PETRONAS TECHNICAL STANDARDS DESIGN AND ENGINEERING PRACTICE
TECHNICAL SPECIFICATION
MINIMUM REQUIREMENTS FOR STRUCTURAL DESIGN AND ENGINEERING
PTS 34.00.01.30 NOVEMBER 2010
© 2010 PETROLIAM NASIONAL BERHAD (PETRONAS) All rights reserved. No part of this document may be reproduced, stored in a retrieval system or transmitted in any form or by any means (electronic, mechanical, photocopying, recording or otherwise) without the permission of the copyright owner.
PTS Circular
PETRONA51
2010 - 1 PTS No: 34.00.01.30
PTS MINIMUM REQUIREMENTS STRUCTURAL ENGINEERING DESIGN AND
Publication Title:
This
revision
of
FOR STRUCTURAL
FOR
34.00.01.30 - MINIMUM REQUIREMENTS DESIGN AND ENGINEERING has been updated
PTS
to incorporate PETRONAS Lessons Learnt, Best Practice and new information issued by relevant industry code and standards. All updates in the document are highlighted in italic font. The previous version of this PTS removed from PTS binder! e-repository from herein onwards.
34.00.01.30 (July,
1998) will
The custodian of this PTS is: Name Ir. Mohd. Nazri bin Mustafa Tel. No 03 - 2783 6413 Please direct any questions regarding this PTS to the above-named.
Document Approval Name Prepared! Reviewed
Designation
lamil bin lamaluddin
Civil Engineer Iq
Approved
Ir. Mohd Nazri bin Mustafa
Verified
Hashim bin Zainal Manager, Abidin
Senior (CSP), GTS
Verified
Pau Kiew Huai
General Manager, Engineering, GTS
Endorsed
Sazali bin Hamzah
Revision History Date Version
�t.-�;�
Date
/11/'
Principal Engineer
6-6. P -(0
14[1).-/1 15. (2
Senior General Ib/I1.(IO Manager, GTS
Description
of
Updates
be
Author
PTS 34.00.01.30 November PREFACE
PETRONAS Technical Standards (PTS) publications reflect the views, at the time of publication, of PETRONAS OPUs/Divisions. They are based on the experience acquiredofduring the involvement with the design, construction, operation and on, maintenance processing units and and facilities. Where appropriate they are based or reference is made to, national international standards and codes of practice. The objective is to set the recommended for goodfacilities, technical refineries, practice togas be applied by plants, PETRONAS' OPUs in oil and standard gas production processing chemical plants, marketing facilities or any other such facility, and thereby to achieve maximum technical and economic benefit from standardisation. The information set forth toin implement. these publications provided to users where for their consideration and decision Thisofiscondition of is particular importance PTS may not cover every requirement or diversity at each locality. The system of PTS is expected to be sufciently flexible to allow individual operating units to adapt the information set forth in PTS to their own environment and requirements. When Contractors or Manufacturers/Suppliers use PTS they shall design be solely responsible for the quality of work for and the requirements attainment ofnot the required and engineering standards. In particular, those specifically covered, it is expected ofsame themlevel to follow those design and engineering practices which will achieve the of integrity as reflected in the PTS. If in doubt, the Contractor or Manufacturer/Supplier shall, without detracting from his own responsibility, consult the owner. The right to use PTS rests with three categories of users: 1)
PETRONAS and its
afliates. 2) 3)
Other parties who are authorised to use PTS subject to appropriate contractual arrangements. Contractors/subcontractors and Manufacturers/Suppliers under a contract with users referred to under 1) and which requires on that tenders forsaid projects, materials supplied or - generally -2)work performed behalf of the users comply with the relevant standards.
Subject to any terms disclaims and conditions as may be set forth in specific agreements with particular users, PETRONAS any liability of whatsoever nature for any damage (including injury or death) suffered by any company or person whomsoever as a result of or in connection with the use, application or implementation of any PTS, combination of PTS or any part thereof. The benefit of this disclaimer shall inure in all respects PETRONAS and/or any company afliated to PETRONAS that may issue PTS or requiretothe use of PTS. Without prejudice toarrangements, any specific terms not, in without respectthe of prior confidentiality under relevant contractual writtenand consent of PETRONAS, be exclusively disclosed by users to PTS any shall company or person whomsoever theThey PTS shall be used for the purpose they have been provided to the user. shall be returned after use, including any copies which shall only be made by users with the express priorarrange written for consent PETRONAS. The copyright of PTS vests in PETRONAS. Users information shall PTS to of be held in safein custody and PETRONAS may at any time require satisfactory to PETRONAS order to ascertain how users implement this requirement.
PTS 34.00.01.30 November
TABLE OF CONTENTS 1. INTRODUCTION.........................................................................................................4 1.1 SCOPE........................................................................................................................4 1.2 DISTRIBUTION, INTENDED USE AND REGULATORY CONSIDERATIONS..........4 1.3 DEFINITIONS .............................................................................................................4 2. DESIGN LOADS AND CRITERIA...............................................................................5 2.1 GENERAL ...................................................................................................................5 2.2 STRUCTURE PROPER..............................................................................................5 2.3 ROTATING AND STATIC EQUIPMENT ....................................................................5 2.4 CRANE LOADS AND MOVING LOADS.....................................................................6 2.5 LIVE LOADS (IMPOSED LOADS)..............................................................................6 2.6 WIND LOADS .............................................................................................................7 2.7 SNOW LOAD, ICE LOAD, SAND LOAD AND WATER LOAD...................................7 2.8 DYNAMIC LOADS ......................................................................................................7 2.9 EXPLOSION AND IMPACT LOADS...........................................................................8 2.10 THERMAL EFFECTS .................................................................................................8 2.11 LOADS DURING ERECTION AND MAINTENANCE .................................................9 2.12 EARTHQUAKE LOADS ..............................................................................................9 2.13 DIFFERENTIAL SETTLEMENT..................................................................................9 2.14 LOAD COMBINATIONS ...........................................................................................10 3. SITE INVESTIGATION AND FOUNDATION ENGINEERING .................................12 4.
DESIGN AND CALCULATIONS
...............................................................................13 4.1 BASIC DESIGN.........................................................................................................13 4.2 DETAILED DESIGN..................................................................................................14 5.
DRAWINGS AND RELATED
DOCUMENTS............................................................15 5.1 GENERAL .................................................................................................................15 5.2 STRUCTURAL CONCRETE.....................................................................................16 5.3 STRUCTURAL STEEL .............................................................................................17 6. REFERENCES..........................................................................................................18 APPENDIX 1
CALCULATION OF WIND LOADS
.................................................................19
PTS 34.00.01.30 November 1. 1.1
INTRODUCTION SCOPE This PTS requirements and gives recommendations for structural design andspecifies engineering. This PTS is also applicable torequirements jetties and platforms but these special structures will normally need additional to be specified separately. This is a revision of the PTS of the same number dated July 1998. It is intended for use in oil refineries, chemical plants, gas plants, and where applicable, in exploration, production and new ventures.
1.2
DISTRIBUTION, INTENDED USE AND REGULATORY CONSIDERATIONS Unless otherwise authorised PETRONAS, the distribution PTS is confined toby companies formingby part of the PETRONAS group andof to this Contractors nominated them. This PTS is intended for use by all involved in the creation, maintenance and use of PTS. If national and/or local regulations which some ofshall the determine requirements may bescrutiny more stringent than in thisexist PTS,inthe Contractor by careful which of the requirements are the more stringent andsafety, which combination ofeconomic requirements willaspects. be acceptable as regards environmental, and legal In all cases the Contractor shall inform the Principal of any deviation from requirements of this and/or PTS which is considered to bePrincipal necessary inthen order to the comply with national local regulations. The may negotiate with the Authorities concerned with the object of obtaining agreement to follow this PTS as closely as possible.
1.3
DEFINITIONS The Contractor is the party which carries out all or or part of the design, engineering, procurement, construction, management of a project, or of operation or of maintenance of a commissioning facility. The Principal may undertake all or part the duties the Contractor. The Manufacturer/Supplier is the the party which manufactures or supplies equipment and services to perform duties specified by the Contractor. The Principal is the party which initiates the and ultimately for its design and construction. The Principal willproject generally thepays technical requirements. Principal also include an agent or specify consultant authorised to act for, and The on behalf of, may the Principal. The word shall indicates a requirement. The word should indicates a recommendation.
PTS 34.00.01.30 November 2. 2.1
DESIGN LOADS AND CRITERIA GENERAL The loads below. which shall be taken into account in the design of structures are described The in various calculations are given (2.14).combinations of these loads to be used in the
2.2
STRUCTURE PROPER The dead weight of the structure shall be calculated, including the weight of any fireproofing.
2.3 2.3.1
ROTATING AND STATIC EQUIPMENT Weight of Rotating and Static Equipment The weight of rotating andshall static equipment shall be derived as far as possible from Vendor data and include controls, insulation on equipment and related piping, etc. auxiliary machinery, piping,
2.3.2
Various Load Combinations
The following combinations of rotating and static equipment shall be included in the load calculations. 2.3.2.1 Empty Weight of Rotating and/or Static Equipment This is the layers, dead weight of etc., the equipment, insulation, protection, protective internals and shall beincluding derived from Vendorfire data. See note 5, Table 1 - Load Combination A to E. 2.3.2.2
Operating Weight of Rotating and/or Static Equipment
This is of the empty weightcontents (incl. internals) of vessels, columns, weight their maximum during operation of the plant. etc., plus the 2.3.2.3 Hydrostatic Test Load of Rotating and/or Static Equipment When pressure testing of with equipment required at site, the weight of thishydrostatic equipment completely filled water is shall be incorporated in the design of the supporting structure. When more than one piece of equipment is supported by one structure, will the structure need only betime, designed on the basis that one piece ofempty equipment be tested at any one and that the others will either be or still in operation.
PTS 34.00.01.30 November 2.4
CRANE LOADS AND MOVING LOADS The proposed craneand load criteriaCrane applicable cranesbealso apply to at other lifting facilities such asincluding monorails loadsto shall assumed maximum values liftinghoists. capacity (operational capacity test load their level) as well as the maximum horizontal loads caused by braking orand acceleration. At least oneasroad leading to the main process or distribution area(s) shall be designated a heavy equipment route and bridges/culverts including other underground facilities shall be designed for the maximum expected loading condition caused by transportation of heavy equipment. For theor design of moving each structural element most unfavourable position of the crane other shall be the considered. For following moving loads an appropriate impact factor loads shall be applied according to the guideline: Loads applied due to cranes and moving sources shall not be less than the following (Ref.:ANSI/ASCE 7-95 CL 4.10 or BS 449 Part 2 - 1969 Chapter 3): Electric Operation Vertical impact loads increase maximum wheel loads by: Horizontal forces on rails taken as a percentage of the rated capacity of the crane and the weight of the hoist and trolley Transverseforces to each Horizontal onrail: rails taken as a percentage of the maximum wheel loads of the crane:
2.5
Hand Operation
25 %
10 %
10 %
5%
10 %
5%
Along the rails: LIVE LOADS (IMPOSED LOADS) The following live loads shall be taken into account:
For floors, platforms, walkways and staircases used for operational/maintenance purposes, the loads shall be derived from 2Vendor data withsingle a uniformly distributed minimum load of more 5.00 unfavourable kN/m or a minimum point load of 7.5 kN, whichever is the for the structural element(s) under consideration. For floors, platforms, walkways and staircases used for access only, 2 2 kN/m or a single loadelement(s) of 3 kN, is the more unfavourable for the point structural underwhichever consideration. 2
For roofsall accessible for shall inspection andforrepair 1 2 kN/m addition roof members be checked a singleonly, load of kN. . For railings a horizontal force of 1 kN at any one point. For buildings see PTS 34.17.00.32 and PTS 34.17.10.30.
Note:
In
Where applicable, due regard be given to the allowable reduction of live loads for multi-storey buildings or openshall structures under maximum wind load conditions.
For of eachpattern structural element the live loads shall be applied in the the mostdesign unfavourable (checkerboard-type loading).
PTS 34.00.01.30 November The of heat exchangers with removable bundles shall calculated on a supports pulling force of of the weight of the bundle unless thebeprinciple bundles are pulled by means of200% a mechanical device which acts on the of equilibrium of forces. 2.6
WIND LOADS Wind loads otherwise shall be stipulated determined in accordance withregulations, Appendix see 1 of this PTS unless by national and/or local (1.2). The wind can blow in any direction and the most unfavourable case shall be considered. For overhead tracks 4 m wide less, the pipe wind tracks load onofthe three pipes shall bepipe taken into of account. Fororshall overhead over 4 mlargest wide, the wind load on the four largest pipes be taken into account.
2.7
SNOW LOAD, ICE LOAD, SAND LOAD AND WATER LOAD Where necessary, snow, and sand load be taken into account. The load shall be derived fromice local regulations or shall experience. Load due to rainwater accumulation shall also be taken into account. Note:
2.8
The maximum rainwater accumulation load with the drain pipes or down spouts blocked shall be assessed.
DYNAMIC LOADS A detailedrequirements: design and vibration analysis shall be made in accordance with the following
2.8.1
Static deformation The static deformation for equipment shall be calculated and shown toshall be within therotating limits stated by thefoundations Vendor of following the equipment. calculations include, but not be limited to, the causesThe of deformation: shrinkage and creep of concrete; - temperature caused by radiation and convection of heat or cold generated byefects machinery, piping and ducting; elastic deformation caused by changing vapour pressure in condensers; -
elastic deformation caused by soil settlement or elastic
compression of piles. 2.8.2
Vibration analysis A three-dimensional vibration analysis for rotating equipment foundations shall be made and shall show that the dynamic amplitudes will not exceed the lower of the following values; see also (2.8.6): - the maximum allowable values stated by the Manufacturer of the equipment; - the amplitude (single amplitude) which causes the efective velocity of vibration to exceed: a. 2 mm/s at the location of the machine-bearing housings structure b. 2.5 mm/s at any location of the Note:
The effective defined as the square of of thea average of the square of the the velocity, velocityvelocity being ais function of time. In theroot case pure sinusoidal function effective velocity is 0.71 times the peak value of the velocity.
PTS 34.00.01.30 November 2.8.3
Exciting force For the vibration analysis of structures and foundations of rotating (subject to vibrations), be taken the equipment maximum values tothe theexciting Vendor forces of the shall equipment, will as occur during the lifetimethat, of theaccording equipment.
2.8.4
Schematic mechanical model The vibration calculation shall structure be basedand on foundation a mechanical wherein the weights and elasticity of both andmodel the weight of the equipment are represented in an appropriate way.
2.8.5
Frequencies All natural frequencies below 2 times the operating frequency for reciprocating equipment and below 1.5 times the operating frequency for rotating equipment shall be calculated. It shall be demonstrated that the amplitudes of the natural frequencies between 0.35 and 1.5 times the operating frequency are within the allowable values even assuming that resonance occurs due to diferences between the actual structure and the assumed model. In this case a reasonable amount of damping should be estimated. The natural frequency of equipment. the supporting structure shall not coincide with any resonant frequency of the
2.8.6
Dynamic amplitudes The dynamic amplitudes of any part of the foundation including any reciprocating compressor shall be limited to a peak to peak amplitude of less than 50 m or as otherwise specified by the Principal or Manufacturer/Supplier of the rotating equipment.
2.9
EXPLOSION AND IMPACT LOADS Explosion impact loads shall be included in the design, if required by the Principal orand local standards. Note: collisions.
2.10 2.10.1
Impact loads may be due to explosions or
THERMAL EFFECTS Thermal loads When thermal expansion resultsasinthe friction between and times supports, the friction force shall be taken operating load equipment on the support the applicable friction coeficient given in the table below. Surfaces
Friction coefficient
Steel to steel (not corroded) Stainless steel to PTFE
0.30
PTFE to PTFE
0.08
Graphite to graphite
0.15
0.08
Note: The maximum sliding bearing pressures of the above materials shall be taken into account.
In the design of pipe supporting beams, the racks horizontal slip forces exerted by expanding contracting pipes steel pipe assumed be 15 % of the or operating weight ononthe beam. These shall 'slip be forces' shalltonot be distributed to the foundations.
PTS 34.00.01.30 November A concrete pipe rack beam shall be designed for an arbitrary horizontal pipe anchor force of 15 kN acting at mid span, which likewise shall not be distributed to the foundations. For pipe anchor forces transferred byoflongitudinal girders to per structural anchors (bracing), an arbitrary force design of 5 % the totaldictate pipe load layer shall be taken into account, unless calculations a higher force. These forces shall be distributed to the foundations. 2.10.2
Thermo-mechanical forces and stresses Foundations and liquid retainingeffects structures fireproofing) that subject to thermo-mechanical shall(including alsothat bemay designed for are the thermal loads and for any temperature diference occur. Heat transfer calculations shall be used to determine the effects of: a) thermo-mechanical forces and stresses; b) changing of any properties of materials used. Specific attention potential changes in properties shall be given if the temperature of the to concrete exceeds 70 °C.
2.11
LOADS DURING ERECTION AND MAINTENANCE All possible loading conditions during erection and maintenance shall be taken into eachaccount. member.The most unfavourable condition shall be taken into account for The loads of scafolding, including the wind loads, shall be taken into account for the design of the structure. Heavy equipment lowered onto a supporting structure can introduce extreme point loads on structural members, exceeding(lining any operating or test load. After placing of extreme equipment, the exact positioning out and levelling) can also introduce point loads. The above should be interpreted on the basis of the Contractor's practical experience and the Vendor's information. Beams and floor the slabs multi-storeyloads structures, e.g. the fire props decks,supporting shall be designed to carry fullinconstruction imposed the structure immediately above.the A note shall be by added to the relevant construction drawings to inform field engineer of the adopted design philosophy.
2.12
EARTHQUAKE LOADS Where applicable, earthquake loads shall be taken into account. The frequency offrom occurrence of earthquakes, and their intensity and duration shall be derived seismological data and/or accelerograms (i.e. recordings of actual accelerations during an earthquake), local codes and standards orground as specified by the Principal. Expansion joints shall be so designed that members of the structure do not collide. Where necessary a special soil investigation shall besoil conducted to predict the possibility of ground displacements, settlements and liquefaction. The origin of the earthquake data shall be given in the calculations. Note: The "Uniform Building Code, UBC 1997, Volume 2" shall be used to obtain earthquake loads.
2.13
DIFFERENTIAL SETTLEMENT The variability of the soil strata mayand result in diferential The resulting moments, shear axial forces due settlement. to diferential settlementbending shall be considered.
PTS 34.00.01.30 November 2.14
LOAD COMBINATIONS Piles, structures and members structures as well as their support and fixing points shall designed for theofvarious loading in which thebe following components shall be used:combinations given in Table 1, a weight of structure (2.2) b
-
weight of rotating equipment
(2.3.1)
c
-
crane loads and movable loads
(2.4)
d
empty weight of rotating and/or static equipment operating weight of rotating and/or static
(2.3.2.1 )(2.3.2.2
g
-equipment hydrostatic test load of rotating and/or static -equipment live loads
) (2.3.2.3 )(2.5)
h
-
wind loads
(2.6)
i
-
snow/sand/water loads
(2.7)
k
-
dynamic loads
(2.8)
l
-
thermal efects
(2.10)
m
-
loads during erection and maintenance
(2.11)
n
-
earthquake loads
(2.12)
o
-
diferential settlement
(2.13)
e f
PTS 34.00.01.30 November TABLE 1
LOAD COMBINATIONS A TO E
Load a b c
d e f
weight of structure weight of rotating and/or rotating equipment crane and movable loads empty weight of rotating and/or static equipment operating weight of rotating and/or static equipment hydrostatic test load of rotating and/or static equipment
Operatio without wind n with wind A B x x x
x
x
x
x
x
x
x
E x
x5)
x1)
x x
live loads wind loads snow/sand/water loads
x
k
dynamic loads
x
x
l m
thermal effects loads during erection and maintenance
x
x
n o
earthquake loads diferential settlement 1.
x
x1)
g h j
Notes:
Earthquake
c x
Erection Maintenanc e D x
Test
x x
x
x
x3) 4)
x4)
x
x
x x x
x2)
x x
x
x
x
The most unfavourable load combination shall be taken into account.
2. Only if the structure supports rotating equipment that will be in operation while a vessel is being tested with water. 3. Only 50% wind load shall be taken into account. 4. The effect of wind forces acting on temporary scafolding erected during construction or for subsequent When maintenance which will be transferred to the vessel or column shall be considered. considering these effects, the actual projected area of the should scafold the correct the shape factor and of drag coefficient bemembers used. As together an initialwith approximation, overall width the scaffolding itself can be taken as 1.5 m on each side of the vessel or column with 50% closed surface and shape factor 1. 5. be Temporary load situations of empty weight of equipment during erection shall taken into account.
x x
PTS 34.00.01.30 November 3.
SITE INVESTIGATION AND FOUNDATION ENGINEERING A site investigation shall be carried out to determine the character and variability structures. of the soil strata underlying the foundations of the proposed Reference is made PTS and 34.11.00.10 contains guidelines for the determination of the to extent scope ofwhich site investigations and associated reports. The selection ofresults foundation whether piled, soil bearing, etc.) shall be based on the of atypes site (i.e. investigation. geotechnical aspects of foundation design and engineering are covered in The PTS 34.11.00.12. For the design of reinforced concrete foundations reference is made to PTS 34.19.20.31.
PTS 34.00.01.30 November 4.
DESIGN AND CALCULATIONS
4.1
BASIC DESIGN Prior to starting detailed design, a basic design shall be made consisting of: -
a basic sketch
(4.1.1) -
calculation
(4.1.2) stability check (4.1.3) and -
main structural members
(4.1.4). 4.1.1
Basic sketch The shall show the proposed structure (in perspective and/or a series of crosssketch sections). Structural members may be shown as single lines. The sketch the foundations, will be steelshall and include which part(s) concrete. and also which part(s) of the structure If steel structures needetc., to be fireproofed, e.g. air heat exchanger structures, pipe racks maximum use shall be cooled made of prefabricated concrete members. All applied loads shall be shown on the sketch, excluding the weight of the structure to (2.14). proper. The applied loads shall be classified in accordance with (2.1)
4.1.2
Calculation The calculation shall give the design shall follow all loads, including the estimated dead weights of philosophy the relevantand structural components. The calculation shall stateshear the loads in the main structural members (axial loads, bending moments, and or possibly loads on the foundation (load per pile per unittorsion), of area).and shall include the The calculation shall take into account the soil investigation report (3.). If any computer programs to bestage used for the detailed these shall be identified during the basicare design and requireddesign, documentation shall be supplied to demonstrate their accuracy andall applicability.
4.1.3
Stability check The stability of the structure shall be checked for the non-factored load combinations B, C and D and, if applicable, E, (see 2.14). The following ratios shall be used loads: in calculations to prevent foundations fromstability overturning owing to horizontal for load combinations B, C and D a minimum factor of 1.5. for load combination E a minimum factor of 1.25.
4.1.4
Main structural members In assessment of combination the sizes andshall dimensions of the main structural members thethe most critical load be considered. Structural details, such asfull connections ofreinforced steel beams and columns or details of reinforcing steel over the length of a concrete beam, need notthe be shown. However, when prefabricated concrete elements are used connections between the various elements shall be shown.
PTS 34.00.01.30 November 4.2
DETAILED DESIGN The detailed design shall be based on the basic design (4.1). The calculation shall clearly indicate: 1. 2.
The table of contents Design philosophy
3.
Applicable codes, formulas, graphs/tables
4. 5.
References to literature, etc., for subjects not covered by applicable codes Loading tables with loading location diagrams
6.
If computer programs are used, the following information shall be supplied: a)
Logic and theory
used b)
User's
manual c) Analytical model of the structure used for computer analysis d) A manual calculation to prove the validity of the computer analysis e) Loads and load combinations
PTS 34.00.01.30 November 5.
DRAWINGS AND RELATED DOCUMENTS
5.1
GENERAL Drawings shall be to of the standard sizes given in PTS 02.00.00.10.They shall be suitably prepared electronic storage CD-ROM) and a revision numberingfacilitate and indication system, also(e.g. in accordance withincorporate the above PTS publication. Dimensions on the drawings shall be in the SI system, unless otherwise specified. See PTS 00.00.20.1 0. Levels shall be indicated in metres, all other dimensions in millimetres. Lay-out drawings the highest point of grade, 0.00, and the reference of this level to theshall localshow datum level. All text shall be in English. Each drawing shall bear the following information, in the bottom righthand corner: -
order number of the
Principal name of plant name of unit name of part of the unit Exampl e: -
order
number catalytic cracking unit compressor building portal frames Only drawings marked "Released for construction" shall be used at the site. This mark "Released construction" responsible for designfor and engineering.can be given only by the Contractor Drawings shall required be submitted together towith relevant calculations, including those for submission localthe authorities. Claim to all drawings preparedthe by Principal, the Contractor under order placed by the Principal shall be vested latterany shall have the right to use these drawings for anyinpurpose withoutand anythe obligation to the Contractor. The Contractor shall not disclose or issue to third without written consent of the Principal any documents, drawings, etc.,parties placed at his disposal by the Principal or any documents prepared by himself in connection with enquiries and orders for purposes other than the preparation of a quotation or carrying out these orders.
PTS 34.00.01.30 November 5.2 5.2.1
STRUCTURAL CONCRETE Plan drawing On thisondrawing the general shall be shown as General Notes the righthand side ofinformation/data the drawing. The general notes shall state that: 1. 2. 3.
Levels are expressed in metres, with reference to the highest point of grade Dimensions are expressed in millimetres Bar diameters are expressed in millimetres
Furthermore, the general notes shall list: 4. 5. 6.
The quality (or qualities) of concrete* The quality (or qualities) of steel reinforcing bars* The quality (or qualities) of cement to be used*
* Including an indication for which part(s) each quality is to be used. 7. Concrete blinding (location, quality and thickness) 8. Polyethylene sheeting, if applicable (location and quality) 9. The concrete cover on bars (type of construction, location and thickness) 10. The list of reference drawings and related documents stating their title and number 5.2.2
Detail drawings On each of the detail drawings, the following information/data shall be listed: 1. For general notes, see Drawing No. ........ (5.2.1) 2. This detail drawing refers to Drawing No. ....... 3. For bar bending list(s), see No. ......, sheet 1 to ....... (5.2.3) 4. For weight list(s), see No. ........, sheet 1 to ........ (5.2.3) 5. Quantity of concrete (for each quality of concrete separately, including environmental classes of the location where the concrete will be applied)
5.2.3
Bending and weight lists These listspreferably shall always be made, unless explicitly lists shall be prepared on separate sheets. stated otherwise. The
5.2.4
Scale of drawings Plan drawings shall be made to a scale of 1:50 and detail drawings to a scale of 1:20.
PTS 34.00.01.30 November 5.3 5.3.1
STRUCTURAL STEEL General Part of the supplied the Principal may be inprovided, the form all of one or moreinformation/data instruction If by instruction the dimensions shown ondrawings. these drawings shall alsodrawings appear onare the Contractor's drawings.
5.3.2
General arrangement drawings This drawingand shall show the to complete to be supplied. All main dimensions the section be usedstructure shall be included. All members to be fireproofed shall be marked FP, as defined in PTS 34.19.20.11. The fireproofing zone, as drawing. defined in PTS 34.19.20.11., shall be indicated on the general arrangement For of the general arrangement drawing, the Contractor may the usepreparation a reproducible of the instruction drawing(s). For small and simple structures this drawing may be combined with the base plate drawing (5.3.3 ).
5.3.3
Base plate drawing This drawing shall allshall dimensions and details of the base plateof including holding-down bolts,show which be taken into account in the design the (concrete) foundation. When theis need for a slight holding-down bolts during erection expected, this shall adjustment be indicatedof on the the drawing. The scale for details shall be at least 1:10. For simple structures this drawing may be combined with the small generaland arrangement drawing (5.3.2).
5.3.4
Construction drawings These drawings shall clearly show all constructional details of the structure to be supplied. The location of the various parts in the structure shall be indicated.
5.3.5
Scale of drawings Drawings shall be made on an appropriate scale.
5.3.6
Mark drawing On this drawing each part of the structure shall be properly marked for identification purposes.
5.3.7
Bills of material Bills of material shall show the weights of all large members, for the purposes structure. of transportation and erection at site, and also the total weight of the
PTS 34.00.01.30 November 6.
REFERENCES In this specification, reference is made to the following publications. Note: The latest issue of each publication shall be used together with any amendments/supplements/ revisions to such publications. It is particularly important that when the efect international, or other standards shall be considered they of arerevisions used in to conjunction withnational PTS, unless the standard referred to has been prescribed by date.
PTS Index to PTS publications and standard PTS 00.00.05.05. specifications The use of SI units PTS 00.00.20.10. Preparation and microfilming of technical drawings PTS 02.00.00.10. Site investigation PTS 34.11.00.10. Geotechnical and foundation engineering PTS 34.11.00.12. Blast Resilient and Blast Resilient Control Buildings PTS 34.17.10.30. /Field Auxilliary Rooms Minimum requirements for design and engineering 34.17.00.32. of buildings Fire hazards and fireproofing/cold 34.19.20.11. of steel structures splash protection Reinforced concrete foundations and structures 34.19.20.31.
PTS PTS PTS
INTERNATIONAL STANDARDS Model for concrete chimneys, part A, "The CICINDcode Shell" Model code for steel chimneys CICIND Issued by: Perran House Barnaby Mead Gillingham Dorset SP8 4AL ENGLAND
AMERICAN STANDARD 1997 Uniform Building design Code : volume 2 : structural Volume 2 engineering provisions
UBC 1997,
Issued by: ICBO Headquarters, 5360 Workman Mill Road Whittier, California 90601 - 2298
Minimum design ANSI/ASCE 7-95 Structur es
loads
for
buildings
and
other
Issued by: American Society of Civil Engineers 345 East 47th Street New York, New York 10017-2398
BRITISH STANDARD Specification for the use of structural steel in buildings Part 2: 1969 Issued by: British Standards Institution, 389 Chiswick High Road London W4 4AL, England
BS 449,
PTS 34.00.01.30 November APPENDIX 1 1.
CALCULATION OF WIND LOADS
WIND GUST DESIGN SPEED Note: Appendix.
For a list of symbols, see Section 7 of this
The Principal shall specify the mean hourly wind speed V10 (m/s) at a height of 10 m, which shall be accounted for in the design. Note:
Normally the mean hourly wind speed can vary from 20 m/s up to 40 m/s. In some areas withtornadoes, cyclones, hurricanes or 50 typhoons, mean speed can even exceed 40 m/s and values between m/s andthe 65 m/s canhourly occur.wind The values shall be taken from meteorological measurements.
All structures shall be designed forparts a 10-second gust, for except fora towers, stacks and general smaller protruding (e.g. ladders) which 3-second gust shallin used in the design. For steel and concrete chimneys the requirements of the CICIND CODE for Steel and Concrete Chimneys shall apply. Uz (in m/s) is the design wind speed at height z, hence:
U z F V
10
z 10
1
F and 1/ vary with gust duration and category of the locality, see Table 1. TABLE 1 Category
1
2
3
2.
Topography Extreme exposure - large expanses of open water and grassland Open country with low obstructions - trees, hedges, 2-storey buildings, etc. Built-up areas and areas with high obstructions such as towns and cities
F 3second
10second
1/
1.5
1.3
1/14
1.7
1.4
1/11
2.0
1.6
1/8
WIND PRESSURES ON CLOSED OR FULLY CLAD STRUCTURES Wind pressure unit area acting on a structure in the direction of the wind at height z is pper z 2 p = 0.637 x x C x K (N/m ) z2 f U Values of Cf - the shape coefficient for infinitely long bodies - are presented in Table 2. Values of K - the correction factor for aspect ratio are presented in Table 3. The designer shall divide the height of the structure into sections, select values of Cf and K appropriate to each section, and compute the average wind pressure on each section.
TABLE 2
Notes:
VALUES OF SHAPE COEFFICIENT Cf
1. This shape coefcient is applicable to all lengths of plate greater than the height. 2. The shape coeficients for sharp-edged bodies are substantially reduced by rounding the edges. The values in parentheses refer to the values obtained with a corner radius 1/4 the length of a side and decrease still further when the value of DUz increases beyond a critical value. 3.
The shape coefficients for rounded influenced by the aerodynamic surface roughness. Thebodies valuesare quoted are applicable to values ofscale the and by DU the>7. product For DUz> 7 and circular pipes or tubes of normal surface roughness, z the coeficient varies widely but does not exceed 0.7. For every rough surfaces and for the 12-side polygonal section, a coeficient of 1.0 is more applicable.
TABLE 3
CORRECTION FACTOR K FOR ASPECT RATIO FOR SOLID BODIES OR SHEETED IN STRUCTURES Aspect ratio 0 to 4 4 to 8 8 to 40
Notes:
K 0.6 0.7 0.8 1.0
1. When one end of a body rests on the ground, as for a chimney stack, = 2h/D where D = external diameter. 2. correction The influence of aspect ratio is much less for open structures for which no factors are applicable. 3. = aspect ratio, i.e. length to width of the aspect of a body normal to wind direction.
3.
WIND PRESSURES ON CONVENTIONAL BUILDINGS The wind pressures acting on sheeting or cladding of conventional closed buildings per unit area is pz, where pz = 0.637 x 2 x C (N/m2) Uz in which C is (Cpe - Cpi) or C f: Cpe, external pressure coefficient; Cpi, internal pressure coefcient. The pressure coeficients (C pe) are given for a particular surface or part of the surface of aof building. The total windload a building is obtained by vectorial summation the loads acting on all the on surfaces in a direction normal to that surface. Local coefcients shall only be used calculating windloads in the designated areas andornot for calculating the for load on entire structural elements (i.e. walls/roof structure as a whole). Force coefcients (Cf) can be used for finding the total wind load on the building as a whole. This (Cf) value difers from the pressure coefcients (Cpe) acting on different faces of the building. As the pressure coefcients represent the worst possible values the critical value shall be determined for each wind direction. However, these values shall not be used for vectorial summation. For buildings which areother partly open or provided with wide doors at the windward the coefcient side (Cpi) and of +0.8 shall besides used.of the building closed, an over pressure In buildings asanaforementioned but partly open or having doors at the leeward pressure of -0.4 shalland bewide used. For closed buildings,side, Cpi shallunder be taken as thecoefficient more onerous of +0.3 -0.3. For certain of special shape, frictional drag shall taken (e.g. into account. For buildings low pitched of large areas compared with the be wall multiple-span roofs), theroofs contribution ofapproximate frictional drag acting in area the wind direction may become significant. An value for the frictional coefcient is 0.05.
WIND LOAD COEFFICIENTS FOR BUILDINGS PRESSURE COEFFICIENTS Cpe FOR THE WALLS OF RECTANGULAR CLAD BUILDINGS Building height ratio
Wind Angle B degrees 0
A
B
C
D
+0.7
-0.2
-0.5
-0.5
90
-0.5
-0.5
+0.7
-0.2
3/2 < L/W < 4
0 90
+0.7 -0.5
-0.25 -0.5
-0.6 +0.7
-0.6 -0.7
-1.0
1 < L/W < 3/2
0 90
+0.7 -0.6
-0.25 -0.6
-0.6 +0.7
-0.6 -0.25
-1.1
0
+0.7
-0.3
-0.7
-0.7
90
-0.5
-0.5
+0.7
-0.1
0 90
+0.8 -0.8
-0.25 -0.8
-0.8 +0.8
-0.8 -0.25
0
+0.7
-0.4
-0.7
-0.7
90
-0.5
-0.5
+0.8
-0.1
Building plan ratio 1 < L/W < 3/2
Cpe for surface
Local Coefcient s -0.8
h/w < 1/2
1/2 < h/w < 3/2
3/2 < L/W < 4
1 < L/W < 3/2
-1.1
-1.2
3/2 < h/w < 6 3/2 < L/W < 4
Note:
-1.2
thelesser heighthorizontal to eaves of parapet,of L is the greater horizontalbelow. dimension of a building and whisisthe dimension a building as indicated
PRESSURE COEFFICIENTS Cpe FOR PITCH ROOFS OF RECTANGULAR CLAD BUILDINGS Building height ratio
h/w > 1/2
1/2 < h/w < 3/2
3/2 < h/w < 6
Note:
1 2 3
Roof angle degree s 0 5 10 20 30 45 60
Wind angle
Wind angle
Local coefcients
EF
GH
EG
FH
A
B
c
D
-0.8 -0.9 -1.2 -0.4 0 +0. 3 +0. 7 -0.8
-0.4 -0.4 -0.4 -0.4 -0.4 -0.5 -0.6
-0.8 -0.8 -0.8 -0.7 -0.7 -0.7 -0.7
-0.4 -0.4 -0.6 -0.6 -0.6 -0.6 -0.6
-2.0 -1.4 -1.4 -1.0 -0.8
-2.0 -1.2 -1.4
-2.0 -1.2
-1.0 -1.2 -1.2 -1.1 -1.1 -1.1
-1.0 -0.9 -0.8 -0.8 -0.8 -0.8 -0.8
-0.6 -0.6 -0.6 -0.6 -0.8 -0.8 -0.8
-2.0 -2.0 -2.0 -1.5 -1.0
-2.0 -2.0 -2.0 -1.5
-2.0 -1.5 -1.5 -1.5
-
-0.9 -0.8 -0.8 -0.8 -0.8 -0.8 -0.8 -0.8
-0.7 -0.8 -0.8 -0.8 -0.7 -0.7 -0.7 -0.7
-2.0 -2.0 -2.0 -1.5 -1.5 -1.0
-2.0 -2.0 -2.0 -1.5
-2.0 -1.5 -1.5 -1.5
0 5 10 20 30 45 60
-0.9 -1.1 -0.7 -0.2 +0.2 +0.6
-0.6 -0.6 -0.6 -0.5 -0.5 -0.5 -0.5
0 5 10 20 30 40 50 60
-0.7 -0.7 -0.7 -0.8 -1.0 -0.2 +0.2 +0.5
-0.6 -0.6 -0.6 -0.6 -0.5 -0.5 -0.5 -0.5
-1.0 -1.2 -1.0 -1.0 -1.0
-1.0 -1.2 -1.2
h is the height to eaves or parapet and w is the lesser horizontal dimension of a building. The on the underside any roof overhang should be taken as that on the pressure adjoiningcoefficient wall surface. Where no localofcoefficients are given the overall coefcients apply.
y = h or 0.15 w whichever lesseris the
FORCE COEFFICIENTS Cf FOR RECTANGULAR CLAD BUILDINGS WITH FLAT ROOFS (ACTING IN THE DIRECTION OF THE WIND) L w
b d
�4
�4 1/4 3 1/3 2 1/2 1 1/2 2/3 1
3 2 1 1/2 1 Note:
Up to � 1.2 0.7 1.1 0.7 1.0 0.95 0.8 0.9
1 1.3 0.7 1.2 0.75 1.05 0.75 1.0 0.85 0.95
Cf for height/width ratio 2 4 6 1.4 0.75 1.25 0.75 1.1 0.75 1.05 0.9 1.0
1.5 0.75 1.35 0.75 1.15 0.8 1.1 0.95 1.05
1.6 0.75 1.4 0.8 1.2 0.85 1.15 1.0 1.1
10
12
0.9
1.2
1.4
b is the dimension of the of building normal to the wind,horizontal d is the dimension ofof the building measured in the direction the wind, L is the greater dimension a building and w is the lesser horizontal dimension of a building.
4.
WIND FORCES ON OPEN STRUCTURES 1.
The total wind force on a frame at a height z is given by 2
the formula: Pz = A x 0.637 x Uz x Cfs 2.
(N)
For structures with similar windward and leeward frames the totalmulti-frame wind load on the structures is: 2
Pz = A x 0.637 x x Cfm
(N)
Uz where Cfm = Cfs I n x
for �
I
(for = 1, Cfm = Cfs x n)
In this formula: n = number of frames = shielding factor, see Table 5 TABLE 5 · SHIELDING FACTOR
3.
0.5 1.0 2.0 4.0 6.0 10.0
0.1
0.2
0.3
0.4
0.5
0.6
0.8
1.0
0.93 0.99 1.00 1.00 1.00 1.00
0.75 0.81 0.87 0.90 0.93 1.00
0.56 0.65 0.73 0.78 0.83 1.00
0.38 0.48 0.59 0.65 0.72 1.00
0.19 0.32 0.44 0.52 0.61 1.00
0.00 0.15 0.30 0.40 0.50 1.00
0.00 0.15 0.30 0.40 0.50 1.00
0.00 0.15 0.30 0.40 0.50 1.00
The dependence of Cfs on for single frames with flat-sided or round members is given in Table 6. TABLE 6 · SHAPE COEFFICIENTS FOR A SINGLE FRAME OR TRUSS Solidity ratio 0 to 0.1 0.1 to Note:
Flat sided members 2.0 1.8 1.6
Shape coefficients Cfs Round members DUz < 7 DUz > 7 1.2 0.8 1.3 0.9 1.5 1.1
D refers to the individual member.
Within ± 0.02 of the common boundary of the ranges of , the mean values of Cfs for the two ranges may be used. 4. For practical values of , the influence of aspect ratio on the shape coefcient for a single frame, Cfs may be disregarded. 5. aThe above give wind loads where wind direction is normal to face a methods structure. loads be 20% higher when the wind is of directed along aMaximum diagonal of the may section. 6. relationships In deviation from previous paragraphs, the following simple may the be used for triangular section towers when ( < 0.4: Cfm = 3.5 - 4 for structures with flat-sided members, and Cfm = 2.5 - 3
for structures with round members, with maximum loads occurring when wind is normal to a face.
PTS 34.00.01.30 November 5.
WIND FORCES ON SOME SHORT BODIES Values for the shape coefcients are given in the following table: TABLE 7
VALUES OF Cf FOR SOME SHORT BODIES = 1)
* The wind force in a direction normal to the face of the bowl reaches a maximum in a wind inclined 30 to 60 degrees to the normal.
PTS 34.00.01.30 November 6.
VORTEX FORMATION Most bluffon obstructions a wind stream shed as eddies alternately on onein side and then the other, in forming what is known a von Karman vortex the wake. The eddy shedding may cause cyclicmay sideways loading incyclic the structure, and downstream structures also experience sideways loadingnearby from the vortex street. In the caseproblems of tall slender structures and cyclic chimneys whichcoincides are susceptible to oscillation, arise if the loading with the natural frequency of may the structure. For slender structures, such as chimneys, the eddy shedding frequency equals:
sv D where section
(Hz) S = 0.20 for structures of circular cross S = 0.15 for structures of square cross section and for flat plates
The natural frequencies susceptible and with structural elements shall be checked to ensure of that they do structures notshall coincide the eddy shedding frequency. Alternatively, the structure be stif enough to prevent excessive sway, or measures shall be taken to prevent vortex formation. Note: For concrete or steel chimneys reference shall be made to the CICIND MODEL CODES for Steel or Concrete Chimneys
PTS 34.00.01.30 November 7.
LIST OF SYMBOLS D transverse dimension of the body normal to the wind direction, (m) U
design wind speed for specified period of less than 60
seconds, (m/s) Uz v
U at height z
design wind speed for specified period longer than 60 seconds,
(m/s) mean hourly wind speed,
v
(m/s) F = U/v A
gust factor
total projected area of all individual members of one 2
frame, (m ) K
correction factor, depending on aspect ratio
Cf
shape coefficient
Cfs
shape coefficient for a single frame
Cfm
shape coefficient for a total multi-frame structure
Cp
pressure coefficient
pz Pz h n
wind pressure at height z2 (N/m ), on closed or fully clad structures (Appendix 1; section 2), or wind pressure at height 2 z on conventional buildings (Appendix 1; section 3), (N/m ) total wind force at height z height of building or structure, (m) number of frames
z 1/
height above ground, (m) shielding factor wind direction an exponent giving variation of the design wind speed with height
aspect ratio, i.e. length to width of the aspect of a body normal to wind direction spacing ratio, equals the distance, centre to centre, between the frames divided by the least overall dimension of the frame, beam or wind girder measured at right angles to the direction of the
N Newton m metre s
solidity ratio, i.e. ratio of the projected area of the individual members of a frame to the total area enclosed by the frame
second
