FOREWORD TheIranianPetroleumStandards(IPS)reflectthe views of
the Iranian Ministry of Petroleum and are
intendedforuseintheoilandgasproduction
facilities,oilrefineries,chemicaland petrochemical plants, gas
handling and processing installations and other such facilities.
IPSisbasedoninternationallyacceptable
standardsandincludesselectionsfromtheitems
stipulatedinthereferencedstandards.Theyare
alsosupplementedbyadditionalrequirements
and/ormodificationsbasedontheexperience
acquiredbytheIranianPetroleumIndustryand
thelocalmarketavailability.Theoptionswhich
arenotspecifiedinthetextofthestandardsare itemized in data sheet/s,
so that, the user can select his appropriate preferences therein.
TheIPSstandardsarethereforeexpectedtobe
sufficientlyflexiblesothattheuserscanadapt
thesestandardstotheirrequirements.However,
theymaynotcovereveryrequirementofeach
project.Forsuchcases,anaddendumtoIPS
Standardshallbepreparedbytheuserwhich
elaboratestheparticularrequirementsoftheuser.
ThisaddendumtogetherwiththerelevantIPS
shallformthejobspecificationforthespecific project or work.
TheIPSisreviewedandup-datedapproximately
everyfiveyears.Eachstandardsaresubjectto
amendmentorwithdrawal,ifrequired,thusthe latest edition of IPS
shall be applicable TheusersofIPSarethereforerequestedtosend
theirviewsandcomments,includingany
addendumpreparedforparticularcasestothe
followingaddress.Thesecommentsand recommendations will be reviewed
by the relevant technicalcommitteeandincaseofapprovalwill
beincorporatedinthenextrevisionofthe standard. Standards and
Research department No.19, Street14, North kheradmandKarimkhan
Avenue, Tehran, Iran . Postal Code- 1585886851 Tel:
88810459-60& 66153055 Fax: 88810462 Email: [email protected] )
IPS ( . . . . . . . .
. . . . 19 : 1585886851 : 60 - 88810459 66153055 : 88810462 -
[email protected] : GENERAL
DEFINITIONS:ThroughoutthisStandardthefollowing definitions shall
apply. : .COMPANY : Referstooneoftherelatedand/oraffiliated
companiesoftheIranianMinistryofPetroleum
suchasNationalIranianOilCompany,National
IranianGasCompany,NationalPetrochemical
CompanyandNationalIranianOilRefineryAnd Distribution Company. :
.PURCHASER : Meansthe"Company"wherethisstandardisa
partofdirectpurchaserorderbytheCompany, and the Contractor where
this Standard is a part of contract document. : .VENDOR AND
SUPPLIER:Referstofirmorpersonwhowillsupplyand/or fabricate the
equipment or material. : .CONTRACTOR:
Referstothepersons,firmorcompanywhose 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 : TheInspectorreferredtointhisStandardisa
person/personsorabodyappointedinwritingby
thecompanyfortheinspectionoffabricationand 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 theCompanyratherthanbyacontractor,
supplier or vendor. : .MAY: Isusedwhereaprovisioniscompletely
discretionary. : . IPS-E-CE-500(1) ENGINEERING STANDARD FOR LOADS
FIRSTREVISION JANUARY2009 1387
ThisStandardisthepropertyofIranianMinistryof
Petroleum.Allrightsarereservedtotheowner.Neither whole nor any part
of this document may be disclosed to any
thirdparty,reproduced,storedinanyretrievalsystemor
transmittedinanyformorbyanymeanswithouttheprior written consent of
the Iranian Ministry of Petroleum. . . Jan. 2009 /
1387IPS-E-CE-500(1) 1
PART I DESIGN LOADS FOR ONLAND BUILDINGS AND STRUCTURES I Jan.
2009 / 1387IPS-E-CE-500(1) 2
CONTENTS :PageNo : 0. INTRODUCTION
............................................. 60 -
................................ ..............................
6PART I: I :1. SCOPE
................................................................ 9
1 - ................................ ...................... 72.
REFERENCES .................................................. 8 2 -
................................ ............................. 83.
DEFINITIONS ................................................... 9 3
- ................................ ............................ 94.
SYMBOLS AND ABBREVIATIONS ............. 9 4 -
................................ .............. 95. UNITS
.................................................................
11 5 - ................................
............................ 116. BASIC REQUIREMENTS
............................... 11 6 -
................................ .................. 116.1 Safety
........................................................... 11 6 -
1 ................................ ........................ 116.2
Serviceability ............................................... 11 6
- 2 ................................ ........... 116.3
Self-Straining Forces .................................. 11 6 - 3
................................ ... 116.4 Analysis
........................................................ 11 6 - 4
................................ ....................... 116.5
General Structural Integrity ..................... 11 6 - 5
............................... 117. ENVIRONMENTAL LOADS
.......................... 12 7 - ..............................
127.1 Wind Load ...................................................
12 7 - 1 ................................ ........................
127.2 Snow Loads .................................................
14 7 - 2 ................................ ................ 147.3
Seismic (Earthquake) Loads ...................... 20 7 - 3 ) (
................................ .. 208. DEAD LOADS
................................................... 20 8 -
................................ ..................... 208.1
Definition ..................................................... 20
8 - 1 ................................ .......................
208.2 Weight of Materials and Constructions ... 21 8 - 2
...................... 21 Jan. 2009 / 1387IPS-E-CE-500(1) 38.3
Weight of Fixed Service Utilities ............... 21 8 - 3
................................ .... 218.4 Special Considerations
............................... 21 8 - 4
................................ ............ 218.5 Equipment Load,
(Q) ................................. 22 8 - 5 (Q)
................................ ........ 229. LIVE LOADS
.................................................... 23 9 -
................................ ...................... 239.1
Definition ..................................................... 23
9 - 1 ................................ .......................
239.2 Load Values .................................................
23 9 - 2 ................................ ................... 239.3
Reduction of Uniformly Distributed Loads
........................................................... 26 9 -
3 ) ( .......... 269.4 Limitations on Live-Load Reduction ........
27 9 - 4 .......................... 279.5 Minimum Roof Live Loads
(Lr) ................ 27 9 - 5 ) Lr ( ........................
279.6 Special Considerations ............................... 29 9 -
6 ................................ ............ 2910. OTHER LOADS
.............................................. 30 10 -
................................ ........................ 3010.1
Crane Loads and Moving Loads (C) ...... 30 10 - 1
.................. 3010.2 Differential Settlement, (ds)
..................... 30 10 - 2 ) ds ( ............................
3010.3 Dynamic (Vibration) Loads ..................... 30 10 - 3 )
( ........................ 3010.4 Erection Loads, (er)
.................................. 31 10 - 4 ) er (
................................ ....... 3110.5 Factored Loads
......................................... 32 10 - 5
................................ ......... 3210.6 Fluid Loads (F)
......................................... 32 10 - 6 ) F (
................................ ........ 3210.7 Horizontal Loads
...................................... 32 10 - 7
................................ .............. 3210.8 Hydrostatic
Pressure, (H) ........................ 33 10 - 8 ) H (
............................ 3310.9 Impact Loads, (I)
...................................... 33 10 - 9 ) I (
................................ ..... 3310.10 Maintenance Loads,
(M) ........................ 35 10 - 10 ) M (
...................... 3510.11 Thermal Loads (T)
................................. 35 10 - 11
................................ .......... 35 Jan. 2009 /
1387IPS-E-CE-500(1) 410.12 Loads of Vessels, Columns, etc.
............. 37 10 - 12 .................... 3711. COMBINATIONS OF
LOADS ...................... 37 11 -
................................ ............. 3711.1 General
...................................................... 37 11 - 1
................................ ...................... 3711.2
Combinations of LoadsUsingStrengthDesign
............................ 38 11 - 2
................................ 3811.3 Combining Nominal Loads
Using Allowable Stress Design ................ 39 11 - 3
................ 39APPENDICES: APPENDIX IA BASES FOR DESIGN OF
STRUCTURES ...................... 40 : I -
.......................... 40IA.1 General
........................................................... 40 I -
- 1 ................................ ..................... 40IA.2
Density Values ............................................... 40 I
- - 2 ................................ ........... 40APPENDIX
IBDESIGN LOADS FOR BUILDINGS-LIVE LOADS ..... 56 I - .........
56IB.1 Scope
............................................................... 56
I - - 1 ................................ ................ 56IB.2
Live (Imposed) Floor and Ceiling Loads ..... 57 I - - 2
..................... 57APPENDIX IC ADDITIONAL REQUIREMENTS FOR
BLAST RESISTANT BUILDINGS AND STRUCTURES ........................
67 I - .................... 67IC.1 Scope
............................................................... 67
I - - 1 ................................ ............... 67IC.2
References ......................................................
67 I - - 2 ................................ .......................
67IC.3 Definitions
...................................................... 67 I - - 3
................................ ..................... 67IC.4 Loads
.............................................................. 67 I
- - 4 ................................ .........................
67IC.5 Structure Design
............................................ 70 I - - 5
................................ ............... 70 Jan. 2009 /
1387IPS-E-CE-500(1) 5IC.6 Foundation Design
........................................ 73 I - - 6
................................ ............ 73IC.7 Doors and
Openings ...................................... 74 I - - 7
................................ ............ 74APPENDIX ID
EARTHQUAKE DESIGN BASES IN PETROLEUM INDUSTRIES . 76 I - .....
76ID.1 Scope
............................................................... 76
I - - 1 ................................ ................. 76ID.2
References ......................................................
76 I - - 2 ................................
........................ 76ID.3 Seismic Zone
.................................................. 76 I - - 3
................................ ........... 76
Jan. 2009 / 1387IPS-E-CE-500(1) 6 0. INTRODUCTION
ThepurposeofthisStandardistospecifythe
externalforces(loads)actingonastructure, which are classified in
accordance with the nature ofthesourceandinordertoprovidesome
guidanceonthefundamentalcharacteristicsof various types of
loadings. 0 - ) ( .Forconvenienceofuse,thisstandardhasbeen divided
into two parts: :PARTIDESIGNLOADSFORONLAND BUILDINGS AND STRUCTURES
This Part applies to loads recommended in current
designspecificationsforconventionalstructural
materialsusedinonlandgeneralbuildings construction and in oil
industries. I .PARTIIDESIGNLOADSINOFFSHORE AND ONSHORE STRUCTURES
ThisPartisapplicabletospecialstructuressuch
asoffshoreplatformsandonshorejettiesetc.It
consistsofallloadsthatmayinfluencethe
dimensioningofoffshoreandonshorestructures
orpartsthereofduringtheexpectedlifeofthe structure. II . .Note:
1)Throughoutthisstandard,thesymbolAR
denotestheauthorizedRepresentativeofthe Owner. :1 ( AR . Jan. 2009
/ 1387IPS-E-CE-500(1) 7 1. SCOPE ThisStandardprovidesminimumload
requirements for the design of buildings and other structures.
Theloadsspecifiedhereinaresuitableforuse with the stresses and load
factors recommended in
currentdesignspecificationsforconcrete,steel,
wood,masonry,andanyotherconventional structural materials used in
buildings. 1 - .
.ThisStandardisalsointendedforuseinoil
refineries,chemicalplants,gasplantsand,where applicable, in
exploration and new ventures.
.ThisStandardalsoincludesthedesignloadsfor buildings to resist
blast forces (see Appendix IC). ) ( . ) I - ( .Note 1:
Thisstandardspecificationisreviewedand
updatedbytherelevanttechnicalcommitteeon March 1998, as amendment
No. 1 by circular No. 29. 1 : 1377 1 29 .Note 2:
Thisstandardspecificationisreviewedand
updatedbytherelevanttechnicalcommitteeon
May2005,asamendmentNo.2bycircularNo. 259. 2 : 1384 2 259 .Note
3:Thisbilingualstandardisarevisedversionofthe
standardspecificationbytherelevanttechnical
committeeonJanuary2009,whichisissuedas
revision(1).Revision(0)ofthesaidstandard specification is
withdrawn. 3 : 1387 ) 1 ( . ) 0 ( .Note 4:
IncaseofconflictbetweenFarsiandEnglish languages, English language
shall govern. 4 : . Jan. 2009 / 1387IPS-E-CE-500(1) 82. REFERENCES
Throughout this Standard the following dated and
undatedstandards/codesarereferredto.These referenced documents
shall, to the extent specified
herein,formapartofthisstandard.Fordated
references,theeditioncitedapplies.The
applicabilityofchangesindatedreferencesthat occur after the cited
date shall be mutually agreed uponbytheCompanyandtheVendor.For
undatedreferences,thelatesteditionofthe referenced documents
(including any supplements and amendments) applies. 2 - . . . .ACI
(AMERICAN CONCRETE INSTITUTE) 318-05"BuildingCodeRequirementsfor
Structural Concrete" ) ( ACI318-05 " "API (AMERICAN PETROLEUM
INSTITUTE)650-05 "Welded Steel Tanks for Oil Storage" API ) (650-05
" "ASCE(AMERICANSOCIETYOFCIVIL ENGINEERS)
ASCE7-05"MinimumDesignLoadsfor Building and other Structures" ASCE
) (
ASCE 7-05 " "IRANIAN NATIONALBUILDING CODES Loads in Buildings
Part 6-1385 - - 1385BHRC (BUILDING AND HOUSING RESEARCH CENTER)
BHRC) ( BHRC-PNS253"IranianCodeofPracticefor
SeismicResistantDesignof BuildingsStandardNo.2800-05 (3rd Edition)"
2800 " 2800 ) ( "BSI (BRITISH STANDARDS INSTITUTION)
6399Part2-02"CodeofPracticeforWind Loads" BSI ) (6399 2-02 " "IPS
(IRANIAN PETROLEUM STANDARDS) IPS-E-GN-100"EngineeringStandardfor
Units" IPS ) (100 - GN - E - IPS "
"IPS-E-CE-200"EngineeringStandardfor Concrete Structures" 200 - CE
- E - IPS " "IPS-E-CE-390"Engineering Standard for Rain
andFoulWaterDrainageof Buildings" 390 - CE - E - IPS "
"IPS-G-CE-170"EngineeringandConstruction StandardforCulvertBridges
170 - CE - G - IPS " " Jan. 2009 / 1387IPS-E-CE-500(1) 9and Related
Structures"MCA(MANUFACTURINGCHEMISTS ASSOCIATION) Safety Guide,
SG-22-1978"SittingandConstructionofNewControl Houses for Chemical
Manufacturing Plants" MCA ) (
SG-22-1978" "3. DEFINITIONS
ForthepurposesofthisStandard,thefollowing definitions apply:
APPROVAL: ARs approval in writing of plans, drawings and
specification, etc. ACCEPTANCE: ARs acceptance in writing that
informationsubmittedin connectionwithapproval,e.g. methods
calculations or special investigations,hasbeenfound acceptable. 3 -
: : . ) :( .4. SYMBOLS AND ABBREVIATIONS
InthispartoftheStandardthefollowinggeneral
symbolsareusedforvariousloadclassifications.
Othersymbolsaredefinedinthesectionwhere they are used: 4 - . :C =
Crane load, see sub-clause 10.1 C = 10 - 1 .D = Dead load
consisting of: a) Weight of the structural member itself.
b)Weightofmaterialsofconstruction incorporatedintothebuildingtobe
permanentlysupported by the structural member, including built-in
partitions. c)Weightofpermanentserviceutilities.see 8.3. D = : ( (
( . 8 - 3 .E = Earthquake (Seismic) load, see 7.3. E = ) )( 7 - 3
(F=Loadsduetofluidswithwell-defined pressures and maximum heights.
F = .H=Loadsduetotheweightandlateralpressure of soil and water in
soil, see 10.8. H = ) 10 - 8 (hb = height of balanced snow load see
7.2.7 hb= ) 7 - 2 - 7 (hc=clearheightfromtopofbalancedsnowload to
(1) closest point on adjacent upper
roof,(2)topofparapet,or(3)topofaprojectionon the roofsee 7.2.7 hc=
) 1 ( ) 2 ( ) 3 ( ) 7 - 2 - 7 ( Jan. 2009 / 1387IPS-E-CE-500(1) 10I
= Impact load, See 10.9. I = ) 10 - 9
(L=Liveloadsduetointendeduseand occupancy, including loads due to
movable objectsandmovablepartitionsandloads
temporarilysupportedbythestructure duringmaintenance.Lincludesany
permissiblereduction.Ifresistanceto impactloadsistakenintoaccountin
design,sucheffectsshallbeincludedwith the live load L, see 9. L = .
L . L ) 9 ( .Lr = Roof live loads, see 9.5. Lr= ) 9 - 5 (M =
Maintenance load, see 10.10. M = ) 10 - 10 (pf = snow load on flat
roofs ("flat" = roof slope 5) see 7.2.9 pf= ) 5 )( 7 - 2 - 9 (pg =
ground snow load as determined from Map no.1 and Table 2; pg= 1
2Q=Weightofequipmentssuchaspumps, compressors, motors, etc. see
8.5. Q = ) 8 - 5 (R=Requireddynamicresistancetoblastloads, see
Appendix IC. R = ) I - (T=Thermalloads;=Selfstartingforcesand
effectsarisingfromcontractionor expansionresultingfromtemperature
changes, shrinkage, moisture changes, creep
incomponentmaterials,movementdueto
differentialsettlement,orcombinations thereof, see 10.11. T = = )
10 - 11 ( .V = Vibration (Dynamic) load, see 10.3. V = ) ) ( 10 - 3
( .W = Wind load, see 7.1. W = ) 7 - 1 ( .Ve. = Empty weight of
vessels, columns, etc., see 10.12.1. Ve. = ) 10 - 12 - 1 (
.Vo.=Operatingweightofvessels,columns,etc., see sub 10.12.2. Vo. =
) 10 - 12 - 2 ( .Vt.=Testingloadofvessels,columnsetc.,see 10.12.3.
Vt. = ) 10 - 12 - 3 ( .er = Erection load, see clause 10.4. er = )
10 - 4 ( .ds = Differential settlement, see 10.2. ds = ) 10 - 2 ( .
Jan. 2009 / 1387IPS-E-CE-500(1) 11 5. UNITS
ThisstandardisbasedonInternationalSystemof
Units(SI),asperIPS-E-GN-100exceptwhere otherwise specified. 5 -
(SI) 100 - GN - E - IPS .6. BASIC REQUIREMENTS 6.1 Safety Buildings
or other structures, and all parts thereof,
shallbedesignedandconstructedtosupport
safelyallloads,includingdeadloads,without
exceedingtheallowablestresses(orspecified
strengthswhenappropriateloadfactorsare
applied)forthematerialsofconstructioninthe structural members and
connections. 6 - 6 - 1 ) ( .6.2 Serviceability
Structuralsystemsandcomponentsthereofshall
bedesignedtohaveadequatestiffnesstolimit
transversedeflections,lateraldrift,vibration,or
anyotherdeformationsthatmayadverselyaffect the serviceability of
building or structure. 6 - 2 .6.3 Self-Straining Forces
Provisionshallbemadeforself-strainingforces
arisingfromassumeddifferentialsettlementsof
foundationsandfromrestraineddimensional
changesduetotemperaturechanges,moisture expansion, shrinkage, creep
and similar effects. 6 - 3 .6.4 Analysis
Loadeffectsonindividualcomponentsand
connectionsshallbedeterminedbyaccepted methods of structural
analysis, taking equilibrium,
geometriccompatibility,andbothshortandlong
termmaterialpropertiesintoaccount.Members
thattendtoaccumulateresidualdeformations
underrepeatedserviceloadsshallhaveincluded
intheiranalysistheaddedeccentricitiesexpected to occur during their
service life. 6 - 4 . . 6.5 General Structural Integrity
Throughaccidentormisuse,structurescapableof
supportingsafelyallconventionaldesignloads
maysufferlocaldamage,thatis,thelossofload
resistanceinanelementorsmallportionofthe
structure.Inrecognitionofthis,buildingsand
structuralsystemsshallpossesgeneralstructural
integrity,whichisthequalityofbeingableto sustain local damage with
the structure as a whole remainingstableandnotbeingdamagedtoan 6 -
5 . . Jan. 2009 / 1387IPS-E-CE-500(1)
12extentdisproportionatetotheoriginallocal
damage.Themostcommonmethodofachieving
generalstructuralintegrityisthroughan
arrangementofthestructuralelementsthatgives
stabilitytotheentirestructuralsystem,combined
withtheprovisionofsufficientcontinuityand
energyabsorbingcapacity(ductility)inthe
componentsandconnectionsofthestructureto transfer loads from any
locally damaged region to
adjacentregionscapableofresistingtheseloads without collapse. ) ( .
7. ENVIRONMENTAL LOADS 7.1 Wind Load
Forrequirementsgoverningthedeterminationof
windloadsinthedesignofbuildingsand
structures,referenceismadetotheBritish
Standards,BS6399part2orIranianNational Building code part 6. 7 - 7
- 1 BS6399 2 .Forguidance, Table 1. Illustrates thevelocity and
pressureofwindinIran.(reference:Iranian National Building code part
6.) 1 ) . .(Forthewinddesignloadsofpetroleumplantsin
Iran,thisstandardrecommendstheuseoflatest
statisticsgatheredbytheIranianMeteorological Bureau, i.e., the
Annual Yearbooks, and the Wind Roses. . Jan. 2009 /
1387IPS-E-CE-500(1) 13TABLE 1- VELOCITY AND BASIC PRESSURE OF WIND
IN IRAN 1 - BASIC WIND PRESSURE daN/m2 VELOCITY OF WIND (V) km/h
STATION(City) ) ( 40.5 50.0 60.5 40.5 84.5 40.5 60.5 60.5 60.5 60.5
60.5 50.0 84.5 60.5 60.5 50.0 40.5 50.0 40.5 50.0 60.5 32.0 50.0
50.0 60.5 50.0 40.5 32.0 40.5 60.5 40.5 40.5 72.0 84.5 32.0 40.5
60.5 50.0 32.0 40.5 32.0 32.0 32.0 40.5 40.5 40.5 50.0 40.5 50.0
84.5 40.5 32.0 60.5 40.5 84.5 40.5 50.0 60.590 100 110 90 130 90
110 110 110 110 110 100 130 110 110 100 90 100 90 100 110 80 100
100 110 100 90 80 90 110 90 90 120 130 80 90 110 100 80 90 80 80 80
90 90 90 100 90 100 130 90 80 110 90 130 90 100 110 Abadan Abadeh
Abali ARAK ARDABIL URUMIYEH Aghajari ISFAHAN Omidiyeh AHWAZ Iran
Shahr Babolsar Bojnurd Bam Bandar Anzali BANDAR ABBAS Bandar Lengeh
BUSHEHR Birjand Parsabad Moghan TABRIZ Torbat-e-Heydarieh TEHRAN
Jask Siri Kish Chabahar KHORAMABAD Khoy Dezful Ramsar RASHT Zabol
ZAHEDAN ZANJAN Sabzevar Serakhs Saqez SEMNAN SANANDAJ Shahrud
SHAHR-e-KORD SHIRAZ Tabas Fasa Ghaem Shahr QAZVIN QOM Kashan KERMAN
KERMANSHAH GORGAN Maragheh MASHHAD Manjil Noshahr HAMADAN YAZD 1.
2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20.
21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37.
38. 39. 40. 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54.
55. 56. 57. 58. Jan. 2009 / 1387IPS-E-CE-500(1) 14
7.2 Snow Loads Thisclausegivesminimumimposedroofloads that may
be applied by snow accumulation for use in designing buildings and
building components. 7 - 2 .7.2.1 Zoning
Variouspartsofthecountryhavebeenclassified
intofourzonesaccordingtotheintensityof annual snowfall: 7 - 2 - 1
:ZoneI:Regionswithnopreviousrecordof snowfall. I : .Zone II:
Regions with low rate of snowfall. II : Zone III: Regions with
medium rate of snowfall. III : Zone IV: Regions with high rate of
snowfall. IV : Zone V: Regions with heavy snowfall. V : Zone VI:
Regions with ultra heavy snowfall. VI : The above zones are shown
in Map No. 1. 1 .7.2.2 Calculation of snow load
SnowLoadshallbedeterminedaccordingtothe zoning and slope of the
roof, as shown in Table 2 below: 7 - 2 - 2 2 . TABLE 2- SNOW LOAD,
IN kPa (kN/m2), AS APPLIED ON THE HORIZONTAL PROJECTION OF THE ROOF
2 - (kN/m2) ZONE SLOPEOFTHEROOF 15 OR LESS 15 20253545 60 OR MORE
60 I0.250.250.250.250.250.25 II0.500.500.450.350.250.25
III1.000.950.850.70.500.25 IV1.51.401.251.000.750.40
V2.001.852.001.351.00.5 VI3.002.752.502.001.500.75 Note 1: Figures
shown in Table 1 are the least amounts. In
regions,withunusualconditions,wheresnowfall
ismoreintense,loadsapplicable to thatcondition shall be used. 1 : 1
. .7.2.3 Snow loads on roofs
Inthedesignofroofsthegreatervalueofeither 7 - 2 - 3 ) 2 ( ) 3 Jan.
2009 / 1387IPS-E-CE-500(1) 15snowload(asgiveninTable2)orliveload(as
giveninTable3andAppendixIB)shallbe
assumed,andthesetwoneednotbeconsidered simultaneously. I - ( .7.2.4
Accumulation of snow If there is a possibility of accumulation of
snow in someparts of the roofdue to its geometric shape,
wind,etc.,thentheeffectofthisaccumulation shall be considered in
the calculations. 7 - 2 - 4 .7.2.5 Unloaded portions
Theeffectofremovinghalfthebalancedsnow
loadfromanyportionoftheloadedareashallbe considered. 7 - 2 - 5
.Note 2: Inmanysituationsareductioninsnowloadona portion of a roof
by wind scour, melting, or snow-removal operations will simply
reduce the stresses inthesupportingmembers.However,insome
casesareductioninsnowloadfromanareawill
induceheavierstressesintheroofstructurethan occur when the entire
roof is loaded. Cantilevered
roofjoistsareagoodexample;removinghalfthe
snowloadfromthecantileveredportionwill
increasethebendingstressanddeflectionofthe
adjacentcontinuousspan.Inothersituations adverse stress reversals
may result. 2 : . . . . .7.2.6 Unbalanced roof snow loads
Balancedandunbalancedloadsshallbeanalyzed
separately.Windsfromalldirectionsshallbe accounted for when
establishing unbalanced loads. 7 - 2 - 6 . .7.2.7 Drifts on lower
roofs Roofsshallbedesignedtosustainlocalizedloads
fromsnowdriftsthatforminthewindshadowof
(a)higherportionsofthesamestructureand(b) adjacent structures and
terrain features. 7 - 2 - 7 : ) ( ) ( . A) Lower roof of a
structure.Snowthatformsdriftscomesfromahigher
roofor,withthewindfromtheopposite
direction,fromtheroofonwhichthedriftis
located.Thesetwokindsofdrifts("leeward" and "windward respectively)
are shown in Fig. 1.Thegeometryofthesurchargeloaddueto
snowdriftingshallbeapproximatedbya triangleasshowninFig.2.Drift
loadsshallbe ( . ) ( 1 . 2 Jan. 2009 / 1387IPS-E-CE-500(1)
16superimposedonthebalancedsnowload.If
hc/hb,islessthan0.2,driftloadsarenot required to be applied. The
magnitude of drift surcharge loads and the width of the drift shall
bedetermined by using themethoddevelopedforlowerroofsin ASCE-7
section 7. . . hb / hc 2/0 . 7 ASCE-7 .B) Adjacent structures and
terrain features. Therequirementsinsub-clauseashallalso
beusedtodeterminedriftloadscausedbya
higherstructureorterrainfeaturewithin6.1m
(20ft)ofaroof.Theseparationdistance,s,
betweentheroofandadjacentstructureor
terrainfeatureshallreduceapplieddriftloads
onthelowerroofbythefactor(6.1-s)/6.1 where s is in m. ( " " 1/6 )
20 ( . s (6.1-s)/6.1 s . Fig. 1- DRIFTS FORMED AT WINDWARD AND
LEEWARD STEPS 1 - Fig. 2- CONFIGURATION OF SNOW DRIFTS ON LOWER
ROOFS 2 - Jan. 2009 / 1387IPS-E-CE-500(1) 17 7.2.8 Roof projections
ThemethodinSection7.2.7(a)shallbeusedto calculate drift loads on
all sides of roof projections
andatparapetwalls.Theheightofsuchdrifts
shallbetakenasthree-quartersthedriftheight
determinedfromsection7ofASCE-7.Iftheside of a roof projection is
less than 4.6 m (15 ft) long,
adriftloadisnotrequiredtobeappliedtothat side. 7 - 2 - 8 7 - 2 - 7
) ( . 7 ASCE-7 . 6/4 ) 15 ( .7.2.9 Sliding snow The load caused by
snow sliding off a sloped roof onto a lower roof shall be
determined for slippery upper roofs with slopes greater than 1/4 on
12, and forother(i.e.,non-slippery)upperroofswith slopes greater
than 2 on 12. Thetotal sliding load
perunitlengthofeaveshallbe0.4pfW,whereW
isthehorizontaldistancefromtheeavetoridge for the sloped upper
roof. The sliding load shall be
distributeduniformlyonthelowerroofovera distance of 4.6 m (15 ft)
from the upper roof eave. Ifthewidthofthelowerroofislessthan4.6m,
the sliding load shall be reduced proportionally.
7 - 2 - 9 12 ) ( 2 12 . 0.4pfW W . 6/4 ) 15 ( . 6/4 .The sliding
snow load shall not be further reduced
unlessaportionofthesnowontheupperroofis blocked from sliding onto
the lower roof by snow alreadyonthelowerrooforisexpectedtoslide
clear of the lower roof. Slidingloadsshallbesuperimposedonthe
balanced snow load . . 7.2.10 Extra loads from rain-on-snow
Forlocationswheregroundsnowload,is0.96
kN/m2orless,butnotzero,allroofswithslopes
(indegrees)lessthanW/15.2(whereWisthe
horizontaldistancefromtheeavetoridgeinm)
shallhavea0.24kN/m2rain-on-snowsurcharge.
Thisrain-on-snowaugmenteddesignloadapplies
onlytothebalancedloadcaseandneednotbe
usedincombinationwithdrift,sliding, unbalanced, or partial loads. 7
- 2 - 10 96/0 ) ( W/15.2 ) W ( 24/0 . .7.2.11 Ponding instability
Roofsshallbedesignedtoprecludeponding 7 - 2 - 11 ) ( . Jan. 2009 /
1387IPS-E-CE-500(1) 18instability.Forroofswithaslopelessthan1.2
degree, roof deflections caused by full snow loads
shallbeinvestigatedwhendeterminingthe
likelihoodofpondinginstabilityfromrain-on-snow or from snow
melt-water. 2/1 .7.2.12 Rain loads A) Roof drainage
Roofdrainagesystemsshallbedesignedin
accordancewiththeprovisionsofthe
IPS-E-CE-390:"EngineeringStandardfor Rain and Foul Water Drainage
of Buildings". Secondary(overflow)drainsshallnotbe smaller than
primary drains. 7 - 2 - 12 ( 390 - CE - E - IPS " " . ) ( .B)
Ponding loads Roofsshallbedesignedtoprecludeinstability from
ponding loads. ( .C) Blocked drains
Eachportionofaroofshallbedesignedto
sustaintheloadofallrainwaterthatcould accumulate on it if the
primary system for that portionisblocked. Pondinginstabilityshallbe
consideredinthissituation.Iftheoverflow
drainageprovisionscontaindrainlines,such lines shall be independent
of any primary drain lines. ( . .D) Controlled drainage
Roofsequippedwithcontrolleddrainage
provisionsshallbeequippedwithasecondary
drainagesystematahigherelevationwhich
preventspondingontheroofabovethat
elevation.Suchroofsshallbedesignedto
sustainallrainwaterloadsonthemtothe
elevationofthesecondarydrainagesystem
plus0.24kPa.Pondinginstabilityshallbe considered in this situation.
( . 24 / 0 . .7.2.13 Snow load in special cases
Wheneversnowmaycompileoreffectthe
intensityofotherloads(suchaswindloads)not
mentionedinthisStandard,theseeffectsshallbe taken into account. 7 -
2 - 13 ) ( .
Jan. 2009 / 1387IPS-E-CE-500(1) 19MAP NO.1 -GROUND SNOW LOAD,
FOR 50-YEAR MEAN RECURRENCE INTERVAL FOR VARIOUS REGIONS OF
IRAN(COURTESY OF IRANIAN METEOROLOGICAL BUREAU) 1 50 ) (
Jan. 2009 / 1387IPS-E-CE-500(1) 207.3 Seismic (Earthquake) Loads
7.3.1 General Allbuildingsandstructuresshallbedesignedto
withstandtheeffectsofseismicforcesaswellas
windeffects.Windandseismicforcesare
assumedtoactseparatelyandtheireffectsshall not be considered
simultaneously. 7 - 3 ) (7 - 3 - 1 .
.Generally,structuresandtheircomponentsshall be able to thoroughly
withstand the greatest stress caused by wind and earthquake.
.Structuresaredesignedindividuallyineitherone of the principal
directions, without considering the
otherdirection.Simultaneouseffectsofseismic forces in both
directions need not be considered. .
.Intheseismicdesignofstructures,onlythe horizontal component of the
seismic force shall be considered and the vertical component shall
not be taken into account, except for the following cases:
:-Forcantileveredbalconiesandprojections
(particularlythosecarryingconsiderabledead
loadatthetip),andforbuildingsthathouse
technicalinstrumentsorspecialequipments
wheretheverticalcomponentmaycausea
malfunction,thentheeffectofvertical component shall be considered.
- ) ( .7.3.2 Lateral seismic forces
Theminimumlateralseismicforceineach
directionofastructureshallbecalculated
accordingtotheprovisionsof"IranianNational Building Code-part 6 or
ASCE-7. 7 - 3 - 2 " " ASCE-7
.Alsoasaguidelineusersarereferredto"Iranian
SeismicCodeforOilIndustries"publishedby
"MinistryofPetroleum-DeputyforEngineering and Local Manufacturing "
" .7.3.3 Earthquake loads in industrial plants
Forrequirementsgoverningthedesigningof structures in petroleum
plants, see Appendix ID. 7 - 3 - 3 I - .8. DEAD LOADS 8.1
Definition Deadloadscomprisetheweightofallpermanent
construction,includingwalls,floors,roofs,
ceilings,stairways,andfixedserviceequipment, plus the net effect of
prestressing. 8 - 8 - 1 : . Jan. 2009 / 1387IPS-E-CE-500(1)
21Moreoverthefollowingcomplementaryitems shall be considered as
dead load: - fireproofing; - sprinkler system; - fixed partitions;
-allfixedequipmentwiththerelevantfluid content;
-theverticalandhorizontalpressuresdueto the stored liquid; -
insulation weight. :- - - -
-
- 8.2 Weight of Materials and Constructions
Inestimatingdeadloadsforpurposesofdesign,
theactualweightsofmembersandconstructions
materialsshallbeused,providedthatinthe
absenceofdefiniteinformation,values satisfactory to the authority
having jurisdiction are assumed. 8 - 2 . .Note:
Forinformationondeadloads,seeAppendixIA, tables of Annex 1 and
Annex 2. : I - 1 2 .8.3 Weight of Fixed Service Utilities
Inestimatingdeadloadsforpurposesofdesign,
theweightoffixedserviceutilities,suchas plumbingstacks andrisers,
electricalfeeders,and
heating,ventilating,andair-conditioningsystems,
shallbeincludedwheneversuchequipmentis
supportedbystructuralmembers.Itis
recommendedtoutilizedataprovidedby manufacturers of such service
utilities. 8 - 3 . .8.4 Special Considerations
Engineers,architects,andbuildingownersare
advisedtoconsiderfactorsthatmayresultin differences between actual
and calculated loads. 8 - 4 .Experiencehasshown,thatconditionsare
encounteredwhich,ifnotconsideredindesign,
mayreducethefutureutilityofabuildingor reduce its margin of safety.
Among them are: . :8.4.1 Dead loads There have been numerous
instances in which the actualweightsofmembersandconstruction
materials have exceeded the values used in design. Care is advised
in the useof tabularvalues. Also, allowances should be made for
such factors as the 8 - 4 - 1 . Jan. 2009 / 1387IPS-E-CE-500(1)
22influenceofformworkandsupportdeflectionson
theactualthicknessofaconcreteslabof prescribed nominal thickness.
.8.4.2 Future installations Allowanceshouldbemadefortheweightof
futurewearingorprotectivesurfaceswherethere
isagoodpossibilitythatsuchmaybeapplied. Special consideration
should be given to the likely
typesandpositionofpartitions,asinsufficient
provisionforpartitioningmayreducethefuture utility of the building.
8 - 4 - 2 . .8.4.3 Occupancy changes
Thepossibilityoflaterchangesofoccupancy
involvingloadsheavierthanoriginally
contemplatedshouldbeconsidered.Thelighter
loadingappropriatetothefirstoccupancyshould not necessarily be
selected. If so chosen , 8 - 4 - 3 .
.Considerablerestrictionsmaybeplacedonthe usefulness of the
building at a later date.
.Attentionisdirectedalsotothepossibilityof
temporarychangesintheuseofabuilding,asin
thecaseofclearingadormitoryforany recreational purpose. .8.4.4
Additions to existing structures
Whenanexistingbuildingorotherstructureis
enlargedorotherwisealtered,allportionsthereof affected by such
enlargement or alteration shall be strengthened, if necessary, so
that all loads will be supportedsafelywithoutexceedingtheallowable
stresses(orspecifiedstrengths,whenappropriate
loadfactorsareapplied)forthematerialsof
constructioninthestructuralmembersand connections. 8 - 4 - 4 . ) (
.8.4.5 Load tests Theauthorityhavingjurisdictionmayrequirea
loadtestofanyconstructionwheneverthereis
reasontoquestionitssafetyfortheintended occupancy or use. 8 - 4 - 5
. 8.5 Equipment Load, (Q) Theweightofequipment,suchaspumps,
compressors,motors,etc.,shallbederivedasfar
aspossiblefrommanufacturersdataandshall include controls, auxiliary
machinery, piping, etc. 8 - 5 (Q) . Jan. 2009 / 1387IPS-E-CE-500(1)
239. LIVE LOADS 9.1 Definition
Liveloadsarethoseloadsproducedbytheuse
andoccupancyofthebuildingorotherstructure
anddonotincludeenvironmentalloadssuchas
windload,snowload,rainload,earthquakeload, or dead load. 9 - 9 - 1
.Live loads on a roof are those produced: 1)duringmaintenanceby
workers,equipment, and
materials2)duringthelifeofthestructurebymovable objects such as
planters and by people. :1 ( .2 ( .9.2 Load Values
9.2.1Thelowestnominalvaluesofloadsdueto
useandoccupancyaredefinedasthemost
unfavorablevaluesforcertain(orexpected) conditions of normal use of
a building. 9 - 2 9 - 2 - 1 ) (
.9.2.2Whendesigningfloorsforuniformly
distributedloads,thelowestcharacteristicvalue
shallnotbeprescribedlessthanthevaluesgiven
inTable3.However,duetospecialconsideration of the projects, Company
may apply higher values according to Iranian or international
standards. 9 - 2 - 2 3 . .9.2.3Forseveralfloorzoneswhichareusedin
conditionssimilartothoseinproductionand storage buildings, loads
due to use and occupancy shallbedefinedaccordingtotherulesforthose
buildings and facilities. 9 - 2 - 3
.9.2.4Besidesuniformlydistributedload,floors
shallalsobedesignedforaconcentratedload
appliedtotheelementofthefloortoproducethe most unfavorable effects.
9 - 2 - 4 .Ifdetaileddataforconcentratedloadsarenot
available,theloadshallbeconsideredasapplied to a square area 0.1 m
0.1 m and its value taken equal to: 1/0 1/0 :a) Floors and
staircases: 1,5 kN; b)Loftspacefloors,roofs,terracesand balconies:
1,0 kN; c) Roofs allowing movement of people only by footbridges:
0,5 kN. ( 5/1 ( 0/1 ( 5/0 9.2.5 The effect of significant dynamic
loads shall 9 - 2 - 5 Jan. 2009 / 1387IPS-E-CE-500(1)
24betakenintoaccountbydynamicfactorsorby special dynamic analysis.
For dynamic (vibration) loads, see clause 10.3. . ) ( 10 - 3
.9.2.6Table3doesnotcontainfloorloadsdueto
partitions;theseshouldbeconsideredseparately. If it is necessary to
take into account the effect of
thepartitionsnotplannedforinthedesign(or
movablepartitions),thesecanbeconsideredasa
uniformlydistributedloadwithalowestnominal
value0,5kPaiftheirweightdoesnotexceed2,5
kN/m.Inallothercases,theeffectofpartitions shall be determined as a
function of their position, their weight and their jointing to
other elements of the building. 9 - 2 - 6 3 . ) ( 5/2 5/0 . . Jan.
2009 / 1387IPS-E-CE-500(1) 25TABLE 3 - LOWEST NOMINAL VALUES OF
UNIFORMLY DISTRIBUTED LOADS 3 - NO. BUILDINGSANDPREMISES Lowest
Nominal ValuesOf Loads. kPa ) ( 1 2 3 4 5 6 7 8
9 10 11 12
RESIDENTIALFLATS,BEDROOMSINKINDERGARTENSANDSCHOOLS,DWELLINGS,HOTELROOMS,HOSPITALANDSANATORIUMWARDS,ETC.
OFFICESFORADMINISTRATION,TECHNICALANDSCIENTIFICSTAFF,CLASSROOMSINSCHOOLSANDCOLLEGES,CLOAK-ROOMS,SHOWER-BATHS,
LAVATORIES IN INDUSTRIALANDPUBLICBUILDINGS
STUDYROOMSANDLABORATORIESINHEALTH,EDUCATIONORSCIENTIFICESTABLISHMENTS,ROOMSWITHDATAPROCESSINGEQUIPMENT,KITCHENSINPUBLICBUILDINGS,TECHNICALFLOORS,BASEMENTS,ETC.
.
:HALLS: A) READING-ROOMS (WITHOUT BOOKSHELVES) ( ) (B)
DINING-ROOMS (IN CAFES, RESTAURANTS,ETC.) ( ) ( ...C)
CONFERENCE-HALLS, WAITING-ROOMS, THEATREANDCONCERTHALLS,GYMNASIA,
BALL-ROOMS, ETC. ( .D) DEPARTMENT STORES ( E) EXHIBITION HALLS (IN
ADDITION TO EQUIPMENT AND MATERIALS) ( ) (SHELVING IN LIBRARIES,
OFFICES WITH FILING STORAGE, STAGES IN THEATRES, ETC. .STANDS: :A)
WITH FIXED SEATS ( B) WITHOUT FIXED SEATS (
LOFTSPACE (INADDITIONTOTHEWEIGHTOFEQUIPMENTANDMATERIALS) ) (
:TERRACESANDROOFS: A) ZONESFORREST ( B)
ZONESCROWDEDBYPEOPLELEAVINGHALLS, OFFICES, PRODUCTION BUILDINGS,
ETC. (
: BALCONIES AND LOGGI A) STRIPUNIFORMLYLOADEDINANAREA0,8
mWIDEALONGTHEBARRIER ( 8 / 0 B)
UNIFORMLYLOADEDOVERTHEWHOLEBALCONYAREA, IFITSEFFECTIS
MOREUNFAVORABLETHANTHATINA) (
LOBBIES, FOYERS, CORRIDORS, STAIRCASES (WITHADJACENTPASSAGES),
ADJOINING ) ( :PREMISESSPECIFIEDIN A) No. 1 ( 1B) Nos. 2 AND 3 ( 2
3 ( 4 5 C) Nos. 4 AND 5 D) No. 6 ( 6
PLATFORMSOFRAILWAYANDSUBWAYSTATIONS
GARAGESANDCARPARKSFORPASSENGERCARSANDLIGHTVEHICLES (NOTFORTRUCKS) )
( 1.5 2.0 2.0 2.0 2.0 4.0 4.0 2.5 5.0 4.0 5.0 0.7 1.5 4.0 4.0 2.0
2.5 3.0 4.0 5.0 4.0 2.5 Jan. 2009 / 1387IPS-E-CE-500(1) 26 Notes:
1)LoadsspecifiedinNo.8shallbetaken insteadofsnowloadsiftheygivemore
unfavorable results. :1 ( 8 .2)Loads specified inNo. 9 shall
betakeninto accountwhenanalyzingtheload-bearing
elementsdirectlysupportingbalconies (loggias). 2 ( 9 ) (
.3)Loadsspecifiedinthetableincludesome
allowanceforimpactarisingfromtheusual movement of people and
furniture. 3 ( .4)Ifnecessary,somestandardsmayapply further
subdivision to any floor zone for which a single load value is
specified in this table. For example,someareasmaybeunloadedifthis
produces a more unfavorable effect. 4 ( . .9.3 Reduction of
Uniformly Distributed Loads 9.3.1 It is recommended that uniformly
distributed loads(excepttheloadsduetostationary
equipmentandstockedmaterials)arereducedfor analysis of: 9 - 3 ) ( 9
- 3 - 1 ) ( :a)Floorbeams-asafunctionoffloorzone
dimensionssupportedbythebeams(tributary area); b) Columns, walls,
bases and foundations, as in thepreviouscaseorasafunctionofthe
numberoffloorssupportedabovethefloor under consideration. ( - ) . (
( ) ( .When analyzing beams with load tributary area A
(insquaremeters),theloadspecifiedinTable2, may be reduced: A ) ( 2
:a)ForpremisesspecifiedinNos.1and2of Table 3, multiplying by the
factor: 1 = 0.3+PA3 (if A > 18 m2) (1) ( 1 2 3 :1 = 0.3+PA3
A>18m2 1 (b)forpremisesspecifiedinNo.4ofTable2, by multiplying
by the factor: 2 = 0.5+PA3 (if A > 36 m2)(2) ( 4 2 :2 = 0.5+PA3
A>36m2 2 ( Jan. 2009 / 1387IPS-E-CE-500(1) 27
Whenanalyzingcolumns,walls,basesand
foundations,theloadsgiveninTable3,maybe reduced: 3 :a) For premises
specified in Nos. 1 and 2 of Table 2, by multiplying by the factor:
1 = 0.3 + Pn6 . 0 (for n>2) (3) ( 1 2 2 : 1 = 0.3+Pn6 . 0n >
2 3 (b)For premises specifiedinNo. 4ofTable3,by multiplying by the
factor: 2 = 0.5 + Pn6 . 0 (for n>2) (4) ( 4 3 :2 = 0.5 + Pn6 . 0
n > 2 4 (Where: nisthenumbersofcompletelyloadedfloors
consideredintheanalysis(overthecross-section considered): for n =1,
1= 1, and 2 =1. :n : ) ( n =1 = 11 1 =2Note:
Nationalstandardsmayadmitothermethodsof
reducingtheuniformlydistributedloadsas
functionsofareadimensionsandnumberof storeys, provided the
resulting load is not smaller
thanthereducedloadderivedinaccordancewith this Standard. : . .9.4
Limitations on Live-Load Reduction
Forliveloadsof4.8kPaorless,noreduction shall be made for areas to
be occupied as places of publicassembly,forgaragesexceptasnoted
below,forone-wayslabs,orforroofsexceptas permitted in Clause 9.5.
For live loads that exceed 4.8kPaandingaragesforpassengercarsonly,
designliveloadsonmemberssupportingmore than one floor may be
reduced 20%, but live loads inothercasesshallnotbereducedexceptas
permitted by the authority having jurisdiction. 9 - 4 8/4 ) ( ) 9 -
5 ( . 8/4 20 .9.5 Minimum Roof Live Loads (Lr) 9 - 5 ) Lr (9.5.1
General Roofs shall sustain, within stress limitation of this
standard, all dead loads, plus unit live loads as set
forthinthefollowingclauses,inwhichallroof
slopesaremeasuredfromthehorizontalandall 9 - 5 - 1 . Jan. 2009 /
1387IPS-E-CE-500(1) 28loads are applied vertically. .9.5.2 Flat
roofs Theimposedload,includingsnowload(1)onflat
roofsandslopingroofsuptoandincluding10,
whereaccess(inadditiontothatnecessaryfor cleaning and repair) is
provided to the roof, is 1.5 kN/m2 measured on plan or a 1.8 kN
concentrated load,whicheverproducesthegreaterstress.
Wheredeflectionisthedesigncriterion,the concentrated load is
assumed to act in the position which produces maximum deflection.
Theimposedload,includingsnowload(1),onflat
roofsandslopingroofsuptoandincluding10, where no access is provided
to the roof (other than thatnecessaryforcleaningandrepair),is0.75
kN/m2 measured on plan or a 0.9 kN concentrated
load,whicheverproducesthegreaterstress.
Wheredeflectionisthedesigncriterion,the concentrated load is
assumed to act in the position which produces maximum deflection. 9
- 5 - 2 ) 1 ( 10 ) ( 5/1 8/1 . . ) 1 ( 10 ) ( 75/0 9/0 . .9.5.3
Sloping roofs Theimposedloads,includingsnowload(1)on
roofswithaslopegreaterthan10,whereno
accessisprovidedtotheroof(otherthanthat necessary for cleaning and
repair), are as follows: 9 - 5 - 3 ) 1 ( 10 ) ( :
a)Foraroof-slopeof30orless:0.75kN/m2
measuredonplanora0.9kNconcentrated load, whichever produces the
greater stress. Wheredeflectionisthedesigncriterion,the
concentrated-loadisassumedtoactinthe position which produces
maximum deflection. b) For a roof-slope of 75 or more: zero load.
Forroofslopesbetween30and75the imposedloadmaybeobtainedbylinear
interpolationbetween0.75kN/m2fora30 roof slope and zero for a 75
roof slope. ( 30 : 75/0 9/0 . . ( 75 : . 30 75 75/0 30 75 .Note:
(1)Whenthedepthofsnowisnotuniform, owing to sliding, wind, melting
or the shape of theroof,theresultingloadmaybeincreased :) 1 ( Jan.
2009 / 1387IPS-E-CE-500(1) 29locally. .9.5.4 Curved roofs
Theimposedloadonacurvedroofiscalculated
bydividingtheroofintonotlessthanfiveequal segments and by then
calculating the load on each,
appropriatetoitsmeanslope,inaccordancewith sub-clauses 9.5.2 and
9.5.3. 9 - 5 - 4 9 - 5 - 2 9 - 5 - 3 .9.5.5 Roof coverings
Aloadof0.9kNonanysquarewitha125mm
sideprovidesforloadsincidentaltomaintenance onall self-supporting
roofcoverings ata slopeof
lessthan45,i,e.thosenotrequiringstructural support over their whole
area. No loads incidental to maintenance are appropriate to
glazing. 9 - 5 - 5 ) ( 45 9/0 125 . .9.6 Special Considerations 9 -
6 9.6.1 Loads not specified
Foroccupanciesorusesnotdesignatedinclause 9.2 , the live load shall
be determined in a manner satisfactory to the authority having
jurisdiction. 9 - 6 - 1 9 - 2 .Note:
Foradditionalinformationonliveloads,seethe Appendix IB Tables IB/1
to IB/9. : I / 1 I / 9 I - .9.6.2 Partial loading The full
intensity of the appropriately reduced live
loadappliedonlytoaportionofthelengthofa
structureormembershallbeconsideredifit produces a more unfavorable
effect than the same intensityappliedoverthefulllengthofthe
structure or member. 9 - 6 - 2 ) ( .9.6.3 Posting of live loads
Ineverybuildingorotherstructure,orpart
thereof,usedformercantile,business,industrial,
orstoragepurposes,theownerofthebuilding
shallensurethattheloadsapprovedbythe authority having jurisdiction
are marked on plates ofapproveddesignandaresecurelyaffixedina
conspicuousplaceineachspacetowhichthey relate. If such plates are
lost, removed, or defaced, the owner shall have them replaced. 9 -
6 - 3 . .9.6.4 Restrictions on loading
Thebuildingownershallensurethataliveload
greaterthanthatforwhichafloororroofis 9 - 6 - 4 Jan. 2009 /
1387IPS-E-CE-500(1) 30approved by the authority having jurisdiction
shall not be placed, or caused or permitted to be placed,
onanyfloororroofofabuildingorother structure. .10. OTHER LOADS 10 -
10.1 Crane Loads and Moving Loads (C)
Craneloadsshallbeassumedattheirmaximum
valuesincludingliftingcapacityaswellasthe
maximumhorizontalloadscausedbybrakingor acceleration. For the
design of each structural element the most unfavorable position of
the crane or other moving loadsshallbeconsidered.Formovingloadsan
appropriate impact factor shall be applied. 10 - 1 . . .10.2
Differential Settlement, (ds)
Thevariabilityofthesoilstratamayresultin differential settlement.
Theresultingbendingmoments,shearandaxial forces shall be
considered. 10 - 2 ) ds ( . .10.3 Dynamic (Vibration) Loads A
detailed design and a vibration analysis shall be
madeinaccordancewiththefollowing requirements: 10 - 3 ) ( : 10.3.1
Static deformation Thestaticdeformationforrotatingequipment
foundationsshallbecalculatedandshowntobe within the limits stated
by the manufacturer of the equipment. The calculations shall
include, but not be limited to, the following causes of
deformation: - Shrinkage and creep of concrete.
-Temperatureeffectscausedbyradiationand
convectionofheatorcoldgeneratedby machinery, piping and ducting.
-Elasticdeformationcausedbychanging vapor pressure in condensers. -
Elastic deformation caused by soil settlement or elastic
compression of piles. 10 - 3 - 1 . :- - .- .- .10.3.2 Vibration
analysis A three-dimensional vibration analysis for rotating
equipmentfoundationsshallbemadeandshall show that the dynamic
amplitudes will not exceed thelowerofthefollowingvalues;seealso
(10.3.6): 10 - 3 - 2 10 - 3 - 6 : Jan. 2009 / 1387IPS-E-CE-500(1)
31-Themaximumallowablevaluestatedbythe manufacturer of the
equipment. -Theamplitude(singleamplitude)which
causestheeffectivevelocity*ofvibrationto exceed:
a)2mm/satthelocationofthemachine-bearing housings. b) 2.5 mm/s at
any location of the structure. - .- ) ( * : ( 2 . ( 5/2
.*Theeffectivevelocityisdefinedasthesquare
rootoftheaverageofthesquareofthevelocity. Velocity beinga
functionof time in the caseofa
puresinusoidalfunctiontheeffectivevelocityis 0.71 times the peak
value of the velocity. * . . 71/0 .10.3.3 Exciting force For the
vibration analysis, the exciting forces shall be taken as the
maximum values that according to
themanufactureroftheequipmentwilloccur during the lifetime of the
equipment. 10 - 3 - 3 .10.3.4 Schematic mechanical model
Thevibrationcalculationshallbebasedona
mechanicalmodelwhereintheweightsand elasticity of both structure
and foundation and the weightoftheequipmentarerepresentedinan
appropriate way. 10 - 3 - 4 .10.3.5 Frequencies
Allnaturalfrequenciesbelow2timesthe
operatingfrequencyforreciprocatingequipment
andbelow1.5timestheoperatingfrequencyfor rotating equipment shall
be calculated. Ofthenaturalfrequenciesbetween0.35and1.5
timestheoperatingfrequency,itshallbeshown that the amplitudes are
within the allowable values even assuming that due to differences
between the actual structure and the assumed model resonance
doesoccur.Inthiscaseareasonableamountof damping should be
estimated. 10 - 3 - 5 ) ( 2 5/1 . 35/0 5/1 ) ( . .10.3.6 Dynamic
amplitudes Thedynamicamplitudesofanypartofthe foundation including
any reciprocating compressor shall be less than 80 m single
amplitude. 10 - 3 - 6 80 .10.4 Erection Loads, (er)
Erectionloadsshallbedefinedastemporary
forcescausedbyerectionofstructureor equipment.
Allpossibleloadingconditionsduringerection 10 - 4 ) er ( . Jan.
2009 / 1387IPS-E-CE-500(1) 32shallbeconsideredandforanymemberofa
structurethemostunfavorableshallbetakeninto
account.Heavyequipmentloweredontoa
supportingstructurecanintroduceextremepoint
loadsonstructuralmembers,exceedingany operating or test load. After
placing of equipment, the exact positioning (lining out and
leveling) can alsointroduceextremepointloads.Theabove
shouldbeinterpretedonthebasisofcontractors
practicalexperienceandmanufacturers information.
Beamsandfloorslabsinmulti-storeystructures,
e.g.firedecks,shallbedesignedtocarrythefull
constructionloadsimposedbytheprops
supportingthestructureimmediatelyabove.A
noteshallbeaddedontherelevantconstruction
drawingstoinformthefieldengineerofthe adopted design philosophy. .
. ) ( . .
. ) ( .For floor slabs and supports whose strength during
constructionislessthantheirultimatedesign strength, the following
extra loads for transporting concrete or other building materials
shall be added according to the volume capacity of the bucket or
other means of transport: - 0.75 kPa, for bucket of 75 lit.
capacity - 1.50 kPa, " " 150 lit. - 2.50 kPa, " " 250 lit. :-75/0
75 -5/1 150 -5/2 250 10.5 Factored Loads
FactoredLoadsaretheproductofthenominal load and a load factor. 10 -
5 .10.6 Fluid Loads (F) Fluid loads are the gravity loads of liquid
or solid materialsinequipmentandpipingduring
operationorhydrotest.Theyareconsideredlive
loadswhenestablishingloadfactorsforultimate strength design. 10 - 6
) F ( ) ( . .10.7 Horizontal Loads
Minimalcharacteristicvaluesofhorizontalloads
perunitlengthonthehand-railsandbalcony barriers shall be taken as
follows: 10 - 7 :a)Forresidentialbuildings,kindergartens,
hospitalsandotherhealthestablishments: 0.3 kN/m; ( :3/0 Jan. 2009 /
1387IPS-E-CE-500(1) 33b) For stands and gymnasia: 1.5 kN/m; c) For
other buildings and premises: 0.8 kN/m. ( : 5/1 ( : 8/0
.Forserviceplatforms,foot-bridges,roofbarriers
visitedonlybyindividuals,theminimum
characteristicvalueofhorizontalconcentrated load on hand-rails and
barriers shall be taken equal
to0.3kN(atanypointalongthebarrier).The same value of horizontal
concentrated load should be taken for lightweight partitions. 3/0 )
( . .10.8 Hydrostatic Pressure, (H) 10 - 8 ) H (A) Pressure on
Basement Walls Inthedesignofbasementwallsandsimilar
approximatelyverticalstructuresbelowgrade, provision shall be made
for the lateral pressure ofadjacentsoil.Dueallowanceshallbemade
forpossiblesurchargefromfixedormoving
loads.Whenaportionorthewholeofthe
adjacentsoilisbelowafree-watersurface,
computationsshallbebasedontheweightof
thesoildiminishedbybuoyancy,plusfull hydrostatic pressure. B)
Uplift on Floors Inthedesignofbasementfloorsandsimilar
approximatelyhorizontalconstructionbelow
grade,theupwardpressureofwater,ifany,
shallbetakenasthefullhydrostaticpressure applied over the entire
area. Thehydrostaticheadshallbemeasuredfromthe underside of the
construction. ( . . . ( .
.10.9 Impact Loads, (I) Theliveloadsspecifiedinclause9shallbe
assumedtoincludeadequateallowancefor
ordinaryimpactconditions.Provisionshallbe
madeinthestructuraldesignforusesandloads that involve unusual
vibration and impact forces. 10 - 9 ) I ( 9 . .10.9.1 Elevators
Allelevatorloadsshallbeincreasedby100%for
impact,andthestructuralsupportsshallbe designed within the limits
of deflection. 10 - 9 - 1 100 .10.9.2 Machinery
Forthepurposeofdesign,theweightof machinery and moving loads shall
be increased as follows to allow for impact: 10 - 9 - 2 : Jan. 2009
/ 1387IPS-E-CE-500(1) 34(1)elevatormachinery,100%;(2)light
machinery,shaftormotor-driven,20%;(3)
reciprocatingmachineryorpowerdrivenunits, 50%;(4) hangers for
floors or balconies, 33%. All percentages shall be increased if so
recommended by the manufacturer. ) 1 ( 100 ) 2 ( 20 ) 3 ( 50 ) 4 (
33 . .10.9.3 Crane ways Allcranewaysexceptthoseusingonlymanually
poweredcranesshallhavetheirdesignloads
increasedforimpactasfollows:(1)avertical
forceequalto25%ofthemaximumwheelload;
(2)alateralforceequalto20%oftheweightof the trolley and lifted load
only, applied one-half at the top of each rail; and (3) a
longitudinal force of 10%ofthemaximumwheelloadsofthecrane applied
at the top of the rail. 10 - 9 - 3 ): 1 ( 25 ) 2 ( 20 ) 3 ( 10
.10.9.4 Vehicle barriers for car parks
a)ThehorizontalforceF(inkN),normalto
anduniformlydistributedoveranylengthof
1.5mofabarrierforacarpark,requiredto withstand the impact of a
vehicle is given by: 10 - 9 - 4 ( . F ) kN ( 5/1 .o ob cVmF+=25 . 0
Where: m is the gross mass of the vehicle, in kg; V is the velocity
of the vehicle, in m/s, normal to the barrier; oc is the
deformation of the vehicle, in mm; ob is the deflection of the
barrier, in mm. :m .V
oc .
ob .b) Where the car park has been designed on the
basisthatthegrossmassofthevehiclesusing it will not exceed 2500 kg
the following values are used to determine the force F: m = 1500
kg* v = 4.5 m/s oc= 100 mm unless better evidence is available. (
2500 F :m = 1500 *= v 5/4 oc= 100 .Forarigidbarrier,forwhich
obmaybetakenas zero,theforceFappropriatetovehiclesupto 2500 kg
gross mass is taken as 150 kN. ob 2500 F 150 . Jan. 2009 /
1387IPS-E-CE-500(1) 35*Themassof1500kgistakenasbeingmore
representativeofthevehiclepopulationthanthe extreme value of 2500
kg. * 1500 2500 . c)Wherethecarparkhasbeendesignedfor vehicles
whose gross mass exceeds 2500 kg the
followingvaluesareusedtodeterminethe force F:
mistheactualmassofthevehicleforwhichthe car park is designed (in
kg); V = 4.5 m/s oc= 100 mm unless better evidence is available. (
2500 F :m ) ( V = 5/4 oc= 100 .d) The force determined as in (b) or
(c) may be considered to act atbumper height. In thecase
ofcarparksintendedformotorcarswhose gross mass does not exceed 2500
kg this height may be taken as 375 mm above the floor level. ( ) (
) ( . 2500 375 .e) Barriers to access ramps of car parks have to
withstandonehalfoftheforcedeterminedin (b) or (c) or acting at a
height of 610 mm above the ramp.
Oppositetheendsofstraightrampsintendedfor downward travel which
exceed 20 m in length the barrier has to withstand twice the force
determined in (b) or (c) or acting at a height of 610 mm above the
ramp. ( ) ( ) ( 610 . 20 ) ( ) ( 610 .10.10 Maintenance Loads, (M)
Maintenanceloadsshallbedefinedastemporary
forcescausedbythedismantling,repairor painting of equipment.
Structuresandfoundationssupportingheat
exchangerssubjecttobundlepullingshallbe
designedforalongitudinalforceappliedatthe
centroidofthetubebundle.Thisforceshallbe
equalto100%ofthebundleweight(mass).The shear force due to bundle
pulling shall be assumed tobetransmittedsolelythroughthefixedshell
support. 10 - 10 ) M ( . . 100 . .10.11 Thermal Loads (T)
Thermalloadsshallbedefinedasthoseforces
causedbyachangeintemperature.Suchforces
shallincludethosebyvesselorpipingexpansion
orcontraction,andexpansionorcontractionof structures. 10 - 11 . .
Jan. 2009 / 1387IPS-E-CE-500(1) 36 10.11.1 Internal thermal forces
and stresses Foundationsandstructureswhicharesubjectto
temperatureeffectsshallnotonlybedesignedfor
thevariousloadingconditionsbutalsoforany
temperaturedifferencethatmayoccurinpartsof structural members. 10 -
11 - 1 .Note: Thetemperatureofthesurfaceoftheconcrete shall not
exceed 100C. : 100 .Taking into account the wide range of
temperature occurringinIranthroughouttheyear,expansion
jointsshallbeprovidedatconvenientlocations
andthefollowingdatashallbeusedinthermal loads calculation:
:-Concreteandsteellinearexpansionfactor: a = 0.000011/C.
-Thermalvariationforconcreteorsteel
structuresdeltaTisdependentonthe maximumandminimumtemperatureswhich
shouldbemeasuredatsitefortheperiodof construction.
-Itshallbeselectedthethermalvariation (positive or negative) which
produces the most severe thermal load for the structure. - : 000011
/ 0 a= .- ) T ( .
- ) ( .10.11.2 Friction due to thermal expansion
Whenthermalexpansionresultsinfriction between equipment and
supports, the friction force shall be taken as the operating load
on the support timestheapplicablefrictioncoefficientgivenin Table
4. 10 - 11 - 2 4 . TABLE 4 - FRICTION COEFFICIENT FOR VARIOUS
MATERIALS 4 - SURFACES FRICTION COEFFICIENT - STEEL TO STEEL (NOT
CORRODED) - ) (- TEFLON TO TEFLON - - GRAPHITE TO GRAPHITE- - STEEL
TO CONCRETE- - TEFLON ON STAINLESS STEEL - 0.30 0.08 0.15 0.40 0.10
Inthedesignofpipesupportingbeams,the
horizontalslipforcesexertedbyexpandingor Jan. 2009 /
1387IPS-E-CE-500(1) 37contractingpipesonsteelpiperacksshallbe
assumed to be 15% of the operating weight on the beam. These slip
forces shall not be distributed to the foundations.
Aconcretepiperackbeamshallbedesignedfor an arbitrary horizontal
pipe anchor force of 15 kN actingatmidspan,whichalsoshallnotbe
distributed to the foundations. For pipe anchor forces transferred
by longitudinal girders to structural anchors (bracing) an
arbitrary forceof5%ofthetotalpipeloadperlayershall
betakenintoaccount,unlessdesigncalculations
dictateahigherforce,theseforcesshallbe distributed to the
foundations. 15 . .
15 . . ) ( 5 ) ( . .10.12 Loads of Vessels, Columns, etc.
Apartfromvesselsandcolumns,thiscategory
alsoconsistsoffilters,settlers,heatexchangers,
condensersandthelikecompletewiththeir piping. Inaccordance
withthevarious loadcombinations
forthecategoryofequipment,thefollowing weights/loads shall be
included in the calculations. 10 - 12 .
.10.12.1 Empty weight, (Ve)
Thisisthedeadweightofvessels,columns,etc.
inclusiveofprotectivelayers,valves,etc.,and shall be derived from
manufacturers data. 10 - 12 - 1 ) Ve ( : .10.12.2 Operating weight,
(Vo) This is the empty weight of vessels, columns, etc.,
andtheweightoftheirmaximumcontentswhich will apply during operation
of the plant. 10 - 12 - 2 ) Vo ( . 10.12.3 Hydrostatic test load,
(Vt) When hydrostatic pressure testing of equipment is
requiredatsite,theweightofthisequipment completely filled with
water shall be incorporated
inthedesignofthesupportingstructure.When
morethanonevessel,etc.,issupportedbyone
structure,thestructureneedonlybedesignedon
thebasisthatonevesselwillbetestedatanyone
time,andthattheotherswilleitherbeemptyor still in operation. 10 -
12 - 3 ) Vt ( . .11. COMBINATIONS OF LOADS11.1 General
Buildingsandotherstructuresshallbedesigned
usingtheprovisionsofeitherclause11.2or11.3. 11 - 11 - 1 Jan. 2009 /
1387IPS-E-CE-500(1) 38Either clause 11.2 or 11.3 shall be used
exclusively forproportioningelementsofaparticular construction
material throughout the structure. 11 - 2 11 - 3 . 11 - 2 11 - 3
.11.2CombinationsofLoadsUsingStrengthDesign 11 - 2 11.2.1
Applicability Theloadcombinationsandloadfactorsgivenin
clause11.2.2shallbeusedonlyinthosecasesin
whichtheyarespecificallyauthorizedbythe applicable material design
standard. 11 - 2 - 1 11 - 2 - 2 .11.2.2 Basic
combinationsStructures,components,andfoundationsshallbe
designedsothattheirdesignstrengthequalsor
exceedstheeffectsofthefactoredloadsinthe following combinations: 11
- 2 - 2 :1. 1.4(D + F) 2. 1.2(D+ F +T) + 1.6(L + H) + 0.5(Lr or S
or R) 3. 1.2 D + 1.6(Lr or S or R) + (L or 0.8W) 4. 1.2D + 1.6W + L
+ 0.5(Lr or S or R) 5. 1.2D + 1.0E + L + 0.2S 6. 0.9D + 1.6W + 1.6H
7. 0.9D + 1.0E + 1.6H Exceptions:
1.TheloadfactoronLincombinations(3),
(4),and(5)ispermittedtoequal0.5forall
occupanciesinwhichdistributedlive load(tables IB/2-IB/9 appendix
IB) is less than orequalto4.8kN/m2(100psf),withthe
exceptionofgaragesorareasoccupiedas places of public assembly. :1 (
L ) 3 ( ) 4 ( ) 5 ( ) I- / 2 I- / 9 I- ( 8/4 ) 100 ( 5/0
.2.TheloadfactoronHshallbesetequalto
zeroincombinations(6)and(7)ifthe
structuralactionduetoHcounteractsthatdue to W or E. 2 ( H W E H ) 6
( ) 7 ( .Where lateral earth pressure provides resistance to
structural actions from other forces, it shall not be
includedinHbutshallbeincludedinthedesign resistance. H
.3.Incombination(2),(4),and(5),the
companionloadSshallbetakenaseitherthe flat roof snow load (pf) or
the sloped roof snow load (ps). 3 ( S ) 2 ( ) 4 ( ) 5 ( (pf) (ps)
.Eachrelevantstrengthlimitstateshallbe . Jan. 2009 /
1387IPS-E-CE-500(1) 39investigated.Effectsofoneormoreloadsnot
acting shall be investigated. The most unfavorable effects from
both wind and earthquake loads shall
beinvestigated,whereappropriate,buttheyneed
notbeconsideredtoactsimultaneously.Referto
Section12.4ofASCE-7forspecificdefinitionof the earthquake load
effect E. . . E 12.4 ASCE-7 .11.3CombiningNominalLoadsUsing
Allowable Stress Design 11 - 3 11.3.1 Basic
combinations.Loadslistedhereinshallbeconsideredtoactin
thefollowingcombinations;whicheverproduces
themostunfavorableeffectinthebuilding,
foundation,orstructuralmemberbeing
considered.Effectsofoneormoreloadsnot acting shall be considered.
11 - 3 - 1 . . 1. D + F 2. D + H + F + L + T 3. D + H + F + (Lr or
S or R) 4. D + H + F + 0.75 (L + T) + 0.75(Lr or S or R) 5. D + H +
F + (W or 0.7E) 6. D + H + F + 0.75 (W or 0.7E) + 0.75L + 0.75(Lr
or S or R) 7. 0.6D+ W + H 8. 0.6D + 0.7E +H
Exception:Incombinations(4)and(6),the
companionloadSshallbetakenaseithertheflat
roofsnowload(pf)ortheslopedroofsnowload (ps). : S ) 4 ( ) 6 ( (pf)
(ps) . Themost unfavorable effects from both wind and
earthquakeloadsshallbeconsidered,where
appropriate,buttheyneednotbeassumedtoact
simultaneously.RefertoSection12.4ofASCE-7
forthespecificdefinitionoftheearthquakeload effect E.
Increasesinallowablestressshallnotbeused
withtheloadsorloadcombinationsgiveninthis
standardunlessitcanbedemonstratedthatsuch
anincreaseisjustifiedbystructuralbehavior caused by rate or
duration of load. . . E 12.4 ASCE-7 .
.11.4Additionalprovisionsforcombinationsof loads are referred to
section 2 of ASCE-7. 11 - 4 2 ASCE-7 . Jan. 2009 /
1387IPS-E-CE-500(1) 40APPENDICES APPENDIX IA BASES FOR DESIGN OF
STRUCTURES ACTIONS DUE TO THE SELF-WEIGHT OF STRUCTURES,
NON-STRUCTURAL ELEMENTS AND STORED MATERIALS-DENSITY I - IA.1
General I - - 1 IA.1.1Themostimportantvalueindetermining
actionsduetotheself-weightofstructures,non-structuralelementsand/orthatofstoredmaterials
is the density. I - - 1 - 1 .IA.1.2 For materials having all three
dimensions of the same order of magnitude, the densities is
expressed in kilograms per cubic meter (kg/m3). For roofing's
(sheeting materials) having one dimension of smaller order of
magnitude than the other two dimensions, the similar quantity will
be surface density, expressed in kilograms per square meter (kg/m2)
(mass related to surface area). I - - 1 - 2 ) kg/m3( . ) ( ) kg/m2
( ) . (IA.1.3 In some countries roofing's are considered to be
external load, causing pressure on the structure (for example, snow
load) consequently these are expressed in Newton's per square meter
(N/m2) or in PASCAL's*. For this reason, roofing's (see Annex 1 to
this Appendix) are given as surface pressures, together with the
values of surface density. * 1Pa = 1 N/m2 I - - 1 - 3 ) ( . ) N/m2
( * . ) 1 ( . * . IA.1.4Densitiesofstoredmaterialssubstantially
dependonhowtheyareplaced.Usuallytwo methods of stocking are
distinguished: a) Disorderly storage of materials; b) Orderly
storage of materials. Disorderlyorbulkystoredmaterialsarestored
withoutbales,forminganaturalheap.Orderly
storedmaterialsarestoredinstocksorpileswith or without bales. I - -
1 - 4 . : ( ( . .IA.2 Density Values I - - 2
IA.2.1Therepresentativevalueofthedensityof
materialsand/orcomponentsofstructures,non-structuralelementsandstoredmaterialsisin
I - - 2 - 1 Jan. 2009 / 1387IPS-E-CE-500(1) 41general determined by
the mean value. Therepresentativevalueisgenerallyrepresented
byauniquevalue.Inactualdesignsituations, densities may alter due to
the difference in quality ofworkmanship,moisturecontent,etc.The
representativevalueofthedensityofearthis
representedinthesamemanner,bearing compactness in mind. . . .
.IA.2.2Therepresentativevaluesofdensitiesof structures and
non-structural elements are given in
atableinAnnex1;therepresentativevaluesof
densitiesofstoredmaterialsandtheiranglesof repose are similarly
given in Annex 2. I - - 2 - 2 1 . 2
.IA.2.3Wherethetablesgiveonlyonedensity value for one material (or
soil), this means that the correspondingnominalvaluesdonotnormally
differsignificantly(upto5%)indifferent
countriesandtheindicatedmeanvalueisthe
averageofthenominalvalues.Therangeoftwo
valuesofdensitiesgivenintheAnnexesforone
materialindicatesthatthemeanvaluesof
densitiesfordifferentcountriesvarybetweenthe indicated ones. This
alsorefers totheanglesof repose.However,
itshouldbeemphasizedthatinaccordancewith
thenationalpracticeofdifferentcountries,angles
ofreposedifferupto30%fromthoseindicated
inAnnex2tothisAppendix.Thusvaluesof anglesofreposegiveninAnnex2are
approximate. I - - 2 - 3 ) ( ) 5 ( . . . 2 30 . 2
.IA.2.4Forthetimebeing;onlylimitedstatistical data are available
and the values given in Annexes 1 and 2 are based on relevant
national practice. I - - 2 - 4 1 2 . Jan. 2009 /
1387IPS-E-CE-500(1) 42 ANNEX 1 TO APPENDIX IA REPRESENTATIVE VALUES
OF DENSITIES OF STRUCTURAL AND OF NON-STRUCTURAL ELEMENTS (THIS
ANNEX FORMS AN INTEGRAL PART OF THE STANDARD) 1 I - ) (
ThisAnnexgivesrepresentativevaluesofthe
densitiesofstructuralandnon-structural elements in the form of a
table. . Material Density kg/m3 Material
Density kg/m3 Wood and substitutes 1 (air- dried,a bout 15 %
humidity) Hardwood ) 15 ( %Building bricks and blocks Beech tree
(fagus sylvatica) ) ( Solid burnt clay brick Oak tree (Quercus )
680 up to 14 Mpa (inclusive compressive strength) 14 1600
Peduncular oak (Quercus robur) 690 over 14 Mpa compressive strength
14 1800 Brazilian rosewood (Dalbergia nigra) 800 Perforated brick
(holes through the brick exceed 25 % of its volume) ) 25 % (1600
Turkey oak (Quercus cerris) 640 to 770hollow brick 820 to 1350 Yew
tree (Taxus baccata) 640perforated brick 1150 to 1450 Australian
hardwood Lime-sand brick 1700 Box, grey (Eucalyptus microcarpa)
11211111120 Cob brick, adobe 1600 Penda, brown (Xanthostemon chry
santhus) Softwood 570 Refractory brick for general purposes Black
pine (Pinus laricio) 570fireclay 1850 Larch tree (Larix decidua)
550high-strength fireclay 2100 Norway spruce (picea) 430silica
(dinas) 1800 Spruce fir (Pinus eccelsa) 380 to 440magnesite 2800
Scotch pine (Pinus silvestris) 490chrome magnesite 3000 White
willow (Salix alba) 330corundum 2600 Giant poplar (Populus alba)
410Covering bricks Trembling poplar (Populus tremula) ocume (ocume)
450 410 inside wall-covering 1600 Conifers 400 to 600outside facade
covering 1800 Extrude chipboard500 to 750outside facade covering
2000 Fibreboard clinker brick Hard 900 to 1 100Gas silicate block
medium-hard 600 to850with 2 Mpa compressive strength 2 500 porous
insulating 250 to400 with 5 Mpa compressive strength 5 700 Jan.
2009 / 1387IPS-E-CE-500(1) 43 Material Density kg/m3 Material
Density kg/m3 Plywood 750 to850 with 7,5 Mpa compressive strength 5
/ 7 900 Coreboard 450 to650Acid-resistant brick 2000 Natural
building stones Tuff block with 5 Mpa compressive strength 5 1100
Magmatic plutonic rocks 2650 to 3000Glass brick, double-walled 870
to 1100 Magmatic vulcanites 2500 to 2850Mortars Volcanic tuffs 1400
to 2000Lime mortar 1200 to 1800 Sedimentary rocks Lime cement
mortar ) (1750 to 2000 Sandstone 2700 Cement mortar (with 2,5 Mpa
or greater compressive strength) ) 5 / 2 (2100 Marl2300Rock flour
mortar 1200 to 1800 porous limestone 1700 to 2200Gypsum mortar 1900
fresh-water limestone 2400Fireclay mortar 2100 compact limestone
2650 to 2800Pearlite mortar Dolomite 2800lime340 Transformed rocks
gypsum 370 clay slate 2600cement440 Marble 2700Bitumen mortar with
river sand 1700 Crushed bock concrete C3-C35
2300 to 2500Concrete22 Blast furnace foam slag concrete C3-C10
1600 to 1900Gravel concrete 2250 to 2500 Aerated and gas concrete
C1,5-C5 600 to 1500Basalt concrete 2300 to 2500 Expanded clay
gravel concreteC1,5-C16 700 to 1700Metals for structures Perlite
concrete C1,5-C2 350 to 700Structural steel 7850 Tuff concrete
C3-C6 1400 to 1600Cast iron structure 7100 Lightweight aggregate
concrete using sintered Aluminum 2700 Pulverized fuel ash
aggregates 1600 to 1850 Covering and other building material Heat
insulating gas concrete 300 to900Asphalt, pure 2200 Heat insulating
pearlite brick and pipe shell 260Bitumen1000 to 1400 Aggregates and
fillers Tar (pitch)1100 to 1400 Sand 1550 Asbestos cement roofing
and covering board 1800 to 2100 Sand gravel of 0 to 40 mm grain
size ) 40 ( 1700Asbestos cement corrugated board 1600 Jan. 2009 /
1387IPS-E-CE-500(1) 44 Material Density kg/m3 Material Density
kg/m3 Gravel 1500 to 1600Asbestos cement pipe 1800 Blast furnace
foam slag 1700Cellulose acetate panel 1300 Blast furnace slag,
granulated 1200Cement tile 2400 Crushed slag stone of 5 to 40 mm
grain size ) 5 40 ( 1500Mosaic tile 2200 Aerated silicate
1000Concrete flagstone 2200 pulverized fuel ash (pozzolan) for use
as acementitious component in concrete (bulk density) 800 to
1050Tile1750 to 2000 Lightweight concrete aggregate (bulkdensity) )
(750 to 1000Face brick (hard facade brick) ) (2500 Lightweight
aggregate using sintered pulverized fuelash/natural sand / 1700 to
2000Stoneware tile 2400 Masonry from natural stones Soft covering
brick Rocks initial setting Holed 1350 basalt malphir, diorit,
gabbro 3000Solid1600 Basalt lave 2400Epoxy resin Diabase
2900without filler ) ( 1150 granite, syngenit, porphyt 2800with
mineral matter 2000 Trachyt ) ( 2600with fiberglass 1800
Sedimentary rock Fenoplast1500 graywacke, sandstone, puddingstone
2700Rubber floor 1800 dense limestone, dolomite, shell limestone
and marble 2800Plastic tile 1100 limestone conglomerate Polyamide
(e.g. diamid) ) : (1100 limestone conglomerate) : ( (e.g.
travertin, etc.) 2600Polyester resin, without filler ) ( 1350
volcanic tuff
2000Polyethylene 930 Transformed rocks Polyisobutylene- base
board 1350 gneiss, granulite 3000Polypropylene 1150 Jan. 2009 /
1387IPS-E-CE-500(1) 45 Material Density kg/m3 Material Density
kg/m3 slate 2800Polypropylene 930 serpentine 2700PVC hardboard 1400
Brick masonry 3 3PVC flooring board 1600 Ordinary brick 1500PVC
flooring tile 1700 Solid burnt clay brick Flat glass 2600 up to 14
Mpa (inclusive) compressive strength 14 1500 to 1700Armoured glass
3000 over 14 Mpa compressive strength 14 1900 1,5 to 2,5 Mpa
compressive strength 5 / 1 5 / 2 600 to800 Walls made from brick
with holes or ceramic blocks (depending on the type of brick and
blocks used) ) (1150 to 1450 2,5 to 5Mpa compressive strength 5 / 2
5 800 to 1400 Tuff concrete, medium size building block 1200 5to
10Mpa compressive strength 5 10 900 to 1300 Gas silicate, medium
size building bloc 10to 20Mpa compressive strength 10 20 1000 to
1600 Jan. 2009 / 1387IPS-E-CE-500(1) 46 Material Surface Pressure N
/ m2 Surface density kg / m2 Roof shells, roofings 4 4 Tile
roofings flat tile, burnt clay 38038 pressed tile, burnt clay 48048
flat tile, single roofing 35035 flat tile, double roofing 70070
flat concrete roofing tile 60060 concrete tile, single roofing 400
to 50040 to 50 Metal plate roofings galvanized steel plate (tin
plate) roofing, 0,53 mm thick, folded or battened 53 / 0 404 double
standing welt roofing from galvanized steel sheet roofing, 0,63 mm
thick 63 / 0 555,5 75 / 0 zinc-plate roofing, 0,75 mm thick,
welded454,5 double-welt copper roof covering, 0,6 mm thick 6 / 0
606 Aluminum sheet roofing 0,6 mm thick 6 / 0 202 0,7 mm thick 7 /
0 252,5 lead-plate roofing, 2 mm thick, soldered 2 24024 steel
pantile roofing (galvanized) ) (15015 sectional steel-plate roofing
75 to 2407,5 to 24 Other plate roofings soft plastic roofing, 1 mm
thick 1909 Bitumenized board roofing 2 layer, nailed 808 3 layer
with stuck gravel scattering 25025 Asbestos cement corrugated board
roofing or reinforced with other fibres standard roofing and
corrugated board roofing 20020 double board roofing 25025 plastic
corrugated board roofing, 1,5 mm thick 5 / 1 202 Smeared and
scattered roofing plastic-bitumen roofing, 4 mm thick coating - 4
505 synthetic glass roofing, 1 mm thick coating 1 606 flat glass
roofing, 6 mm thick 620020 armoured glass roofing, 6 mm thick 6
25025 corrugated, armoured glass roofing, 6 mm thick 6 30030
Sectional glass roofing Single20020 Double40040 Jan. 2009 /
1387IPS-E-CE-500(1) 47Notes: :1)Thebodydensityofthewoodshouldbe
increasedby120kg/m3 whereinastate
saturatedwithwaterandby80kg/m3inthe
caseofstructurestandingoutdoorsandnot protected against atmospheric
humidity. 1 ( 120 80 .2) For concrete grades (C), see IPS-E-CE-200:
"Concrete & Concrete Structures". The value of the density of
reinforced concrete shallbethatasgivenfortheappropriate
concreteincreasedby100kg/m3wherethe
reinforcementpercentageis1,25orless.
Appropriateadjustmentsshallbemadefor concrete reinforced to higher
values. 2 ( ) C ( 200 - CE - E - IPS " " . 25/1 100 .
.3)Themassdensityofthemasonryistaken
withoutplasterbutwithmortar-filledvoids.
Themassdensityofconcrete,lightweight
concreteandreinforcedconcretewall
correspondstothemassdensityvalueofthe materials supplied. 3 ( ) ( .
.4)Thevaluesdonotincludethefixingand supporting structures of the
shell. 4 ( .
Jan. 2009 / 1387IPS-E-CE-500(1) 48 ANNEX 2 TO APPENDIX IA
REPRESENTATIVE VALUES OF DENSITIES AND ANGLES OF REPOSE OF STORED
MATERIAL (THIS ANNEX FORMS AN INTEGRAL PART OF THE STANDARD) This
Annex gives the representative values of densities and angles of
repose of stored materials in the form of a table. - I 2 ) ( .
Material Density 1 kg / m3 Angle of repose Degrees naturalheap 2
stack or pile 3 Building and construction materials Basalt
flagstone __2750 to 3000__ Boulder clay __2100__ Brick sand, brick
hardcore, brick chippings, moist earth 1500__25 to 40 Cement Clay
1100 to 12001300 to 160018 to 28 fluorfine, dry 1100____ heavy,
air-dried 1600____ Cork grit __60__ Coke ash 750__25 Crushed foamed
slag 900__35 Expanded clay gravel Light250__30 to 35 Medium400__30
to 35 heavy 550__30 to 35 Fiberglass __160 to180__ Foamed scoria,
crushed, moist earth 1000__35 Glass wool __100to110__ Granite
flagstone __2600to 2800__ Gravel and dry sand or moist earth
1800__30 to 36 Heat-insulating gas concrete __500__ Heat-insulating
perlite brick __260__ Heat-insulating perlite pipe shell __260__
Lime hydrate 50060025 Lime Lumps 850 to 1300__45 Ground 600 to
13001000to 110025 Limestone powder __1300__ Jan. 2009 /
1387IPS-E-CE-500(1) 49 Material Density 1 kg / m3 Angle of repose
Degrees natural heap 2
stack or pile 3 Magnesite (caustic magnesite), ground __1200__
Mineral wool and derivatives __75to260__ Plaster ) ( 10001100 to
150025 Plastics polyethylene, polystyrol, granulated __650__
polyvinylchloride, powdered __600__ polyester resin __1200__
Perlite__70to 250__ Reed sheet of roofing __150to220__ Powdered
coal ash 9001000 to 120025 Silt__1800__ Slag wool __200to300__
Slag, granulated 1100__30 Slaked lime __ 1300 to 1400__ Trass,
ground __ 1500__ Wood-wool __ 300to380 Combustibles and fuels Coal
mineral coal 900 to 1 200__30to35 coke 450 to650__30to45 briquette
eget 800__25 cornered coal 700__35 brown coal Dry 800__35 moist
earth 1000__30 Briquette 800__30 Coke 1000__40 brown coal dust
500__25 Charcoal 250____ Oils__ fuel, diesel oil 800 to 1000____
crude oil 980____ Petrol (gasoline) 750to800____ Petroleum 800____
Jan. 2009 / 1387IPS-E-CE-500(1) 50 Material Density 1 kg / m3 Angle
of repose Degrees natural heap 2 stack or pile 3 Liquid gas __
Propane500____ Butane580____ Wood (air-dried, about 15 % moisture)
) 15 (% hard wood Chopped400 to600 __ 45 Logs 500600to 70050 soft
wood Chopped 25040045 logs 300400to600__ fire-wood 400 __ 45 Brush
wood ___200__ Peat 300 to600500to900__ Foodstuffs and agricultural
products Alcohol 800____ Barley 500to800__30 Barley in bags
___650to 750__ Beer in tanksin barrels 1050 __ __ __ Butter__900 in
barrels __550__ cased or boxed __500to800__ Cocoa in bags __550__
Coffee in bags __550to700__ Cover-seed in bags __750__ Conserves in
bottles or boxes __800__ Dry fodder Baled __50__ Ensiled 1000 __ __
Edible oil in barrels __750__ bottled, in crates __550__ Eggs in
egg-stands __550__ Fat, boxed 800__ Jan. 2009 / 1387IPS-E-CE-500(1)
51 Material Density 1 kg / m3 Angle of repose Degrees natural heap
2 stack or pile 3 Fish in barrels Cased __ 600 800 __ Flax in bales
__1300__ Flax-seed in bags __700__ Fruit (stored in prisms) ) ( 500
to700__25 Fruit crated in boxes __350to400__ Groundnuts __400__ Hay
(baled) ) ( __150to200__ Hempseed 500__25 Hempseed in bags __450__
Honey in tanks 1300____ in cans __1000__ Bottled __600__ Leguminous
plants 850____ Leguminous plants in bags __800__ Maize on ear
450____ Maize corn 700____ Margarine in barrels __550__ cased or
boxed __700__ Meal 600____ Meal in bags __500to600__ Meat,
refrigerated __400to700__ Milk in tanks 950to1000____ in cans
__850__ bottled (in crates) __700__ Oat 450to600____ Oat, milled
750to800____ Onions in bags __550__ Crated __550__ Jan. 2009 /
1387IPS-E-CE-500(1) 52 Material Density 1 kg / m3 Angle of repose
Degrees natural heap 2 stack or pile 3 Pickled cucumber in cases
__700__ Pimiento __500__ Drinks Bottled __850__ bottled in cases
__800__ bottled in crates __750__ Potatoes 700to76030 Potatoes in
bags __500to700__ Rice (unmilled) ) ( 500____ Rice (unmilled) in
bags (hulled) __ __ 800__ Rye 750____ Salt (rock-salt) ) ( __2200__
in piles (milled)( ) 1000____ in pile, pressed cattlesalt __1800__
Starch flour in bags __800__ Straw baled (standard bale) ) (
__170__ Straw baled , high-density __600__ Sugar powdered /
granulated in paper bags __600__ in gunny sacks __800__ Lump sugar
in paper bags __600__ boxed __700__ Tobacco, baled __300to500__
Wheat550to820__30 Wheat in bags __750__ Wine in tanks 1000____ in
barrels __850__ Other materials 4 4 Aluminium2700____ Aluminium
alloy 2800____ Bags, baled __500__ Bone splinters 700____ Books and
papers in stacks __850__ Brass 8300to8500____ Broadcloth, in bolts
__400__ Jan. 2009 / 1387IPS-E-CE-500(1) 53Material Density 1 kg /
m3 Angle of repose Degrees natural heap 2 stack or pile 3
Bronze8400____ Carbolineum ) ( in tanks 1000____ in barrels __800__
Cellulose, baled __100__ Cellulose filiform baled ( ) __750__
pressed, baled ) ( __1200__ Cloth, baled __400__ Chemical
fertilizer Phosphatic1200to1600____ kalimagnesia in bags
__1300to1500__ Kalisulfate 1600____ nitrogenous in bags __2000__
Compost 1200____ Copper8700to8900____ Cotton, baled __700to1300__
Excrement 1200____ Felt in piles, baled __500__ Filament in piles,
pressed, baled __1200__ Glass bottles, etc. __400__ sheets of
glass, crated __1000__ Hemp, baled __400__ Iron, cast
7100to7250____ Iron ore 3000____ Ice (from water), in blocks ) (
__850to900__ Ice (from carbonic acid), in blocks ) ( __1700__ Jute,
baled __700__ Lead 11400to 12000____ Leather, in piles (curried) )
( __900to1000__ Linen, in bolts __600__ Linoleum: rolled-up
flooring material __1300__ Magnesium 1850____ Jan. 2009 /
1387IPS-E-CE-500(1) 54 Material Density 1 kg / m3 Angle of repose
Degrees natural heap 2 stack or pile 3 Nickel8900____ Oil paint and
lacquer, canned or boxed __1100__ Paper in stacks, in sheets
__1200__ in rolls __1100__ Raw hide in piles (dried) ) (__350__ in
piles (salted) ) (__1100__ Rubber rolled-up flooring material
__1300__ raw, baled __1000__ Steel 7850____ Steel rail 2600____
Textile, in bolts 1100____ Tin, rolled __ 7200to7400__ Wearing
apparel, cased 300 ____ Wool Baled 700 ____ pressed, baled 1300
____ Zinc Cast 6900 ____ Rolled 7200 ____ Soils 5 5 inorganic
cohesive soils Soft1800to2000 __10to 24 stiff 1900to2050 __12to26
semi-solid 2000to2100 __17to27 Organic clay, soft 1400 __15 Organic
silt 1700 ____ Sand moist earth Loose 1200to1500 __30 medium-dense
1500to1800 __30 Dense 1700to2000 __35 Saturated loose 1500to1800
__30 Jan. 2009 / 1387IPS-E-CE-500(1) 55Material Density 1 kg / m3
Angle of repose Degrees natural heap 2 stack or pile 3 medium-dense
1700to2000 __30 Dense 1800to2100 __35 under uplift Loose 900to1000
__30 medium-dense 1000to1200 __30 Dense 1100to1200 __35 Gravel
moist earth Loose 1500to170
