﺷﺪه ﺑﺎﺷﺪ‪.‬‬
‫ﺣﺪاﻗﻞ ‪ 75‬ﻣﻴﻠﻴﻤﺘﺮ‬
‫ﻣﺎﺳﻪ ﺷﺴﺘﻪ ﻛﻮﺑﻴﺪه‬
‫ﺳﻨﮓ ﺷﻜﺴﺘﻪ ﻳﺎ ﺷﻦ‬
‫ﺧﺎﻛﺮﻳﺰ ﻛﺎﻣﻼً ﻛﻮﺑﻴﺪه از ﺷﻦ رﻳﺰ‪ ،‬ﻣﺎﺳﻪ‬
‫درﺷﺖ ﻳﺎ ﺳﺎﻳﺮ ﻣﺼﺎﻟﺢ ﭘﺎﻳﺪار‬
‫‪Fig. A-2-FOUNDATION WITH CRUSHED STONE RINGWALL‬‬
‫ﺷﻜﻞ اﻟﻒ‪ -2-‬ﺷﺎﻟﻮده ﺑﺎ دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ ﺳﻨﮓ ﺷﻜﺴﺘﻪ‬
‫‪Note:‬‬
‫‪Any unsuitable material shall be removed and‬‬
‫‪replaced with suitable fill; the fill shall then be‬‬
‫‪thoroughly compacted.‬‬
‫ﻳﺎدآوري‪:‬‬
‫ﻫﺮﮔﻮﻧﻪ ﻣﺼﺎﻟﺢ ﻧﺎﻣﻨﺎﺳﺐ ﺑﺎﻳﺪ ﺧﺎرج و ﺑﺎ ﺧﺎﻛﺮﻳﺰي ﻣﻨﺎﺳﺐ‬
‫ﺟﺎﻳﮕﺰﻳﻦ ﺷﺪه و ﺳﭙﺲ ﻛﺎﻣﻼً ﻛﻮﺑﻴﺪه ﺷﻮﻧﺪ‪.‬‬
‫‪A.4.2.2 When a concrete ringwall is designed, it‬‬
‫‪shall be proportioned so that the allowable soil‬‬
‫‪bearing is not exceeded. The ringwall shall not be‬‬
‫‪less than 300 mm thick. The centerline diameter‬‬
‫‪of the ringwall should equal the nominal diameter‬‬
‫‪of the tank; however, the ringwall centerline may‬‬
‫‪vary if required to facilitate the placement of‬‬
‫‪anchor bolts or to satisfy soil bearing limits for‬‬
‫‪seismic loads or excessive uplift forces. The depth‬‬
‫‪of the wall will depend on local conditions, but‬‬
‫‪the depth must be sufficient to place the bottom of‬‬
‫اﻟﻒ‪ 2-2-4-‬در ﻣﻮاردﻳﻜﻪ ﻳﻚ دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ ﺑﺘﻨﻲ ﻃﺮاﺣﻲ‬
‫ﻣﻲﺷﻮد‪ ،‬ﻧﺴﺒﺘﻬﺎي اﺑﻌﺎدي ﺑﺎﻳﺪ ﺑﻪ ﮔﻮﻧﻪاي ﺑﺎﺷﺪ ﻛﻪ از ﺑﺎرﺑﺮي‬
‫ﻣﺠﺎز ﺧﺎك ﻓﺮاﺗﺮ ﻧﺮود‪ .‬دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ ﻧﺒﺎﻳﺪ ﺿﺨﺎﻣﺘﻲ ﻛﻤﺘﺮ از‬
‫‪ 300‬ﻣﻴﻠﻴﻤﺘﺮ داﺷﺘﻪ ﺑﺎﺷﺪ‪ .‬ﻗﻄﺮ ﻣﺤﻮر ﻣﺮﻛﺰي دﻳﻮار ﺣﻠﻘﻮي‬
‫ﺑﺎﻳﺪ ﻣﺴﺎوي ﺑﺎ ﻗﻄﺮ اﺳﻤﻲ ﻣﺨﺰن ﺑﺎﺷﺪ‪ .‬ﺑﺎ اﻳﻦ ﺣﺎل ﻣﺤﻮر‬
‫ﻣﺮﻛﺰي دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ ﻣﻲﺗﻮاﻧﺪ در ﺻﻮرت ﻧﻴﺎز ﺑﺮاي ﺳﻬﻮﻟﺖ‬
‫ﻗﺮارﮔﻴﺮي ﻣﻴﻞ ﻣﻬﺎرﻫﺎ ﻳﺎ ﺑﺮآورده ﻛﺮدن ﻣﺤﺪودﻳﺘﻬﺎي ﺑﺎرﺑﺮي‬
‫ﺧﺎك ﺑﺮاي ﺑﺎرﻫﺎي ﻟﺮزهاي ﻳﺎ ﻧﻴﺮوﻫﺎي اﺿﺎﻓﻲ ﺑﺮﻛﻨﺶ ﺗﻐﻴﻴﺮ‬
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the ringwall below the anticipated frost
penetration and within the specified bearing strata.
As a minimum, the bottom of the ringwall, if
founded on soil, shall be located 0.6 m below the
lowest adjacent finish grade. Tank foundations
must be constructed within the tolerances
specified in clause 5.5.5 of API 650. Recesses
shall be provided in the wall for flush type
cleanouts, draw off sumps, and any other
appurtenances that require recesses.
‫ اﻣﺎ ارﺗﻔﺎع ﺑﺎﻳﺪ‬،‫ ارﺗﻔﺎع دﻳﻮار واﺑﺴﺘﻪ ﺑﻪ ﺷﺮاﻳﻂ ﻣﺤﻠﻲ اﺳﺖ‬.‫ﻛﻨﺪ‬
‫ﺑﻪ ﻗﺪري ﺑﺎﺷﺪ ﻛﻪ زﻳﺮ دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ در زﻳﺮ ﻋﻤﻖ ﻳﺨﺒﻨﺪان و‬
‫ زﻳﺮ دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ اﺟﺮا‬،‫ ﺑﻌﻨﻮان ﺣﺪاﻗﻞ‬.‫در ﻻﻳﻪ ﺑﺎرﺑﺮ ﻗﺮار ﮔﻴﺮد‬
‫ ﻣﺘﺮ ﭘﺎﻳﻴﻦﺗﺮ از ﻛﻒ ﺗﻤﺎم ﺷﺪه ﻣﺠﺎور‬0/6 ‫ﺷﺪه روي ﺧﺎك ﺑﺎﻳﺪ‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﺨﺎزن ﺑﺎﻳﺪ ﻃﺒﻖ روادارﻳﻬﺎي ﻣﺸﺨﺺ‬.‫ﻗﺮار ﮔﻴﺮد‬
.‫ اﺟﺮا ﺷﻮﻧﺪ‬API 650 ‫ اﺳﺘﺎﻧﺪارد‬5.5.5 ‫ﺷﺪه در ﺑﻨﺪ‬
‫ ﻣﺠﺮاي ﺧﺮوﺟﻲ‬،‫ﺗﻮرﻓﺘﮕﻲﻫﺎي ﻻزم ﺑﺮاي درﻳﭽﻪ ﺷﺴﺘﺸﻮ‬
،‫ﺣﻮﺿﭽﻪ ﺗﻪﻧﺸﻴﻨﻲ و ﺳﺎﻳﺮ ﻣﺘﻌﻠﻘﺎت ﻛﻪ ﺑﻪ ﺗﻮ رﻓﺘﮕﻲ ﻧﻴﺎز دارﻧﺪ‬
.‫ﺑﺎﻳﺪ ﺗﻌﺒﻴﻪ ﺷﻮﻧﺪ‬
A.4.2.3 A ringwall should be reinforced against
temperature changes and shrinkage and reinforced
to resist the lateral pressure of the confined fill
with its surcharge from product loads. ACI 318 is
recommended for design stress values, material
specifications, and rebar development and cover.
The following items concerning a ringwall shall
be considered:
a. The ringwall shall be reinforced to resist the
direct hoop tension resulting from the lateral
earth pressure on the ringwall’s inside face.
Unless substantiated by proper geotechnical
analysis, the lateral earth pressure shall be
assumed to be at least 50% of the vertical
pressure due to fluid and soil weight. If a
granular backfill is used, a lateral earth
pressure coefficient of 30% may be used.
‫ دﻳﻮار ﺣﻠﻘﻮي ﺑﺎﻳﺪ در ﻣﻘﺎﺑﻞ ﺗﻐﻴﻴﺮات ﺣﺮارﺗﻲ و‬3-2-4-‫اﻟﻒ‬
‫ﺟﻤﻊ ﺷﺪﮔﻲ و ﻓﺸﺎر ﺟﺎﻧﺒﻲ ﺧﺎﻛﺮﻳﺰي ﻣﺤﺼﻮر ﺷﺪه ﻫﻤﺮاه ﺑﺎ‬
.‫ﺳﺮﺑﺎر ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي ﻣﻮاد داﺧﻞ ﻣﺨﺰن آرﻣﺎﺗﻮرﮔﺬاري ﺷﻮد‬
‫ ﻣﺸﺨﺼﺎت‬،‫ ﺑﺮاي ﻣﻘﺎدﻳﺮ ﺗﻨﺶ ﻃﺮاﺣﻲ‬ACI 318 ‫اﺳﺘﺎﻧﺪارد‬
‫ﻣﺼﺎﻟﺢ و ﻃﻮل اﺿﺎﻓﻲ ﻣﻴﻠﮕﺮد و ﭘﻮﺷﺶ روي آن ﺗﻮﺻﻴﻪ‬
‫ ﻣﻮارد زﻳﺮ در ﻣﻮرد دﻳﻮارﻫﺎي ﭘﻴﺮاﻣﻮﻧﻲ ﺑﺎﻳﺪ ﻣﺪﻧﻈﺮ‬.‫ﻣﻲﺷﻮد‬
:‫ﻗﺮارﮔﻴﺮد‬
‫ دﻳﻮار ﺣﻠﻘﻮي ﺑﺎﻳﺪ ﺑﺮاي ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ ﻛﺸﺸﻬﺎي‬-‫اﻟﻒ‬
‫ﻣﺴﺘﻘﻴﻢ داﻳﺮهاي ﻧﺎﺷﻲ از ﻓﺸﺎر ﺟﺎﻧﺒﻲ ﺧﺎك روي وﺟﻪ‬
‫ ﺑﻪ ﺟﺰ ﻣﻮاردﻳﻜﻪ‬.‫داﺧﻠﻲ دﻳﻮار ﺣﻠﻘﻮي آرﻣﺎﺗﻮرﮔﺬاري ﺷﻮد‬
‫ﺗﻮﺳﻂ ﺗﺤﻠﻴﻞ ژﺋﻮﺗﻜﻨﻴﻜﻲ ﻣﻨﺎﺳﺐ ﻓﺸﺎر ﺟﺎﻧﺒﻲ ﺧﺎك‬
‫ درﺻﺪ ﻓﺸﺎر‬50 ‫ در ﺳﺎﻳﺮ ﻣﻮارد ﺣﺪاﻗﻞ‬،‫ﺗﺨﻤﻴﻦ زده ﻣﻲﺷﻮد‬
‫ﻗﺎﺋﻢ ﻧﺎﺷﻲ از وزن ﺳﻴﺎل و ﺧﺎك را ﺑﺎﻳﺪ روي دﻳﻮار ﻣﻨﻈﻮر‬
‫ در ﺻﻮرت اﺳﺘﻔﺎده از ﻣﺼﺎﻟﺢ ﭘﺮﻛﻨﻨﺪه داﻧﻪاي ﺿﺮﻳﺐ‬.‫ﻛﺮد‬
.‫ درﺻﺪ ﻓﺮض ﺷﻮد‬30 ‫ﻓﺸﺎر ﺟﺎﻧﺒﻲ ﻣﻲﺗﻮاﻧﺪ‬
b. The ringwall shall be reinforced to resist the
bending moment resulting from the uniform
moment load. The uniform moment load shall
account for the eccentricities of the applied
shell and pressure loads relative to the centroid
of the resulting soil pressure. The pressure load
is due to the fluid pressure on the horizontal
projection of the ringwall inside the shell.
‫ دﻳﻮار ﺣﻠﻘﻮي ﺑﺎﻳﺪ در ﻣﻘﺎﺑﻞ ﻟﻨﮕﺮ ﺧﻤﺸﻲ ﻧﺎﺷﻲ از‬-‫ب‬
c. The ringwall shall be reinforced to resist the
bending and torsion moments resulting from
lateral, wind, or seismic loads applied
eccentrically to it. A rational analysis, which
includes the effect of the foundation stiffness,
shall be used to determine these moments and
soil pressure distributions.
‫ دﻳﻮار ﺣﻠﻘﻮي ﺑﺎﻳﺪ در ﻣﻘﺎﺑﻞ ﻟﻨﮕﺮﻫﺎي ﺧﻤﺸﻲ و‬-‫ج‬
‫ ﻟﻨﮕﺮ ﺑﺎر‬.‫ آرﻣﺎﺗﻮرﮔﺬاري ﺷﻮد‬،‫ﻟﻨﮕﺮ ﺑﺎرﮔﺬاري ﻳﻜﻨﻮاﺧﺖ‬
‫ﻳﻜﻨﻮاﺧﺖ ﺑﺎﻳﺪ ﺟﻮاﺑﮕﻮي ﺧﺮوج از ﻣﺮﻛﺰﻳﺖ ﭘﻮﺳﺘﻪ و ﻓﺸﺎر‬
‫ ﺑﺎر ﻓﺸﺎري ﻧﺎﺷﻲ از‬.‫واﺑﺴﺘﻪ ﺑﻪ ﻣﺮﻛﺰ ﺛﻘﻞ ﻓﺸﺎر ﺧﺎك ﺑﺎﺷﺪ‬
‫ﻓﺸﺎر ﺳﻴﺎل روي ﺗﺼﻮﻳﺮ اﻓﻘﻲ دﻳﻮار ﺣﻠﻘﻮي در ﺟﻬﺖ داﺧﻞ‬
.‫ﭘﻮﺳﺘﻪ ﻣﻲﺑﺎﺷﺪ‬
‫ ﺑﺎد ﻳﺎ ﺑﺎرﻫﺎي ﻟﺮزهاي ﺧﺎرج‬،‫ﭘﻴﭽﺸﻲ ﻧﺎﺷﻲ از ﺑﺎرﻫﺎي ﺟﺎﻧﺒﻲ‬
‫ ﻳﻚ ﺗﺤﻠﻴﻞ ﻣﻨﻄﻘﻲ ﻛﻪ ﺷﺎﻣﻞ‬.‫از ﻣﺮﻛﺰ آرﻣﺎﺗﻮرﮔﺬاري ﺷﻮد‬
‫ﺗﺄﺛﻴﺮ ﺳﺨﺘﻲ ﺷﺎﻟﻮده اﺳﺖ ﺑﻤﻨﻈﻮر ﺗﻌﻴﻴﻦ ﺗﻮزﻳﻊ اﻳﻦ ﻟﻨﮕﺮﻫﺎ‬
.‫و ﻓﺸﺎر ﺧﺎك ﺑﺎﻳﺪ اﻧﺠﺎم ﺷﻮد‬
d. The total hoop steel area required to resist
the loads noted above shall not be less than the
area required for temperature changes and
shrinkage. The hoop steel area required for
temperature changes and shrinkage is 0.0025
times the vertical cross-sectional area of the
‫ ﻛﻞ ﺳﻄﺢ آرﻣﺎﺗﻮر ﺣﻠﻘﻮي ﻻزم ﺟﻬﺖ ﻣﻘﺎﺑﻠﻪ ﺑﺎ ﺑﺎرﻫﺎي‬-‫د‬
‫ذﻛﺮ ﺷﺪه ﻧﺒﺎﻳﺪ ﻛﻤﺘﺮ از ﺳﻄﺢ ﻣﻮرد ﻧﻴﺎز ﺟﻬﺖ اﻓﺖ و‬
‫ ﺳﻄﺢ آرﻣﺎﺗﻮر ﺣﻠﻘﻮي ﻻزم ﺑﺮاي ﺗﻐﻴﻴﺮات‬.‫ﺣﺮارت ﺑﺎﺷﺪ‬
‫ ﺑﺮاﺑﺮ ﺳﻄﺢ ﻣﻘﻄﻊ ﻗﺎﺋﻢ دﻳﻮار‬0/0025 ‫ﺣﺮارت و اﻓﺖ‬
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ringwall or the minimum reinforcement for
walls called for in ACI 318, Chapter 14.
14 ‫ﭘﻴﺮاﻣﻮﻧﻲ ﻳﺎ ﺣﺪاﻗﻞ آرﻣﺎﺗﻮر ﺑﺮاي دﻳﻮارﻫﺎ ﻣﻄﺎﺑﻖ ﻓﺼﻞ‬
e. For ringwalls, the vertical steel area required
for temperature changes and shrinkage is
0.0015 times the horizontal cross-sectional
area of the ringwall or the minimum
reinforcement for walls called for in ACI 318,
Chapter 14.
Additional vertical steel may be required for
uplift or torsional resistance. If the ring
foundation is wider than its depth, the design
shall consider its behavior as an annular slab
with flexure in the radial direction.
Temperature and shrinkage reinforcement shall
meet the ACI 318 provisions for slabs. (See
ACI 318, Chapter 7.)
‫ آرﻣﺎﺗﻮر ﻗﺎﺋﻢ ﻣﻮرد ﻧﻴﺎز ﺑﺮاي‬،‫ ﺑﺮاي دﻳﻮارﻫﺎي ﺣﻠﻘﻮي‬- ‫ﻫ‬
.‫ ﺑﺎﺷﺪ‬ACI 318 ‫اﺳﺘﺎﻧﺪارد‬
‫ ﺑﺮاﺑﺮ ﺳﻄﺢ ﻣﻘﻄﻊ اﻓﻘﻲ‬0/0015 ‫ﺗﻐﻴﻴﺮات ﺣﺮارت و اﻓﺖ‬
‫دﻳﻮار ﭘﻴﺮاﻣﻮﻧﻲ ﻳﺎ ﺣﺪاﻗﻞ آرﻣﺎﺗﻮر ﺑﺮاي دﻳﻮارﻫﺎ ﻃﺒﻖ ﻓﺼﻞ‬
.‫ ﻣﻲﺑﺎﺷﺪ‬ACI 318 ‫ اﺳﺘﺎﻧﺪارد‬14
‫ﻓﻮﻻد ﻗﺎﺋﻢ اﺿﺎﻓﻲ ﻧﻴﺰ ﻣﻤﻜﻦ اﺳﺖ ﺑﺮاي ﻣﻘﺎوﻣﺖ در ﺑﺮاﺑﺮ‬
‫ در ﺻﻮرﺗﻴﻜﻪ ﻋﺮض دﻳﻮار‬.‫ﺑﺮﻛﻨﺶ ﻳﺎ ﭘﻴﭽﺶ ﻧﻴﺎز ﺑﺎﺷﺪ‬
‫ در ﻃﺮاﺣﻲ ﺑﺎﻳﺪ‬،‫ﭘﻴﺮاﻣﻮﻧﻲ ﺑﻴﺸﺘﺮ از ﻋﻤﻖ آن ﺑﺎﺷﺪ‬
‫ﻣﻼﺣﻈﺎت رﻓﺘﺎر دال ﻣﺤﻴﻄﻲ ﻫﻤﺮاه ﺑﺎ ﺧﻤﺶ در ﺟﻬﺖ‬
‫ آرﻣﺎﺗﻮر اﻓﺖ و ﺣﺮارت ﺑﺎﻳﺪ ﺑﺮ‬.‫ﺷﻌﺎع را ﻣﺪﻧﻈﺮ ﻗﺮار داد‬
.‫ ﺗﻌﻴﻴﻦ ﺷﻮد‬ACI 318 ‫اﺳﺎس ﺿﻮاﺑﻂ داﻟﻬﺎ در اﺳﺘﺎﻧﺪارد‬
.(‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬ACI 318 ‫ اﺳﺘﺎﻧﺪارد‬7 ‫)ﺑﻪ ﻓﺼﻞ‬
460 ‫ در ﻣﻮاردﻳﻜﻪ ﻋﺮض دﻳﻮاره ﭘﻴﺮاﻣﻮﻧﻲ ﺑﻴﺶ از‬-‫و‬
f. When the ringwall width exceeds 460 mm,
using a footing beneath the wall should be
considered. Footings may also be useful for
resistance to uplift forces.
.‫ ﭘﻴﺶ ﺑﻴﻨﻲ ﭘﺎﺷﻨﻪ زﻳﺮ دﻳﻮار ﺿﺮوري اﺳﺖ‬،‫ﻣﻴﻠﻴﻤﺘﺮ اﺳﺖ‬
‫ﭘﺎﺷﻨﻪ ﻫﻤﭽﻨﻴﻦ ﻣﻲﺗﻮاﻧﺪ ﺑﺮاي ﻣﻘﺎﺑﻠﻪ ﺑﺎ ﻧﻴﺮوﻫﺎي ﺑﺮﻛﻨﺶ‬
.‫ﻣﻔﻴﺪ ﺑﺎﺷﺪ‬
g. Structural backfill within and adjacent to
concrete ringwalls and around items such as
vaults, under tank piping, and sumps requires
close field control to maintain settlement
tolerances.
‫ ﺧﺎﻛﺮﻳﺰي ﺳﺎزهاي در داﺧﻞ و ﻣﺠﺎورت دﻳﻮار ﺣﻠﻘﻮي‬-‫ز‬
‫ ﻟﻮﻟﻪ ﻫﺎي زﻳﺮ‬،‫ ﻧﻈﻴﺮ ﮔﺮده ﻣﺎﻫﻲ ﻫﺎ‬،‫ﺑﺘﻨﻲ و اﻃﺮاف اﺟﺰاﻳﻲ‬
‫ و ﺣﻮﺿﭽﻪﻫﺎ ﻧﻴﺎزﻣﻨﺪ ﻛﻨﺘﺮﻟﻬﺎي دﻗﻴﻖ ﻛﺎرﮔﺎﻫﻲ ﺑﻪ‬،‫ﻣﺨﺰن‬
.‫ﻣﻨﻈﻮر رﻋﺎﻳﺖ رواداريﻫﺎي ﻧﺸﺴﺖ ﻣﻲﺑﺎﺷﺪ‬
‫ﺧﺎﻛﺮﻳﺰي ﺑﺎﻳﺪ ﺑﺎ ﻣﺼﺎﻟﺢ داﻧﻪاي ﻣﺘﺮاﻛﻢ ﺷﺪه ﺗﺎ ﭼﮕﺎﻟﻲ و‬
.‫ﺗﺮاﻛﻢ ﻣﻮرد ﻧﻈﺮ ﻃﺒﻖ ﻣﺸﺨﺼﺎت اﺟﺮاي ﺷﺎﻟﻮده اﻧﺠﺎم ﺷﻮد‬
‫ ﺑﺎﻳﺪ آزﻣﻮﻧﻬﺎي ﻛﺎﻓﻲ ﺑﻤﻨﻈﻮر‬،‫ﺑﺮاي ﺳﺎﻳﺮ ﻣﺼﺎﻟﺢ ﺧﺎﻛﺮﻳﺰي‬
‫ﺗﺄﻳﻴﺪ ﻣﺼﺎﻟﺢ از ﻧﻈﺮ ﻣﻘﺎوﻣﺖ ﻛﺎﻓﻲ و ﺑﺎ ﺣﺪاﻗﻞ ﻧﺸﺴﺖ اﻧﺠﺎم‬
.‫ﺷﻮد‬
Backfill should be granular material
compacted to the density and compacting as
specified in the foundation construction
specifications. For other backfill materials,
sufficient tests shall be conducted to verify that
the material has adequate strength and will
undergo minimal settlement.
A.4.3 Earth foundations with a crushed stone
and gravel ringwall
‫ ﺷﺎﻟﻮدهﻫﺎي ﺧﺎﻛﻲ ﺑﺎ دﻳﻮار ﺣﻠﻘﻮي از ﺟﻨﺲ‬3-4-‫اﻟﻒ‬
‫ﺳﻨﮓ ﺷﻜﺴﺘﻪ و ﺷﻦ‬
A.4.3.1 A crushed stone or gravel ringwall will
provide adequate support for high loads imposed
by a shell. A foundation with a crushed stone or
gravel ringwall has the following advantages:
‫ دﻳﻮار ﺣﻠﻘﻮي از ﺳﻨﮓ ﺷﻜﺴﺘﻪ ﻳﺎ ﺷﻦ ﻣﻲﺗﻮاﻧﺪ‬1-3-4-‫اﻟﻒ‬
a. It provides better distribution of the
concentrated load of the shell to produce a more
nearly uniform soil loading under the tank.
‫ ﺗﻮزﻳﻊ ﺑﻬﺘﺮ ﺑﺎرﻫﺎي ﻣﺘﻤﺮﻛﺰ ﭘﻮﺳﺘﻪ را ﺑﻤﻨﻈﻮر ﺑﺎرﮔﺬاري‬-‫اﻟﻒ‬
b. It provides a means of leveling the tank grade,
and it is capable of preserving its contour during
construction.
‫ وﺳﻴﻠﻪاي ﺑﺮاي ﺗﺮاز ﻛﺮدن ﺳﻄﺢ زﻳﺮ ﻣﺨﺰن و ﺗﻮاﻧﺎﻳﻲ ﺣﻔﻆ‬-‫ب‬
c. It retains the fill under the tank bottom and
prevents loss of material as a result of erosion.
‫ ﺑﺎﻋﺚ ﻧﮕﻬﺪاﺷﺘﻦ ﺧﺎﻛﺮﻳﺰي زﻳﺮ ﻣﺨﺰن ﺷﺪه و ﻣﺎﻧﻊ از اﺗﻼف‬-‫ج‬
‫ﺗﻜﻴﻪﮔﺎﻫﻲ ﻛﺎﻓﻲ ﺑﺮاي ﺑﺎرﻫﺎي ﺳﻨﮕﻴﻦ وارده ﺗﻮﺳﻂ ﭘﻮﺳﺘﻪ‬
‫ ﺷﺎﻟﻮده ﺑﺎ دﻳﻮاره ﺣﻠﻘﻮي از ﺟﻨﺲ ﺳﻨﮓ ﺷﻜﺴﺘﻪ‬.‫ﻣﺨﺰن ﺑﺎﺷﺪ‬
:‫ﻳﺎ ﺷﻦ داراي ﻣﺰاﻳﺎي زﻳﺮ اﺳﺖ‬
.‫ﺗﻘﺮﻳﺒﺎً ﻳﻜﻨﻮاﺧﺖ زﻳﺮ ﻣﺨﺰن ﻓﺮاﻫﻢ ﻣﻲ ﻧﻤﺎﻳﺪ‬
.‫ﺧﻂ ﺗﺮاز آن در ﻫﻨﮕﺎم اﺟﺮا را ﻓﺮاﻫﻢ ﻣﻲﻧﻤﺎﻳﺪ‬
.‫ﻣﺼﺎﻟﺢ ﺑﻪ دﻟﻴﻞ ﻓﺮﺳﺎﻳﺶ ﻣﻲﺷﻮد‬
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
d. It can more smoothly accommodate differential
settlement because of its flexibility.
A disadvantage of the crushed stone or gravel
ringwall is that it is more difficult to construct it
to close tolerances and achieve a flat, level plane
for construction of the tank shell.
IPS-E-CE-120(1)
‫ ﺑﻪ دﻟﻴﻞ اﻧﻌﻄﺎف ﭘﺬﻳﺮي ﻣﻲﺗﻮاﻧﺪ ﺧﻮد را ﺑﻪ آراﻣﻲ ﺑﺎ‬-‫د‬
‫ از ﻣﻌﺎﻳﺐ دﻳﻮار‬.‫ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮ ﻳﻜﻨﻮاﺧﺖ ﺗﻄﺒﻴﻖ دﻫﺪ‬
‫ﭘﻴﺮاﻣﻮﻧﻲ ﺑﺎ ﺳﻨﮓ ﺷﻜﺴﺘﻪ ﻳﺎ ﺷﻦ آن اﺳﺖ ﻛﻪ اﺟﺮاي آن ﺑﻪ‬
‫ﻧﺤﻮي ﻛﻪ در روادارﻳﻬﺎي ﻣﺠﺎز ﻗﺮار ﮔﻴﺮد و ﺑﻪ ﻳﻚ ﺳﻄﺢ ﺻﺎف‬
.‫ دﺷﻮارﺗﺮ ﻣﻲﺑﺎﺷﺪ‬،‫و ﺗﺮاز ﺑﺮاي اﺟﺮاي ﭘﻮﺳﺘﻪ ﻣﺨﺰن ﺑﺮﺳﺪ‬
A.4.3.2 For crushed stone or gravel ringwalls,
careful selection of design details is necessary to
ensure satisfactory performance. The type of
foundation suggested is shown in Figure A-2.
Significant details include the following:
‫ ﺑﺮاي دﻳﻮارﻫﺎي ﭘﻴﺮاﻣﻮﻧﻲ از ﺳﻨﮓ ﺷﻜﺴﺘﻪ ﻳﺎ‬2-3-4-‫اﻟﻒ‬
‫ﺷﻦ اﻧﺘﺨﺎب دﻗﻴﻖ ﺟﺰﺋﻴﺎت ﻃﺮاﺣﻲ ﺑﻪ ﻣﻨﻈﻮر اﻃﻤﻴﻨﺎن از‬
‫ ﻧﻮع ﺷﺎﻟﻮده ﭘﻴﺸﻨﻬﺎدي در ﺷﻜﻞ‬.‫ﻋﻤﻠﻜﺮد ﻛﺎﻓﻲ ﺿﺮوري اﺳﺖ‬
:‫ ﺟﺰﺋﻴﺎت ﻣﻬﻢ ﺑﻪ ﺷﺮح زﻳﺮ اﺳﺖ‬.‫ ﻧﻤﺎﻳﺶ داده ﺷﺪهاﺳﺖ‬2-‫اﻟﻒ‬
a. The 0.9 m shoulder and berm shall be
protected from erosion by being constructed of
crushed stone or covered with a permanent
paving material.
‫ ﻣﺘﺮي ﺷﻴﺐدار ﺑﺮاي ﺟﻠﻮﮔﻴﺮي‬0/9 ‫ ﻻزم اﺳﺖ ﺷﺎﻧﻪ‬-‫اﻟﻒ‬
b. Care shall be taken during construction to
prepare and maintain a smooth, level surface
for the tank bottom plates.
c. The tank grade shall be constructed to
provide adequate drainage away from the tank
foundation.
d. The tank foundation must be true to the
specified plane within the tolerances specified
in clause 5.5.5 of API 650.
‫ ﻫﻨﮕﺎم اﺟﺮا ﺑﺎﻳﺪ ﺑﺮاي آﻣﺎده ﺳﺎزي و اﻳﺠﺎد ﻳﻚ ﺳﻄﺢ‬-‫ب‬
‫ ﺑﺎ ﺳﻨﮓ ﺷﻜﺴﺘﻪ اﺟﺮا ﺷﻮد و ﻳﺎ ﺑﺎ ﻣﺼﺎﻟﺢ‬،‫از ﻓﺮﺳﺎﻳﺶ‬
.‫ﻣﻨﺎﺳﺐ روﺳﺎزي ﺷﻮد‬
.‫ﺻﺎف ﺗﺮاز ﺑﺮاي ورﻗﻬﺎي ﻛﻒ ﻣﺨﺰن ﺗﻮﺟﻪ ﻻزم اﻋﻤﺎل ﺷﻮد‬
‫ در ﺳﻄﺢ زﻳﺮ ﻣﺨﺰن ﺑﺎﻳﺪ زﻫﻜﺸﻲ ﻛﺎﻓﻲ ﺑﻪ ﺧﺎرج از‬-‫ج‬
.‫ﺷﺎﻟﻮده ﻣﺨﺰن اﺟﺮا ﺷﻮد‬
‫ ﺷﺎﻟﻮده ﻣﺨﺰن ﺑﺎﻳﺪ ﻣﻄﺎﺑﻖ ﺳﻄﺢ ﺗﺮاز ﺗﻌﻴﻴﻦ ﺷﺪه ﺑﺎ‬-‫د‬
‫ اﺳﺘﺎﻧﺪارد‬5.5.5 ‫روادارﻳﻬﺎي ﻣﺸﺨﺺ ﺷﺪه در ﺑﻨﺪ‬
.‫ ﻣﻨﻄﺒﻖ ﺑﺎﺷﺪ‬API 650
A.4.4 Slab foundations
‫ ﺷﺎﻟﻮدهﻫﺎي داﻟﻲ‬4-4-‫اﻟﻒ‬
A.4.4.1 When the soil bearing loads must be
distributed over an area larger than the tank area
or when it is specified by the owner, a reinforced
concrete slab shall be used. Piles beneath the slab
may be required for proper tank support.
‫ در ﻣﻮاردﻳﻜﻪ ﺑﺎرﻫﺎي وارد ﺑﺮ ﺧﺎك ﺑﺎﻳﺪ در ﺳﻄﺢ‬1-4-4-‫اﻟﻒ‬
‫وﺳﻴﻊﺗﺮي از ﺳﻄﺢ ﻣﺨﺰن ﺗﻮزﻳﻊ ﺷﻮﻧﺪ ﻳﺎ در ﻣﻮارد ﺗﻌﻴﻴﻦ ﺷﺪه‬
‫ ﺑﺮاي‬.‫ از دال ﺑﺘﻨﻲ ﻣﺴﻠﺢ اﺳﺘﻔﺎده ﻣﻲﺷﻮد‬،‫ﺗﻮﺳﻂ ﻛﺎرﻓﺮﻣﺎ‬
‫ﺗﺤﻤﻞ ﺑﺎرﻫﺎي ﻣﺨﺎزن ﻣﻤﻜﻦ اﺳﺖ اﺟﺮاي ﺷﻤﻊ در زﻳﺮ دال‬
.‫ﻣﻮرد ﻧﻴﺎز ﺑﺎﺷﺪ‬
A.4.4.2 The structural design of the slab, whether
on grade or on piles, shall properly account for all
loads imposed upon the slab by the tank. The
reinforcement requirements and the design details
of construction shall be in accordance with ACI
318.
A.5 Tank Foundations for Leak Detection
‫ ﻃﺮاﺣﻲ ﺳﺎزه دال اﻋﻢ از روي زﻣﻴﻦ ﻳﺎ روي‬2-4-4-‫اﻟﻒ‬
Appendix
I
of
API
650
provides
recommendations on the construction of tank and
foundation systems for the detection of leaks
through the bottoms of storage tanks.
‫ ﺗﻮﺻﻴﻪﻫﺎﻳﻲ را ﺟﻬﺖ ﺳﺎﺧﺖ‬API 650 ‫ اﺳﺘﺎﻧﺪارد‬I ‫ﭘﻴﻮﺳﺖ‬
‫ﺳﻴﺴﺘﻤﻬﺎي ﻣﺨﺰن و ﺷﺎﻟﻮده ﺑﺮاي آﺷﻜﺎر ﺳﺎزي ﻧﺸﺖ از ﻛﻒ‬
.‫ﻣﺨﺎزن ذﺧﻴﺮه اراﺋﻪ ﻣﻲﻧﻤﺎﻳﺪ‬
‫ ﺑﺎﻳﺪ ﺑﺎ در ﻧﻈﺮ ﮔﺮﻓﺘﻦ ﺗﻤﺎم ﺑﺎرﻫﺎي وارده روي دال از‬،‫ﺷﻤﻊﻫﺎ‬
‫ اﻟﺰاﻣﺎت آرﻣﺎﺗﻮرﮔﺬاري و ﺟﺰﺋﻴﺎت‬.‫ﻃﺮف ﻣﺨﺰن اﻧﺠﺎم ﺷﻮد‬
.‫ ﺑﺎﺷﺪ‬ACI 318 ‫ﻃﺮاﺣﻲ ﺳﺎزه ﺑﺎﻳﺪ ﻃﺒﻖ اﺳﺘﺎﻧﺪارد‬
‫ ﺷﺎﻟﻮدهﻫﺎي ﻣﺨﺎزن ﺑﺮاي آﺷﻜﺎر ﺳﺎزي ﻧﺸﺖ‬5-‫اﻟﻒ‬
A.6 Additional General Considerations
‫ ﻣﻼﺣﻈﺎت ﺗﻜﻤﻴﻠﻲ ﻋﻤﻮﻣﻲ‬6-‫اﻟﻒ‬
‫ ﻧﺸﺴﺖ‬1-6-‫اﻟﻒ‬
A.6.1 Settlement
‫ ﻣﺮﻛﺰ ﻣﺨﺰن ﺑﻪ ﻣﻴﺰان ﻗﺎﺑﻞ ﺗﻮﺟﻬﻲ‬،‫ﺑﻪ ﻋﻨﻮان ﻳﻚ ﻗﺎﻋﺪه ﻛﻠﻲ‬
As a general rule, the tank center will settle
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
IPS-E-CE-120(1)
substantially more than the tank edge because of
variation in stress distribution. After settlements
due to hydrostatic testing, (see A.6.2), and a
number of years of operational service, the
remaining minimum elevation of the tank pad
measured at the position of the tank wall shall be
0.30m above the highest floor level of the
bounded area.
‫ﺑﻴﺶ از ﻟﺒﻪﻫﺎي ﻣﺨﺰن ﺑﻪ دﻟﻴﻞ ﺗﻐﻴﻴﺮات ﺗﻮزﻳﻊ ﺗﻨﺶ ﻧﺸﺴﺖ‬
‫ ﭘﺲ از ﻧﺸﺴﺖﻫﺎي ﻧﺎﺷﻲ از آزﻣﻮن ﻫﻴﺪرواﺳﺘﺎﺗﻴﻜﻲ‬.‫ﺧﻮاﻫﺪ ﻛﺮد‬
‫ ﻣﺮاﺟﻌﻪ ﺷﻮد( و ﭼﻨﺪ ﺳﺎل ﺑﻬﺮهﺑﺮداري ﺣﺪاﻗﻞ‬2-6-‫)ﺑﻪ ﺑﻨﺪ اﻟﻒ‬
‫ ﻣﺘﺮ‬0/30 ‫ارﺗﻔﺎع ﺻﻔﺤﻪ ﻛﻒ ﻣﺨﺰن در ﻣﺤﻞ دﻳﻮاره آن ﺑﺎﻳﺪ‬
.‫ﺑﺎﻻﺗﺮ از ﺑﻠﻨﺪﺗﺮﻳﻦ ﺗﺮاز ﻛﻒ ﻣﺤﻮﻃﻪ ﭘﻴﺮاﻣﻮن ﺑﺎﺷﺪ‬
During hydrostatic testing of the tank, 30 to 70%
of the total settlement will take place already and
the remaining settlements will take place mainly
during the first few years when the tank is in
operation.
‫ درﺻﺪ‬70 ‫ ﺗﺎ‬30 ،‫در ﺣﻴﻦ آزﻣﻮن ﻫﻴﺪرواﺳﺘﺎﺗﻴﻚ ﻣﺨﺰن‬
‫ﻧﺸﺴﺖ ﻛﻞ رخ ﺧﻮاﻫﺪ داد و ﻧﺸﺴﺖﻫﺎي ﺑﺎﻗﻴﻤﺎﻧﺪه ﻃﻲ ﭼﻨﺪ‬
.‫ﺳﺎل اول ﺑﻬﺮه ﺑﺮداري از ﻣﺨﺰن ﺑﻪ وﻗﻮع ﻣﻲ ﭘﻴﻮﻧﺪد‬
‫ آزﻣﻮن ﻫﻴﺪرواﺳﺘﺎﺗﻴﻚ‬2-6-‫اﻟﻒ‬
A.6.2 Hydrostatic testing
‫ ﺟﺰء ﺟﺪاﻳﻲ ﻧﺎﭘﺬﻳﺮ ﻃﺮاﺣﻲ ﺷﺎﻟﻮدهﻫﺎ ﺑﻮده و‬،‫آزﻣﺎﻳﺶ ﻓﺸﺎر آب‬
‫ ﺗﻤﺎﻣﻲ‬.‫ﺑﺎﻳﺪ ﻣﻮرد ﺗﻮاﻓﻖ واﺣﺪ ﻣﻜﺎﻧﻴﻚ ﺧﺎك ﻛﺎرﻓﺮﻣﺎ ﺑﺎﺷﺪ‬
‫ﻣﺨﺎزن آزﻣﺎﻳﺶ ﺧﻮاﻫﻨﺪ ﺷﺪ ﺗﺎ ﻧﺘﺎﻳﺞ ﻣﻘﺎدﻳﺮ ﺑﺎر و ﻧﺸﺴﺖ ﺑﻪ‬
.‫ﺗﻌﺪاد ﻛﺎﻓﻲ ﺛﺒﺖ ﺷﻮد‬
‫ اوﻟﻴﻦ ﻣﺨﺰن ﺑﺤﺮاﻧﻲ ﺗﺮﻳﻦ ﺧﻮاﻫﺪ ﺑﻮد و‬،‫در ﻳﻚ ﻣﺤﻮﻃﻪ ﺟﺪﻳﺪ‬
‫ﺗﺮﺗﻴﺒﺎت آزﻣﻮﻧﻬﺎي ﺑﻌﺪي روي ﺳﺎﻳﺮ ﻣﺨﺎزن در ﻣﻮاردﻳﻜﻪ ﻣﺨﺎزن‬
‫روي ﺷﺮاﻳﻂ ﻣﺸﺎﺑﻪ ﺧﺎك زﻳﺮﻳﻦ ﻗﺮار دارﻧﺪ ﺑﺎﻳﺪ ﺑﺮ اﺳﺎس ﻧﺘﺎﻳﺞ‬
.‫اوﻟﻴﻦ آزﻣﻮن ﺗﻌﻴﻴﻦ ﺷﻮد‬
The water test pressure is an integral part of the
foundation design and should be agreed with a
soil mechanics establishment. All tank tests will
be carried out to provide adequate measured
load/settlement records.
The first tank in a new area will be the most
critical and subsequent testing arrangements on
other tanks should be adjusted in the light of the
first test results where the tanks are on similar
sub-soil conditions.
‫ ﻣﺘﺮ و‬25 ‫ﺣﺪاﻗﻞ ﭼﻬﺎر ﻧﻘﻄﻪ روي ﻣﺨﺎزن ﺑﺎ ﻗﻄﺮ ﻛﻤﺘﺮ از‬
‫ ﻣﺘﺮ ﺑﺎﻳﺪ در اﻃﺮاف‬25 ‫ﻫﺸﺖ ﻧﻘﻄﻪ روي ﻣﺨﺎزن ﺑﺎ ﻗﻄﺮ ﺑﻴﺶ از‬
.‫ﺷﺎﻟﻮده ﺑﻪ ﻣﻨﻈﻮر ﺗﺮازﻳﺎﺑﻲ ﻫﺎي ﺑﻌﺪي ﺗﻌﻴﻴﻦ ﺷﻮد‬
‫ ﺑﻪ ﺗﻌﺪاد ﻧﻘﺎط ﺑﻴﺸﺘﺮي ﺑﺮاي ﻣﺨﺎزن ﺑﺰرﮔﺘﺮ و ﻳﺎ‬،‫ﻣﻤﻜﻦ اﺳﺖ‬
‫ ﻧﻴﺎز‬،‫در ﻣﻮاردﻳﻜﻪ ﻧﺸﺴﺖﻫﺎي ﭘﻴﭽﻴﺪهاي ﻣﻮرد اﻧﺘﻈﺎر اﺳﺖ‬
‫ ﺗﺮاز ﻫﺮ ﻧﻘﻄﻪ ﻣﺒﻨﺎ‬،‫ ﭘﻴﺶ از اﺿﺎﻓﻪ ﻛﺮدن آب ﺑﻪ ﻣﺨﺰن‬.‫ﺑﺎﺷﺪ‬
.‫ﺑﺎﻳﺪ ﺛﺒﺖ ﺷﻮد‬
A minimum of four points on tanks under 25 m
diameter and eight points on tanks over 25 m
diameter should be marked around the base of the
tank for subsequent leveling reference.
A greater number of points may be required for
large tanks and/or where a complex settlement
pattern is expected. Before water is added to the
tank, the levels at each reference point should be
recorded.
‫ﺗﺮازﻫﺎي ﺛﺎﺑﺖ ﻣﺮﺟﻊ ﺑﺎﻳﺪ در ﻧﻘﺎﻃﻲ ﻗﺮار ﮔﻴﺮﻧﺪ ﻛﻪ ﺗﻮﺳﻂ‬
‫ ﭘﺮ ﻛﺮدن ﻣﺨﺰن ﺑﺎﻳﺪ ﺗﺤﺖ‬.‫ﺑﺎرﮔﺬاري ﻣﺨﺰن دﭼﺎر ﺗﻐﻴﻴﺮ ﻧﺸﻮﻧﺪ‬
‫ﺷﺮاﻳﻂ ﻛﻨﺘﺮل ﺷﺪه ﺑﺎﺷﺪ ﺗﺎ اﻃﻤﻴﻨﺎن ﺣﺎﺻﻞ ﺷﻮد ﻛﻪ در ﺣﻴﻦ‬
‫ ﺑﺮاي ﺟﺰﺋﻴﺎت ﺑﻴﺸﺘﺮ‬.‫ ﺧﺮاﺑﻲ در ﺷﺎﻟﻮده اﻳﺠﺎد ﻧﻤﻲﺷﻮد‬،‫ﭘﺮﻛﺮدن‬
‫ و اﺳﺘﺎﻧﺪارد‬BS 2654 ‫ اﺳﺘﺎﻧﺪارد‬A.5 ‫ﺑﻪ ﺑﻨﺪ‬
.‫ ﻣﺮاﺟﻌﻪ ﺷﻮد‬IPS-C-ME-100
Permanent reference levels have to be established
in locations unaffected by tank loading. The
filling should be done under controlled conditions
to ensure that foundation failure does not occur
during filling. For more detailed information refer
to Clause A.5 of BS 2654 and IPS-C-ME-100.
‫ آزﻣﻮن آب‬7-‫اﻟﻒ‬
A.7 Water Testing
‫ در ﻣﻮاردﻳﻜﻪ ﺷﺮاﻳﻂ زﻣﻴﻦ ﺧﻮب اﺳﺖ و‬،‫ﺑﻪ ﻋﻨﻮان راﻫﻨﻤﺎ‬
‫ ﻣﺨﺰن ﺑﺎﻳﺪ ﺣﺘﻲاﻟﻤﻘﺪور ﺳﺮﻳﻌﺎً و‬،‫ﻧﺸﺴﺖ ﻗﺎﺑﻞ اﻏﻤﺎض ﻣﻲﺑﺎﺷﺪ‬
.‫ﺑﺎ ﺗﻮﺟﻪ ﺑﻪ اﻧﺪازه ﺗﺠﻬﻴﺰات ﭘﻤﭙﺎژ و آب ﻣﻮﺟﻮد ﺗﺎ ﻧﻴﻤﻪ ﭘﺮ ﺷﻮد‬
‫ ﺗﺎ زﻣﺎن‬،‫ﺑﺮاي اﻃﻤﻴﻨﺎن از ﻋﺪم وﻗﻮع ﻧﺸﺴﺖﻫﺎي ﻏﻴﺮﻣﻨﺘﻈﺮه‬
،‫ﺑﺮداﺷﺖ ﺗﺮازﻫﺎ و ﻛﻨﺘﺮل آﻧﻬﺎ ﺑﺎ ﻗﺮاﺋﺘﻬﺎي ﺷﺮاﻳﻂ ﺧﺎﻟﻲ ﻣﺨﺰن‬
‫ﻫﻴﭽﮕﻮﻧﻪ آﺑﮕﻴﺮي ﺑﻌﺪي ﻧﺒﺎﻳﺪ اﻧﺠﺎم ﺷﻮد ﻛﻪ در اﻳﻨﺼﻮرت‬
As a guide, when ground conditions are good and
settlement is expected to be negligible, the tank
may be half filled with water as quickly as
practicable, having regard to its size, the pumping
facilities and water supply available. No further
filling should proceed until levels have been taken
and checked against the readings when empty to
ensure that no uneven settlement is occurring in
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May 2009/ 1388 ‫اردﻳﺒﻬﺸﺖ‬
which case filling can proceed until the tank is
three-quarters full, when level readings should be
taken again. Provided the tank remains level with
only slight settlement due to load, filling can then
proceed until the tank is full, when level readings
are again repeated. The full water load should be
maintained for 48 h and provided levels remain
sensibly consistent, the tank can be offloaded
prior to calibration for service. Provided this tank
is satisfactory and subsequent tanks are founded
similarly, the level readings at one-half and threequarters capacity may be omitted for small tanks
of less than 25 m diameter. On weak ground
where significant settlements may be expected or
where the initial factor of safety against slip
failure is low, the rate of filling should be greatly
reduced. Some guidance on the safe heights for
initial filling and where pauses in filling are
required may be deduced from the soil
investigation and from piezometric monitoring of
pore water pressures.
IPS-E-CE-120(1)
‫ﻣﻲﺗﻮان ﻣﺨﺰن را ﺗﺎ ﺳﻪ ﭼﻬﺎرم آن ﭘﺮ ﻛﺮد و ﻗﺮاﺋﺖ ﺗﺮازﻫﺎ‬
‫ در ﺻﻮرت ﺗﺮاز ﺑﺎﻗﻲ ﻣﺎﻧﺪن و وﻗﻮع‬.‫دوﺑﺎره ﺑﺎﻳﺪ اﻧﺠﺎم ﺷﻮد‬
‫ ﻣﻲﺗﻮان ﻣﺨﺰن را ﻛﺎﻣﻼً ﭘﺮ ﻛﺮد ﻛﻪ‬،‫ﻧﺸﺴﺖ ﻣﺨﺘﺼﺮ ﻧﺎﺷﻲ از ﺑﺎر‬
‫ ﺑﺎرﮔﺬاري ﻛﺎﻣﻞ ﺑﺎ‬.‫در آن زﻣﺎن ﺗﺮازﻫﺎ دوﺑﺎره ﻗﺮاﺋﺖ ﻣﻲﺷﻮﻧﺪ‬
‫ ﺳﺎﻋﺖ ﺑﺎﻗﻲ ﻣﻲﻣﺎﻧﺪ و ﭼﻨﺎﻧﭽﻪ ﺗﺮازﻫﺎ ﺑﻪ ﻃﻮر‬48 ‫آب ﺑﺮاي ﻣﺪت‬
‫ ﻣﺨﺰن ﻣﻲﺗﻮاﻧﺪ ﻗﺒﻞ از اﻧﺠﺎم ﺗﻨﻈﻴﻢﻫﺎي‬،‫ﻣﺤﺴﻮﺳﻲ ﺛﺎﺑﺖ ﺑﻤﺎﻧﺪ‬
‫ در ﺻﻮرﺗﻴﻜﻪ ﻧﺘﺎﻳﺞ اﻳﻦ‬.‫ﻻزم ﺑﺮاي ﺑﻬﺮهﺑﺮداري ﺗﺨﻠﻴﻪ ﺷﻮد‬
،‫ﻣﺨﺰن رﺿﺎﻳﺘﺒﺨﺶ ﺑﺎﺷﺪ و ﻧﺘﺎﻳﺞ ﻣﺨﺎزن ﺑﻌﺪي ﻧﻴﺰ ﻣﺸﺎﺑﻪ ﺑﺎﺷﺪ‬
‫ﻗﺮاﺋﺘﻬﺎي ﺗﺮازﻫﺎ در ﻧﺼﻒ و ﺳﻪ ﭼﻬﺎرم ﻇﺮﻓﻴﺖ ﻣﻲﺗﻮاﻧﺪ ﺑﺮاي‬
‫ در زﻣﻴﻨﻬﺎي‬.‫ ﻣﺘﺮ ﺣﺬف ﺷﻮد‬25 ‫ﻣﺨﺎزن ﺑﺎ ﻗﻄﺮﻛﻮﭼﻜﺘﺮ از‬
‫ﺿﻌﻴﻒ در ﻣﻮاردﻳﻜﻪ ﻧﺸﺴﺖﻫﺎي ﻗﺎﺑﻞ ﺗﻮﺟﻬﻲ اﻧﺘﻈﺎر ﻣﻲ رود ﻳﺎ‬
،‫ﻣﻮاردﻳﻜﻪ ﺿﺮاﻳﺐ اﻃﻤﻴﻨﺎن اوﻟﻴﻪ در ﺑﺮاﺑﺮ ﻟﻐﺰش ﭘﺎﻳﻴﻦ اﺳﺖ‬
‫ ﺑﺮﺧﻲ‬.‫ﺳﺮﻋﺖ ﭘﺮ ﻛﺮدن ﺑﺎﻳﺪ ﺗﺎ ﺣﺪ زﻳﺎدي ﻛﺎﻫﺶ ﻳﺎﺑﺪ‬
‫راﻫﻨﻤﺎﻳﻲﻫﺎ در ﻣﻮرد ارﺗﻔﺎﻋﻬﺎي اﻳﻤﻦ ﺑﺮاي ﭘﺮ ﻛﺮدن اوﻟﻴﻪ و‬
‫ﻣﻮارد ﻣﻮرد ﻧﻴﺎز ﺗﻮﻗﻒ ﭘﺮ ﻛﺮدن ﻣﻲﺗﻮاﻧﺪ از ﻣﻄﺎﻟﻌﺎت ﺧﺎك و‬
.‫ﭘﺎﻳﺶ ﭘﻴﺰوﻣﺘﺮﻳﻚ ﻓﺸﺎر آب ﻣﻨﻔﺬي درﻳﺎﻓﺖ ﺷﻮد‬
‫ ﻣﻴﻠﻴﻤﺘﺮ‬300 ‫ﺑﻪ ﻃﻮر ﻧﻤﻮﻧﻪ در ﻣﻮاردﻳﻜﻪ ﻧﺸﺴﺖ ﻫﺎي ﺑﻴﺶ از‬
3 ‫ ﻣﺘﺮ ﺗﺎ ﺣﺪود‬0/6 ‫ﻣﻮرد اﻧﺘﻈﺎر اﺳﺖ آب ﺑﺎﻳﺪ روزاﻧﻪ ﺑﻪ ارﺗﻔﺎع‬
‫ در ﭼﻨﻴﻦ ارﺗﻔﺎﻋﻲ ﭘﺮ ﻛﺮدن ﺑﺎﻳﺪ‬.‫ﻣﺘﺮ در ﻣﺨﺰن ذﺧﻴﺮه ﺷﻮد‬
‫ ﺗﺮازﻫﺎي ﻧﻘﺎط‬.‫ﻣﺘﻮﻗﻒ و ﺗﺮازﻫﺎ در ﻧﻘﺎط ﻣﺒﻨﺎ روزاﻧﻪ ﺛﺒﺖ ﺷﻮد‬
‫ﻣﺒﻨﺎ روزاﻧﻪ ﺑﺎﻳﺪ در ﻧﻤﻮدار زﻣﺎﻧﻲ ﺑﻪ ﻣﻨﻈﻮر ﺗﻌﻘﻴﺐ اﻟﮕﻮي‬
‫ ﻫﻨﮕﺎﻣﻴﻜﻪ ﺳﺮﻋﺖ روزاﻧﻪ ﻧﺸﺴﺖ ﺷﺮوع ﺑﻪ‬.‫ﻧﺸﺴﺖ ﺛﺒﺖ ﺷﻮد‬
‫ در زﻣﺎﻧﻴﻜﻪ ﻧﻤﻮدار ﻧﺸﺴﺖ ﻧﺸﺎن ﻣﻲدﻫﺪ ﻛﻪ‬،‫ﻛﺎﻫﺶ ﻣﻲﻛﻨﺪ‬
‫ ﺑﺎﻳﺪ ﺑﺎ‬،‫ ﻧﻘﺼﺎﻧﻲ اﺳﺖ‬،‫ﺳﺮﻋﺖ ﻧﺸﺴﺖ ﺗﺤﺖ ﻫﺮ اﻓﺰاﻳﺶ ﺑﺎر‬
‫ ﻫﻨﮕﺎﻣﻴﻜﻪ آب ﺗﺎ‬.‫آﻫﻨﮓ ﻛﺎﻫﺸﻲ ﺑﻪ ﻣﺨﺰن آب اﻓﺰوده ﺷﻮد‬
‫ ﺗﺮﺟﻴﺤﺎً ﺑﺎﻳﺪ ﺑﻄﻮر‬،‫ﻧﺰدﻳﻜﻲ ﻇﺮﻓﻴﺖ ﻛﺎﻣﻞ ﻣﺨﺰن ﭘﺮ ﻣﻲﺷﻮد‬
‫ آب اﻓﺰوده ﺷﻮد‬،‫ﻣﻨﻈﻢ ﺑﻌﺪ از ﻫﺮ روز ﺻﺒﺢ ﻛﻨﺘﺮل ﺗﺮازﻫﺎي ﻣﺒﻨﺎ‬
‫ﺗﺎ ﻗﺮاﺋﺖﻫﺎي اﺿﺎﻓﻲ در ﺣﻴﻦ روز اﻣﻜﺎن ﭘﺬﻳﺮ ﺑﺎﺷﺪ و در ﺻﻮرت‬
‫ در ﺧﺎﻛﻬﺎي ﺧﻴﻠﻲ‬.‫ ﻣﺨﺰن ﺗﺨﻠﻴﻪ ﺷﻮد‬،‫وﻗﻮع ﻧﺸﺴﺖﻫﺎي اﺿﺎﻓﻲ‬
‫ﺿﻌﻴﻒ اﻳﻦ آزﻣﻮﻧﻬﺎ ﻣﻲﺗﻮاﻧﺪ در دورهﻫﺎي زﻣﺎﻧﻲ ﻗﺎﺑﻞ ﻣﻼﺣﻈﻪ‬
‫ ﻻزم اﺳﺖ ﺳﺎزﻧﺪه ﻣﺨﺰن در‬،‫اﻧﺠﺎم ﺷﻮد و ﺗﺤﺖ اﻳﻨﮕﻮﻧﻪ ﺷﺮاﻳﻂ‬
‫ﻣﻮرد روﺷﻬﺎي آزﻣﻮن و ﭘﺬﻳﺮش آﻧﻬﺎ و ﭘﻴﺶ ﺑﻴﻨﻲ ﺗﻤﻬﻴﺪات‬
.‫ﻻزم در ﺑﺮﻧﺎﻣﻪ اﺟﺮاﻳﻲ ﺧﻮد آﮔﺎﻫﻲ ﻳﺎﺑﺪ‬
Typically, where settlements of over 300 mm may
be expected, water should be added to the tank at
about 0.6 m per day until about 3 m of water is
stored. At such a head, filling should cease and
levels at the reference points should be recorded
daily. Daily reference point levels should be
plotted on a timescale to follow the pattern of
settlement. When the daily rate of settlement
begins to decrease, water should be added to the
tank in decreasing increments of head when the
settlement graph shows that the rate of settlement
under each new increment of load is reducing. As
the water load nears the full capacity of the tank,
water should preferably be added after an early
morning check of reference levels so that further
readings can be taken during the day and the tank
offloaded should the rate of settlement increase
unduly. On very weak soils, these tests may
extend over considerable periods and where such
conditions apply, the tank builder should be
advised so that adequate provisions can be made
in his program for the necessary testing and
acceptance procedure.
Some guidance on safe heights for initial filling
and where pauses are desirable may be deduced
from the shear strength data and strata thicknesses
of the underlying soil. In carrying out such test
procedures adequate arrangements should be
made for the emergency disposal of water if offloading became necessary. Discharge should be to
a safe area, clear of all foundations and structures
and such that no danger of erosion can occur.
‫ﺑﺮﺧﻲ راﻫﻨﻤﺎﻳﻲﻫﺎ را در ﻣﻮرد ارﺗﻔﺎﻋﺎت اﻳﻤﻦ ﺑﺮاي ﭘﺮ ﻛﺮدن‬
‫اوﻟﻴﻪ و ﻣﻮاردﻳﻜﻪ ﺗﻮﻗﻒ ﻣﻮرد ﻧﻈﺮ اﺳﺖ ﻣﻲﺗﻮان از دادهﻫﺎي‬
.‫ﻣﻘﺎوﻣﺖ ﺑﺮﺷﻲ و ﺿﺨﺎﻣﺖ ﻻﻳﻪﻫﺎي ﺧﺎك زﻳﺮﻳﻦ درﻳﺎﻓﺖ ﻛﺮد‬
‫در اﻧﺠﺎم ﭼﻨﻴﻦ آزﻣﻮﻧﻬﺎﻳﻲ ﺑﺎﻳﺪ ﺗﻤﻬﻴﺪات ﻛﺎﻓﻲ ﺑﻪ ﻣﻨﻈﻮر ﺗﺨﻠﻴﻪ‬
‫ ﺗﺨﻠﻴﻪ ﺑﺎﻳﺪ‬.‫ ﺻﻮرت ﮔﻴﺮد‬،‫اﺿﻄﺮاري آب ﭼﻨﺎﻧﭽﻪ ﺿﺮوري ﺑﺎﺷﺪ‬
‫در ﻣﺤﺪوده اﻣﻦ ﺧﺎﻟﻲ از ﺗﻤﺎم ﺷﺎﻟﻮدهﻫﺎ و ﺳﺎزهﻫﺎ ﺑﻮده و ﺑﻪ‬
.‫ﮔﻮﻧﻪاي اﻧﺠﺎم ﺷﻮد ﻛﻪ ﺧﻄﺮ ﻓﺮﺳﺎﻳﺶ ﭘﺪﻳﺪ ﻧﻴﺎﻳﺪ‬
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