-
CONTENTS
1.0 GENERAL
A - TERMINOLOGY
A.1. StructureA.2. Foundations
B DEFINITION CRITERIA
B.1. Rack WidthB.2. Number of tiers
2.0 MATERIAL SELECTION
A MATERIAL USED
B SELECTION CRITERIA
3.0 BASIS OF ANALYSIS
A PERMANENT LOAD
A.1. Weight Of FrameworkA.2. Fireproofing Heat InsulationA.3.
Weight of Piping
B LIVE LOAD
B.1. Liquid Load In Pipe
-
F TEMPERATURE LOAD
F.1. Structure Expansion Or ContractionF.2. Anchoring Friction
Piping Guide
G OTHER LOADS
H COMBINATION OF LOADS
H.1. Combination of Various Elementary Cases
I CONDITION OF DEFLECTION
I.1. Acceptable Vertical DeflectionI.2. Acceptable Horizontal
Displacement On The Portal Frame
4.0 STEEL PIPERACK
A CONSTRUCTION ARRANGEMENT
A.1. Intermediate Cross BeamA.2. Longitudinal BeamA.3. Portal
FrameA.4. Post-Foundation ConnectionA.5. Longitudinal StabilityA.6.
Particular Case
5.0 CONCRETE PIPERACK
A VARIOUS FORMS
B METHODS OF EXECUTION
B.1. Racks Cast In PlaceB.2. Racks Semi-PrefabricatedB.3. Racks
Completely PrefabricatedB.4. Choice Of Execution Methods
C STUDIES AND CALCULATIONS
C.1. StudiesC.2. Calculations
D CONSTRUCTION ARRANGEMENT
D.1. ReinforcementD.2. Fixation of CoolerD.3. Accessories
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 2
-
1.0 GENERAL
1. INTRODUCTION
This document is a guide on the procedures or working methods in
the field of civil.
In case of contradiction of this document with the General
Protocols, this document superceded the General Protocols.
2. OBJECTIVE
This document covers the regulation by service 347 and 357 of
TECHNIP for the piperacks in the petroleum, petrochemicals and
similar industries.
Any deviation from this regulation shall be approved by the Head
of Service, however the customer particular rules or requirements
have priority over this requirement.
3. REFERENCES
This document shall be used with the following documents :-
- GE 357.10.1. Objectives and use of the guide of studies.
- GE 357.10.2. General Rule applicable to the studies.
- GE .357.14.1. Concrete Foundation And Works General
Information.
- GE 357.15.1 Frame and handling general Information.
A. TERMINOLOGY
Piperacks is a structure made of steel, concrete or mixed
supporting :-
- One or more layers of piping.
- Electrical or instrument cable tray.
- Air cooler in certain case.
Piperack comprises of two parts :-
- Steel or concrete structure.
- Concrete foundation.
A piperack composes of various element with the following
terminology :-
A.1. Structure
A.1.1. Main Cross Beam
The main cross beam is a horizontal beam connected to two posts
to form the portal frame and to support the pipes.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 3
-
A.1.2. Portal Frame
The element of piperack forms by two posts and one or more main
cross beams.
A.1.3. Longitudinal Beam
The longitudinal beam is a horizontal beam connecting two portal
frame in longitudinal direction.
Generally, the members are used to support the lateral forces,
intermediate cross beams and post of coolers.
Especially to transmit the horizontal force to the bracing
bay.
A.1.4 Width of Piperack
The width of piperack is the distance between the axis of the
posts.
A.1.5 Piperack Spacing
Piperack spacing is the distance between the portal frames.
A.1.6 Intermediate cross beam
The intermediate cross beam is a horizontal cross members
supported by longitudinal beams. They are used to reduce the
deflection of small pipes. Their requirement is decided by piping
department.
The intermediate cross beam shall be steel.
A.1.7 Longitudinal stability
Longitudinal stability forms by two consecutive portal frame
connected by members which restraint the longitudinal forces.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 4
-
PIPE-RACKS
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 5
INTERMEDIATE CROSS BEAM
LONGITUDINAL BEAM
LONGITUDINAL STABILITY= PORTAL SPACING
I = WIDTH OF PIPERACK
MAIN CROSS BEAM
L
PORTAL FRAME
COLUMN
PIPE LAYER LEVEL
-
A.2. Foundations
A.2.1. Footing
Footing is a member rest on good ground, in the case of pile
this is called pipe cap.
A.2.2. Longitudinal Beam
Longitudinal beam is a beam connecting the two consecutive
footing in longitudinal direction.
- Longitudinal beam incorporated with the footing.
- Longitudinal beam rested on the footing.
- Longitudinal beam semi-incorporated with the footing.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 6
50
-
B. DEFINITION CRITERIA
The piperack is define by two principal criteria, i.e. :-
Width of piperack and numbers of tiers.
B.1. Width Of Piperack (normally it is in multiple of 1.5m)
i.e. : 3 meters ; 4.50 meters ; 6 meters ; 7.50 meters ; 9
meters.
B.2. Number Of Levels
1 level cross beam + 1 longitudinal beam
2 level cross beam + 1 longitudinal beam
3 level cross beam + 2 longitudinal beam
1 level cross beam + 1 level cooler + 2 longitudinal beam
2 level cross beam + 1 level cooler + 2 longitudinal beam
3 level cross beam + 1 level cooler + 3 longitudinal beam
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 7
-
2.0 MATERIAL SELECTION
A. MATERIAL USED
The material used for the piperack structure are as follows
:-
- Metal frame- Concrete- Mixed (metal frame concrete)
B. SELECTION CRITERIA (If the material is not specified by
Client)
The selection criteria are :-
- The cost of finishes work.- The completion date.- Nature of
contract
The choice of materials used must be made by specialist
engineers after detail economic survey in agreement with the
project engineer and various factor especially the contract
requirement :
- Fireproofing.- Planning schedule (duration)- Reduce time for
studies (in the case of standard contract of fixed price for
studies).
For overseas contract :
- Cost of transport (distance)- Possibility of material supply
locally.- Potential of local labour.
3.0 BASIS OF ANALYSIS
This chapter will explains the determination methods for loads
on piperacks.
The guides are as follows :
A - PERMANENT LOAD
A.1. Weight of framework.A.2. Fireproofing heat insulation.A.3.
Weight of piping.
B - LIVE LOAD
B.1. Liquid load in piping with diameter 12.B.2. Platforms and
access load.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 8
-
C - EXAMPLES ON THE DETERMINATION FOR THE DISTRIBUTION OF
VERTICAL LOAD ON PIPERACK
C.1. Determination of average diameter for the pipes.C.2. Load
distribution on main cross beam and intermediate cross beam.
D - CLIMATIC LOAD
D.1. SnowD.2. Wind
E - SEISMIC LOAD
F - THERMAL LOAD
F.1. Structure expansion - contractionF.2. Achoring friction
guide of piping.
G - OTHER LOADS
H - LOAD COMBINATIONS
H.1. Example of various elementary cases.
I - CONDITIONS OF DEFLECTION
I.1. Acceptable vertical deflection.I.2. Acceptable horizontal
displacement on portal frame.
A. PERMANENT LOAD
A.1. Weight of framework
The actual weight of the elements constituting the piperacks
shall be used especially for concrete piperacks.
Estimated values total weight of piperack :
(including water and pipe) for average dia. 8
- Pipe-rack 1 level : 80 kg/m2- Pipe-rack 2 levels : 120 kg/m2-
Pipe-rack 2 levels + cooler : 180 kg/m2
The weight of platforms and access on the piperack to be
included.
A.2. Fireproofing and heating insulation.
A.2.1. Weight of fireproofing coating :
See standard (STE.00.17.40.001)
A.2.2. Weight of heat insulator on the lines.
(provided by service piping)
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 9
-
A.3. Weight of pipe
The weight of pipes size between 2 to 12 shall be taken as
uniform load as set out in the following sections.
The empty space between pipes can be used (unless stated
otherwise) for pipes with diameter equal to the average pipe
size.
A.3.1. Dead weight for pipes 2 to 12
NOMINAL DIAMETER
EXTERNAL DIAMETER
(mm)
SCHEDULE DISTANCE BETWEEN PIPES 150mm TO 300mm
(WITHOUT INSULATION)
DEAD WEIGHT OF PIPES (kg)
Per m Per m2
2 60.3 40 140 5.4 403 88.9 40 175 11.3 704 114.3 40 210 16.2 806
168.3 40 270 28.6 1108 219.1 30 325 37.2 12010 273.1 30 385 52.1
14012 323.9 30 450 67 150
1) The loads for pipes of > 12 shall be calculated
separately.
2) Normally the uniform load per m2 for insulated pipes is
smaller than the uninsulated pipes due to the space provided
between pipes for the insulated pipes.
A.3.2 Reference Diameter of Piping
The calculation can be simplified by taking the average diameter
of pipes for load calculation.
Pipes with diameter more than twice the average diameter of
pipes layer shall be considered as follows:-
- Uniform load shall be recalculate without these pipes.
- These pipes shall be consider as point load
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 10
-
A.3.3 Piping Load Distribution Coefficient Between Main Cross
Beam (M) And Intermediate Cross Beam (I)
REFERENCEPIPE DIAMETER
SMALLER PIPEDIAMETER
DISTANCE BETWEEN MAIN CROSS BEAM
4.5m 6m 7.5m 9m 12mM I M I M I M I M I
3 - 4 < 2 0.9 0.1 0.8 0.2 0.7 0.3 0.6 0.4 0.4 0.6 2 0.9 0.1
0.8 0.2 0.6 0.4 0.4 0.6
6 < 30.9 0.1 0.8 0.2 0.7 0.3 0.5 0.5
3 0.9 0.1 0.8 0.2 0.5 0.5
8 < 4 0.9 0.1 0.8 0.2 0.7 0.3 0.5 0.5
4 0.9 0.1 0.7 0.3 0.6 0.4
10 - 12 < 6 0.9 0.1 0.8 0.2 0.7 0.3 > 6 0.7 0.3
ZONE A : No intermediate cross beam requires ZONE B : Require
more than one intermediate cross beam
Note : When the large pipes can support the smaller pipes, the
intermediate cross beam is not necessary.
B. OPERATING LOAD
B.1 Liquid Load For Pipes < 12
The calculation of the liquid loads in the piping be determined
from simplified assumptions as follows :-
- Pipes with 0.5 full of water- Pipes with 0.75 full of water-
Pipes with full of water
The choice between the three assumptions will be mentioned on
particular rule of the contract :-
- Type of unit (product to be transport) (see service
requirement)- Customer preference
B.1.1 Case for Pipes Transporting Gas
In the traditional case, these lines shall be considered as
transporting the liquids.
- Particular cases :
Lines for liquid or vapour All the pipes are for gas
transportation
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 11
ZONE A
ZONE B
To be confirmed by piping discipline
-
In these particular case, the operating load will be the load
provided by the service piping, however the other possible loads
due to operation shall be considered.
Liquid phase of the material Present of ice on cold line,
etc.
B.1.2 Case for Pipes > 12
The value of the operation load will be the actual values
provided by the service piping.
B.1.3 Operating Load of Piping 12
NOMINAL DIAMETER
EXTERNAL DIAMETER
(mm)SCHEDULE
DISTANCE BETWEEN
CENTRE OF PIPES
LOAD IN KG Full Full Full
Kg/m Kg/m2 Kg/m Kg/m2 Kg/m Kg/m2
2 60.3 40 140 1.1 10 1.7 15 2.2 203 88.9 40 175 2.4 15 3.6 25
4.8 304 114.3 40 210 4.1 20 6.2 30 8.2 406 168.3 40 270 9.3 35 14
55 18.6 708 219.1 30 325 16.5 50 24.8 75 33 100
10 273.1 30 385 26 70 39.1 105 52.1 14012 323.9 30 450 37 85
55.5 130 74 170
B.2 Platform And Access Load
Load on platform and access shall be considered (value provided
on particular rule)
C. EXAMPLES OF CALCULATION FOR DETERMINATION AND DISTRIBUTION OF
VERTICAL LOAD ON PIPERACK
C.1 Determination Of Reference OF Pipes
C.1.1 Maximum Pipes Diameter < 12
- of pipes on the support:- 72, 63, 84, 26, 18- Pipes are
considered full of water
Weight of pipes per m length
- 7 x (5.4 + 2.2) = 53.2- 6 x (11.3 + 4.8) = 96.6- 8 x (16.2 +
8.2) = 195.2- 2 x (28.6 + 18.6) = 94.4- 1 x (37.2 + 33) = 70.2
509.6 kg
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 12
24
Dead Load Operating Load
-
- Average pipe load (Dead Load + Operating Load)
lengthkg/m21.324
510=
Reference average pipe diameter is 4
Because 16.2 + 8.2 = 24.4 kg/m > 21.3 kg/m
IMPORTANT NOTE :
Since the largest pipe size is not more than 2 times the average
diameter, the option of average pipe is conservative.
When one or more of the pipes obviously deviate from the average
diameter, it is better to calculate them separately.
C.1.2 For Pipes with Diameter > 12
Point loads shall be considered separately for lines with dia
> 12
C.1.3 Particular Case
If it is obvious that the average pipes size in some part is
different from the other part, the average pipe for each part shall
be used.
C.2 Load Distribution Between Main Cross Beam And Intermediate
Cross Beam (Generated By The Pipes)
C.2.1 Pipes Layer with Minimum > 12
Normally pipes with > 12 do not require intermediate
supports.
Load on main cross beam
V = P xL P : Pipe weight per meter lengthL : Distance between
main cross beam
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 13
-
C.2.2 Pipes Layer with Maximum < 12
a) Reference represent the whole pipes on the rack
Example : reference pipe 6
Vertical load on support is proportional to the width of
concerned area.
= L1 x 0.1 = 7.5 x 0.1 = 0.75 m= L2 x 0.2 = 9 x 0.2 = 1.8 m
= 0.82L0.9
2L 21 +
= m8.970.8290.9
27.5
=+
For dead load case distribution, load on cross beam will be as
follow:
Main cross beam = 110 x 6.97 = 797 kg/mIntermediate cross beam =
110 x 0.75 = 82.5 kg/mIntermediate cross beam = 110 x 1.8 = 198
kg/m
Similar calculation shall be done for operating weight.
b) Average pipes diameter is not including the whole pipes
average 3 +1 line 12
L = L = 7.5 m (minimum 1)
Pipes dead weight
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 14
1 20
LOAD DISTRIBUTION BETWEEN (IB) AND (MB) AS PER TABLE A.3.3 (PAGE
11)
L1 = 7.5m L2 = 9m
MB
MB
MBIB IB
For load distribution coefficient refer to A.3.3
1
2
0
See Table A.3.1 (Page 10)
Data
-
Load distribution on the cross beam.
70 x 7.5 x 0.3 = 157 kg/m intermediate cross beam70 x 7.5 x 0.7
= 367 kg/m main cross beam
Point load on the cross beam due to pipe > 12
Not supported on intermediate beam Load supported by main cross
beam
67 x 7.5 = 502.5 kg
Weight of pipe 12 per m length.
Space taken by line 12 = 0.33 m (external diameter)
Point load from pipe 12 shall be reduce by the value equivalent
to the 3 ref pipe.
502.5 (367 x 0.33) = 381 kg
Similar method of calculation shall be performed for operating
load.
367 kg/m
C.2.3 Other cases
Similar calculation as above.
C.2.4 Summary
Minimum > 12 Point load to be considered for calculation
Homogenous pipes uniform distributed load
Maximum < 12
Nonhomogenous pipes(max > 2 x average )
Other cases Uniform distributed load + Point load
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 15
P = 381 kg
uniform distributed load+
point load
-
D. CLIMATIC LOAD
D.1 Snow
The effect of snow on the piperacks support and pipes are not
considered (unless otherwise stated in the particular
regulation)
D.2. Wind
D.2.1. Wind effect
General expression form :
H = Qh x Ct x Sp
Where
Qh : wind dynamic pressure at height h.Ct : shape factorSp :
surface area facing the wind.
D.2.2. Transversal wind
a) Action on the supports
Ct = 1.3 shape factor for flat surface (concrete or fireproof
frame)
Ct = 1.8 shape factor for profile steel frame.
For other case see regulation.
The effect of shielding of another parallel elements are not
considered.
b) Wind load on pipe layer
H = Qh ( + 0.1 x l) x L apply on each horizontal layer.
Where
= Diameter of the largest pipe with a minimum of 250 mm.l =
Width of pipe layer.L = Length of pipe layer.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 16
-
D.2.3. Example of calculation for transverse wind load.
Note :
To simplify the calculation of wind load, the load will be
applied :
- At the piping layer elevation,- At the base of column.
However wind load shall be applied at the right location when
justified by beam size/or location, mainly for tie beam.
Wind load at Elev = 5.5 : H1
Column : 100 x 1.8 x 0.24 x 2.75 x 2 = 238Longitudinal Beam :
100 x 1.8 x 0.24 x 7.5 x 2 = 648Intermediate Column : 100 x 1.8 x
0.12 x 1.0 x 2 = 43Piping : 100 x (0.4 + 0.1 x 6) x 7.5 = 750
1 680 kg
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 17
EL + 5.5
EL + 4.5
Qh = 100 kg/mPipe layerLarger = 400
ColumnsMain cross beam
HEA 240
TIE BEAM = 1PE140INTERMEDIATE SUPPORT/ AND COLUMN = HEA 120
6m
7.5m
Column surface for calculation of H1
H1
H2
Column surface for calculation of H1 and H2.
H32.75
2.75
-
Wind load at Elev. 0 : H2 H3
Column : 100 x 1.8 x 0.24 x 2.75 = 119 kg
Remark : Wind load distribution on column for pipe rack with two
layer of pipes
D.2.4. Longitudinal wind load
a) Action on the supports
Ct = shape factor
Sp = Surface area exposed to wind effect ie:
- All columns
- All relevant transversal supports of first portal / and last
one only.
b) Horizontal wind load to be considered at each piping
layer
V = Qh x x 1 x L (applied at each piping layer)
Where
= Width of piping layerL = Length of part considered = Friction
drag coefficient depending of piping layer location
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 18
for calculation of H1
for calculation of H2
for calculation of H3V3
H1
H2
H3
Top layer
Bottom layer
0.1
0.05
0.05Values of B
-
c) Wind load on vertical piping layer
Wind parallel to pipe layer.
H = Qh x Sp
Sp = Exposed surface of pipe layer.
d) Wind effect for tee-off pipe lines
Similar method as transversal wind load.
H = Qh ( + 0.1 I) L
For isolated pipe line
H = Qh x 0.6 x I
= diameter of concerned pipe line.I = width of concerned
pipe.
e) Longitudinal load distribution (steel pipe rack)
Load to be applied :
1. At the tie beam level2. At the base of column
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 19
H
Sp
-
At the tie beam level
H1 = Load applied at the tie beam level on the first portal.H2 =
Load applied at the tie beam level on the last portal.
Wind on transverse support.+Wind on horizontal and vertical
surface of pipe layer in zone length L1. +Wind on tee off pipe
layer in zone L1. + effect of wind on post and bracings in zone L1
(at concerned height).
Wind on transverse support. +Wind on horizontal and vertical
surface of pipes layer in zone L2. +Wind on the tee off pipes layer
in zone L2.+ effect of wind on post and bracing in zone L2 (at
concerned height).
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 20
H1 =
H2 =
AREA FOR H, AREA FOR H2
H2
H1
H3
hH
5H
5H
3
A B C D
PIPERACK UNDER
CONSIDERATION
L1 L2
STAR
TIN
GPO
INT
STAR
TIN
G
POIN
T
-
At The Base of Column
H3 : Wind load on column (at concerned height)
H5 : Wind load on restrain column and on bracing
Wind load stability post+ at concerned height
Wind load on bracing
f) Load Distribution on Foundation
- Normal Foundation
Longitudinal shear load = H3
- Foundation of stability bay
Longitudinal shearing load = 2
H-HH 21+
Vertical load = (H1 + H2) x h
E SEISMIC LOAD
Important Note
Seismic load shall not be combined with climatic load.
If the particular rule require to check for seismic, it will be
checked for para paraseismic regulation.
F THERMAL LOAD
F.1 STRUCTURE EXPANSION/SHRINKAGE
F.1.1 Entirely Steel
Load developed due to steel expansion shall be taken into
consideration when it will give abnormal effect on the frame
(expansion coefficient 11 x 10-6 per C)Metal steel frames expose to
air, in France it is acceptable for a variation of temperature 27C
which is correspondent to the variation in length of 0.3 mm per
meter length.
Under this conditions, load due to the expansion of the frame is
negligible when the distance between two expansion joints does not
exceed 60m.
F.1.2 Entirely Concrete
The concrete pipe rack with tie beam cast in situ to the column,
the problem will be severe as the beam cannot expand freely. In
this
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 21
-
case the effect of expansion or shrinkage of concrete shall be
considered as it will result of several bars of constraint.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 22
-
In practice the distance between the expansion joint shall not
exceed the following value :-
30m for pipe rack cast in place 40m for precast pipe rack
F.1.3 Concrete Portal - With Steel Tie Beams
(Similar method as entirely metal).
F.2 ANCHORING - FRICTION - GUIDE OF PIPES
Expansion of hot line pipings create force on their support
:
- Friction : movement of lines on their support.
- Anchorage :
Prevent displacement of lines in two directions (anchoring)
Prevent displacement of lines in one direction (guide)
Important note :
The vertical load combination for calculating the thermal forces
are :-
- Dead loads : Pipes dead weightPipes insulation weight
+- Operating load : Weight of liquids in pipes
This combination will be considered for operating condition.
F.2.1 Consideration of Thermal Forces
a) For intermediate support.
- Anchoring : Intermediate cross beam will not be anchored, Fa =
0.
- Friction : The horizontal force due to longitudinal movement
of the pipes will be considered as follows :-
Ff = 0.1 x p
Ff : Force developed at the intermediate sliding support.
p = Vertical load at the intermediate sliding support (operating
condition)
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 23
-
The force Ff shall be applied on the top flange of the
intermediate cross beam with the following assumptions :-
- Only the inertia of the top flange will be taken for
determination of the horizontal bending stress.
- The bending stress in the vertical plane is negligible because
of the lateral support provide by the friction lines.
b) On the main cross beam
- Friction (Ff = friction force)
Horizontal force due to pipe movement on the sliding support
shall be determined as follows :
Ff = x p x
Ff = horizontal force acting on main support and which
development deflection on the horizontal member.
= coefficient of friction between pipes shoes and cross
beam.
= 0.4 (steel on steel)
= 0.05 to 0.1 (for teflon or similar)
= Coefficient depend on the percentage of pipes on the cross
beam with temperature more than 150C.
% 0 to 40 0.4
41 to 60 0.6
61 to 80 0.8
81 to 100 1
p = Vertical load acting on main support (operating
condition)
- Anchor (Fa = anchoring force)
- The anchoring forces of pipings on the main cross beam shall
be provided by piping discipline.
- In practice, the calculation from piping disciplines is not
available during the pipe rack design, therefore the design of pipe
rack elements are base on the estimate value.
- When the calculations from piping disciplines is available, a
final checks shall be performed especially for cross beam.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 24
-
- The anchoring force always act on the top flange of the cross
beam, the design of main cross beam is identical to the previous
intermediate cross beam.
IMPORTANT NOTE
- The forces given by piping disciplines are generally large
(temperature used for calculation > operating temperature)
- Therefore, partial safety factor used for load shall be taken
as 1.
c) On portal (transversal force)
- Horizontal piping forces shall be applied at the main
transversal support levels.
- The following factors shall be applied to determine the
transversal forces :
Pipe rack off-site
Ft = 0.1 x p : 1st layerFt = 0.05 x p : 2nd layerFt = 0 : other
layers
Ft = Transversal horizontal loadp = Vertical load on the support
(operating condition)
Site Pipe rack
Ft = 0.15 x p 1st layer (bottom)Ft = 0.1 x p 2nd layerFt = 0.05
x p 3rd layerFt = 0 others layers
- After reception the actual forces, the previous assumption
shall be verified.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 25
Ft
Ft
-
d) On portal (longitudinal forces)
Horizontal anchorage and friction forces developed on the main
cross beam shall be applied horizontally at the junction to the
column for designing the column itself
e) On stability bay (longitudinal action)
The longitudinal force on pipe rack restrain is the sum of
various horizontal forces acting between two expansion joint of
pipe rack.
- Anchor
Anchoring force to be applied on the pipe rack restrain is the
sum of various anchoring forces on the main cross beam.
- Friction
The total friction force applied on the pipe rack restrain is
the sum of various forces on the main cross beam.
Horizontal force acting on pipe rack restrain depend on :-
- Location of pipe rack restrain.
- Number of anchor point for the length of the pipe rack
concerned.
Examples :-
Case 1
Stability bay located at the end of piperack.
FA FF FA
Case 2
Stability bay located at the middle of piperack
FF FF
Case 3
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 26
FF RN 0
FF
FF
FF = 0
FF 0
FA
-
As shown in the example, it is difficult to generalise a method
to determine the total friction force on the piperack.
The value of the anchoring force will reach it maximum when the
displacement due to temperature effect has stopped. This mean the
combination force of anchoring and friction is only happen during
early stage.
Conclusion :
In the operating condition, the anchoring and friction force
will not be added for determination of overall forces on the
piperack restrain.
Horizontal force due to friction shall be :
Ff = x p x
where = friction factor (sliding / traverse) (0.05 < <
0.4)
= coefficient depends on number of lines with temperature more
than 150C (refer item F.2.1 (b) ).
p = vertical load acting on the concern member.
f) Summary
- For intermediate cross beam (longitudinal action)
Anchoring : 0
Friction : 0.1 x p = Ff
- For main cross beam (longitudinal action)
Anchoring : Estimate calculation for piping
design+Verification
Friction : p x x = Ff- For portal (transversal action)
Lateral Anchoring (rack off-site)
= 0.1 x p 1st layer (bottom)Ft = 0.05 x p 2nd layer
= 0 x p other layer
Lateral Anchoring (Site Rack)
= 0.15 x p 1st layer (bottom)= 0.1 x p 2nd layer
Ft = 0.05 x p 3rd layer= 0 x p other layer
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 27
-
- For stability bay (longitudinal action)
Anchor : sums of all anchoring forces on main support.
Friction : Ff = x p x
Never add anchor and friction force.
G OTHER LOADS
This document provides the necessary guide for calculation and
design of elements in the piperacks for supporting the pipes.
However, by extension a piperack can support :
- hoisting and handling equipment- cooler- boiler
During the progress of the calculation of piperack, the forces
due to this equipment shall be considered in the various load cases
:
- Dead loads- Live (operating) loads- Climatic loads
It is should be noted that the possible dynamic loads by these
equipments shall never be combined with climatic loads.
H LOAD COMBINATIONS
H.1 THE VARIOUS ELEMENTARY CASES
- Dead loads :
Dead weight for :
members walkways pipes P insulation fire proofing (operating
load only) liquid loads G live (passage) loads
Thermal loads
structure expansion D anchorage load A longitudinal friction
loads F
- Service climatic load
transverse wind load Vt longitudinal wind load Vl
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 28
-
- Seismic load S
- Ultimate climatic load
transverse wind load Wt longitudinal wind load Wl
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 29
-
LOAD COMBINATIONS
CASE COMBINATION FOR LOAD ON FOUNDATIONLOAD COMBINATIONS FOR
STEEL STRUCTURE
LOAD COMBINATION FOR CONCRETE STRUCTURE
COMBINATION NO.
NORMAL CASE P + VtP + Vl1.33 P + 1.5 Vt1.33 P + 1.5 Vl
P + VtP + Vl
12
EXTREME CASE P + WtP + WlP + WtP + Wl
P + WtP + Wl
34
SEISMIC P + S P + S P + S 5
SERVICE NORMAL CASE
P + G + A + VtP + G + A + VlP + G + F
1.33 P + 1.5 G + A + 1.5 Vt1.33 P + 1.5 G + A + 1.5 Vl1.33 P +
1.5 G + 1.5 F
P + G + A + VtP + G + A + VlP + 1.2 G + 1.2 F
678
EXTREME SERVICE CASE
P + G + A + WtP + G + A + Wl
P + G + A + WtP + G + A + Wl
P + 1.5 G + A + 1.5 VtP + G + A + WtP + 1.5 G + A + 1.5 VlP + G
+ A + Wl
9
10
SEISMIC P + G + A + S P + G + A + S P + G + A + S 11
Note : Loading case (D : Structural expansion), any other
possible cases shall be added to the combinations.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 30
-
J CONDITIONS OF DEFLECTION
J.1 ACCEPTABLES VERTICAL DEFLECTION
J.1.1 Steel Piperack
Main Cross Beam
The deflection of these beams due to total Service load shall
not exceed 1/400 of the length.
Intermediate Cross Beams + Longitudinal Beams
The total deflection (intermediate cross beam + tie beam) under
total loads in the service case shall not exceed 1/200 of the
intermediate cross beam.
Note :
The deflection given above shall be reduced (information given
by piping discipline) when allowable pipe deflection is lower.
J.1.2 Concrete Piperack (Where The Intermediate Cross Beam Is
Steel)
Intermediate Cross Beam
The deflection o these beams due to total Service load shall not
exceed 1/300 of the length.
Others elements
Checking of deflection for beam with L/H < 15 normally is not
necessary.
J.2 ACCEPTABLE HORIZONTAL DISPLACEMENT ON THE PORTAL FRAME
J.2.1 Steel Portal Frame
Horizontal displacement due to normal service wind load shall
not exceed :-
- 1/150 e height of piperack if it is not supporting
equipment.
- 1/200 e height of the piperack if it is supporting equipment
(air cooler)
J.2.2 Concrete Portal Frame
Due to rigidity of the concrete, a verification of horizontal
displacement in piperack is not necessary.(Normal density at
reinforcement 150 kg / m of concrete and density of concrete 350 kg
/ m)
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 31
-
Note :
It should be noted that the uncertainly of the concrete
deformation due to development and formation of cracking only give
unprecise value of displacement.
4.0 STEEL PIPERACK
A CONSTRUCTION ARRANGEMENT
A.1 INTERMEDIATE CROSS BEAM
Normally the profile of intermediate cross beam is IPE type.
When the percentage of hot lines is high, it is better to use
the profile HEA type which provide better inertia in the horizontal
direction (friction).
A.1.1 Arrangement Detail
Connection :
This type of connection shall not transmit shearing force to the
base of post which produce torsion to the cross beam.
Connection :
- The connection shall be able to ensure the stability of the
post due to friction load on the intermediate cross beam.
- The connection is considered partially restraint the
horizontal forces from intermediate cross beam.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 32
1INTERMEDIATE CROSS BEAM
CONNECTION
POST
2CONNECTION
LONGITUDINAL BEAM
1
2
-
In practice, the connection are shown below :-
Connection
POSSIBLE OVERHANG
Connection
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 33
POST
GUSSET IF NECESSARY
POSSIBILITY
1
2
-
A.1.2 Other Provisions
- Intermediate cross beam and members at the same level
- Intermediate cross beam on longitudinal beams
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 34
INTERMEDIATE CROSS BEAM
TIE BEAM
POSSIBLE OVERHANG
TIE BEAM
INTERMEDIATE CROSS BEAM
-
A.2 LONGITUDINAL BEAM
A.2.1 Member Between Spacing
The tie beam profile type IPE is connected to the column by pin
joint connection using double cleat.
A.2.2 Spacing > 9 m
The beams shall be make to form lattice.
Height of the lattice 1/15 < h < 1/10 of the spacing
For lattice members, they shall be checked for horizontal
buckling (lateral restrain).
A.2.3 Spacing > 12 m
(For low weight pipe layer). The tie beam can be supported by
stay wire and braced horizontally.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 35
Stay Wire
For example :
H
= ~ 15 H
Elevation
-
A.3 PORTAL FRAME
The column are always profile type H to ensure maximum radius of
gyration for good buckling strength.
Transverse members generally not made from profile type H, but
made from profile type IPE.
The stability of the tranverse portal frame can be ensured by
:-
- Stiffners- bracing members
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 36
BRACING
STIFFNER
-
A.4 POST FOUNDATION CONNECTION
For a continuous piperack, the connection of column to
foundation in longitudinal direction to the piperack will be
pin-jointed type.
However the connection of column to foundation in the axis of
portal can be pin-jointed or fixed type.
A.4.1 Pin Type. (see STC.00.18.10.009)
Advantage :
- no moment transfer
- small size foundation
- two bolts of average diameter
- thin plate without gusset
- simple connection
Disadvantages
- bigger size of the columns and cross beams compared to fixed
type connection.
- significant horizontal displacement
A.4.2 Fixed type (see STC.00.18.10.014)
Advantages :
- smaller dimension of the columns and cross beams compared to
pin type connection
- reduce horizontal displacement
Disadvantages :
- large foundation
- lot of bolts
- massive connection
- thick base plate and stiffners
Synthesis
The adopted solution will be selected according to technical
data (ground characteristic, etc.) and economic (cost of material,
nature of contract) by considering the structure (portal + bolt +
foundation).
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 37
-
A.5 STABILITY BAY
A.5.1 Purpose
To ensure longitudinal stability of the piperack members due to
various horizontal load.
The sections of piperack are separated by methods (oblong holes,
corbels) of preventing transmission of horizontal load from one
section to another.
The length of the section is limited to 60m for the French
climate for negligible effect of thermal expansion.
A.5.2 Choice of Section
The choice of isolation location shall be done according to
certain criteria:-
- change in geometric of the piperack (number of levels or
width)
- junction of two perpendicular piperack.
- As for as possible, the isolation should not be located,
between the principal anchoring of the pipe layer so that the
horizontal force apply to the cross member of stability is
small.
- An isolation shall be checked for connection of piperack with
structures except in the case where the structure ensure the
stability of the unit.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 38
F F
INCORRECT POSITION OF
ISOLATION
CORRECT POSITION OF THE ISOLATION FOR THE SECTION
ANCHORING PRINCIPAL
-
A.5.3 Position of Bracing
- The distance between two bracing stability does not exceed 60m
(for French climate).
- The position in the medium of the section is most usually
used.
- For piperack with limited bay, the position of stability
bracing shall be located at end bay so that the anchoring load do
not have to be transmitted from anchoring point at the end of
piperack to the stability bracing by tie beam.
- The choice of the position can also depend on obstruction on
the ground (road passage, pumps etc.)
A.5.4 Principle
Two general principal are :-
a) Bracing stability bay
Advantages :
Less weight of the structure
Negligible displacement at top which is in agreement with the
theory for piping calculation (zero displacement)
Disadvantages
Obstruction on the ground
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 39
MAIN BRACING
PRINCIPLE
-
b) Portal Stability Bay
Advantages :
No obstruction
Disadvantages :
Bigger weight of structure
Top portion displacement is significant
Important Note :
- Attention with uplift for the calculation of the anchor bolt
for the stability bay.
- In the calculation for this type of stability bay add a
horizontal load at the level of cross beam equal to 1/100 of the
sum of vertical load acting on this part.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 40
STIFFNER
PROFILE COMBINATION
-
A.6 PARTICULAR CASE
Strengthening the main cross beam at the anchoring point.
Principal
Increase the Iy inertial of the main cross beam or provide
additional support.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 41
INCREASE Iy ADDITIONAL SUPPORT
ANCHOR
WELDED
MAIN CROSS BEAM
ANCHOR LINE
MINI
IPE BONDS TO CROSS BEAM
PRINCIPLE BY REINFORCEMENT(PROVIDE DRAINAGE)
TO BE PROSCRIBE FOR FIREPROOF CROSS BEAM
HORIZONTAL BRACING
-
5.0 CONCRETE PIPERACK
A. VARIOUS SHAPES (See Sketch Page 49 to 51)
The concrete piperacks are generally comprises of concrete main
frame. The frame is connected by concrete or steel tie beams.
Their standard width are 3m ; 4.5m ; 6m ; 7.5m ; 9m.
They comprise of 1, 2 or 3 stages according to the number of
pipe layers to be supported. The cooler also can be supported with
or without platform.
When the width of the piperack is less than 3m, normally only
one column is required at the centre.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 42
-
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 43
-
RACK WIDTHL
DISTANCE BETWEEN PORTAL
COLUMN CROSS BEAM TIE BEAM
4500 6000 400 x 400 400 x 300 400 x 300
6000 6000 400 x 400 400 x 300 400 x 300
7500 6000 400 x 400 500 x 300 400 x 300
7500 7500 400 x 400 500 x 300 500 x 300
7500 9000 500 x 400 500 x 300 600 x 300
9000 7500 500 x 400 600 x 300 500 x 300
9000 9000 500 x 400 600 x 300 600 x 300
PREDIMENSIONPIPE RACK 1 LEVELVALID FOR PIPES AVERAGE 12"
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 44
-
VARIOUS METHODS OF EXECUTION
B.1 CAST IN-SITU RACK
All the piperack members are casted at place. No prefabricated
member is used.
B.2 SEMI PREFABRICATION RACK
The footings and posts are cast in placed.
The horizontal beams (longitudinal beams, cross beams, tie
beams) are prefabricated.
B.3 PREFABRICATED RACK
The footing is cast in place or prefabricated.
The columns and beam (longitudinal beam, cross beam, tie beams)
are prefabricated.
Otherwise, all the members of main frame is prefabricated.
B.4 CHOICE OF METHOD OF EXECUTION
The choice depend on 3 criteria :
- size of piperack
- the size of the work which is the most important
consideration
- site and weather condition for economic
In fact, it is impossible to impose a priority to the
Subcontractor due to following reasons :
Perhaps the selected Subcontractor does not have necessary
material for prefabrication.
The local agent of the subcontractor does not want to construct
the rack as method prerecognise by TECHNIP. If the subcontractor is
requested to follow the TECHNIP prerecognise method, the
subcontractor will always try to find ways for change order.
Generally, the subcontractor under estimate the priority of the
execution of concrete racks, they will wait at the last minute to
look at the drawings.
However, TECHNIP shall advice the subcontractor during
invitation to tender.
It should not be believed that prefabrication reduce the cost of
the rack appreciably but it can save a lot of time.
In the actual construction, the prefabrication is very employee
because same section always kept, so TECHNIP shall make the
prefabricated element similar option through out the piperack.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 45
-
C. ANALYSIS AND DESIGN
C.1 ANALYSIS
C.1.1 Purpose
The preliminary study of concrete piperack is to pre dimension
the size of the beams and columns for piping section to detail
their drawings.
This predimension shall be made so as to reduce the maximum the
divensite squarrings to facilitate the prefabrication.
C.1.2 Method
- With referring to the general arrangement drawings, list out
the data (average of pipes, elevation of cross beam, longitudinal
beam etc.
- Using the tables of predimension below, determine the various
sections.
- With all these data, establish the preliminary piperack
drawing.
- Determination of position of anchoring bay with the position
of longitudinal beam.
Note :
If possible, the dimension of the footing is carried out during
the calculation for reinforcement. It is necessary to indicate the
bottom level of foundation and dimension, for presence of other
foundation, pipe & etc.
The table of predimensions are valid for normal case, however
the designer need to check it.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 46
-
RACK WIDTHL
DISTANCE BETWEEN PORTAL
COLUMN CROSS BEAM TIE BEAM
4500 6000 400 x 400 400 x 300 400 x 300
6000 6000 400 x 400 400 x 300 400 x 300
7500 6000 400 x 400 500 x 300 400 x 300
7500 7500 400 x 400 500 x 300 500 x 300
7500 9000 500 x 400 500 x 300 600 x 300
9000 7500 500 x 400 600 x 300 500 x 300
9000 9000 500 x 400 600 x 300 600 x 300
PREDIMENSIONPIPE RACK 1 LEVELVALID FOR PIPES AVERAGE 12"
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 47
-
RACK WIDTHL
DISTANCE BETWEEN PORTAL
COLUMN CROSS BEAM TIE BEAM
4500 6000 400 x 400 400 x 300 400 x 300
6000 6000 400 x 400 400 x 300 400 x 300
7500 6000 500 x 400 500 x 300 400 x 300
7500 7500 500 x 400 500 x 300 500 x 300
7500 9000 600 x 400 600 x 300 600 x 300
9000 7500 600 x 400 600 x 300 500 x 300
9000 9000 600 x 400 600 x 300 600 x 300
PREDIMENSIONPIPE RACK 2 LAYERSVALID FOR PIPES AVERAGE 12"
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 48
-
RACK WIDTHL
DISTANCE BETWEEN PORTAL
COLUMN CROSS BEAMTIE BEAM
UPPER LOWER
7500 6000 700 x 500 700 x 400 700 x 400 400 x 300
7500 7500 700 x 500 700 x 400 700 x 400 500 x 300
7500 9000 800 x 500 800 x 400 800 x 400 600 x 300
9000 7500 800 x 500 800 x 400 800 x 400 500 x 300
9000 9000 800 x 500 800 x 400 800 x 400 600 x 300
PREDIMENSIONPIPE RACK 1 LEVEL + AEROSVALID FOR PIPES AVERAGE
12"
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 49
-
RACK WIDTHL
DISTANCE BETWEEN PORTAL
COLUMN CROSS BEAMTIE BEAM
UPPER LOWER
7500 6000 700 x 500 600 x 300 700 x 400 400 x 300
7500 7500 700 x 500 600 x 300 700 x 400 500 x 300
7500 9000 800 x 500 700 x 400 800 x 400 600 x 300
9000 7500 800 x 500 700 x 400 800 x 400 500 x 300
9000 9000 800 x 500 700 x 400 800 x 400 600 x 300
PREDIMENSIONPIPE RACK 2 LEVEL + AEROSVALID FOR PIPES AVERAGE
12"
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 50
-
RACK WIDTHL
DISTANCE BETWEEN PORTAL
COLUMN CROSS BEAMTIE BEAM
UPPER LOWER
7500 6000 700 x 500 600 x 300 700 x 400 400 x 300
7500 7500 700 x 500 600 x 300 700 x 400 500 x 300
7500 9000 800 x 500 700 x 400 800 x 400 600 x 300
9000 7500 800 x 500 700 x 400 800 x 400 500 x 300
9000 9000 800 x 500 700 x 400 800 x 400 800 x 300
PREDIMENSIONPIPE RACK 3 LEVEL + AEROSVALID FOR PIPES AVERAGE
12"
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 51
-
C.2. DESIGN
C.2.1 Purpose
The calculation of concrete piperacks is to establish the data
of loads acting on the piperack in order for the calculation of
reinforcement in order to obtain the quantity of concrete,
reinforcement and formwork for costing.
C.2.2 Checking The Reinforcement
The amount of reinforcement in the member shall not exceed 150
kg/m of the concrete. The size of the section shall be increase if
the amount of reinforcement is high.
D. CONSTRUCTION DETAILING
D.1 REINFORCEMENT
In order to facilitate the execution of piperack at site, the
reinforcement of all the elements shall be detail as follows :
D.1.1 Column
See sketch below.
Steel for the columns are similar except for the diameter (range
between 12 and 25).
COLUMN 400 x 400REINFORCEMENT DETAIL
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 52
12 to 25
400
4590
9045
130
-
COLUMN 400 X 600REINFORCEMENT DETAIL
COLUMN 400 X 500REINFORCEMENT DETAIL
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 53
-
COLUMN 500 X 800REINFORCEMENT DETAIL
COLUMN 500 X 700REINFORCEMENT DETAIL
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 54
-
D.1.2 Beam (Main Cross Beam or Tie Beam)
The position of reinforcement at the support of the tie beam can
be moved to allow for insert plate.
It is necessary to inform the subcontractor that the
prefabricated member shall be marked accordingly as per plan of
assembly in order to prevent discrepancies during installation.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 55
-
D.2. FIXATION OF AIR COOLER
The air coolers are installed on piperack in four different
ways, i.e.:
D.2.1 Cooler Directly Install on Tie Beams
D.2.2 Post of Cooler Rest on Tie Beams
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 56
-
D.2.3 The Feet of Cooler on Overhang Beam Supported on
Tie-Beam
D.2.4 Feet of Cooler on Slab Supported by Tie-Beam
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 57
-
D.3 ACCESSORIES
Accessories are required for fixing of small frames, piping
slide, installation of electric elements.
The accessories are base plate, posts, sleeves, rails.
See diagram below :-
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 58
-
D.3.1 Base Plate or Insert Plates
Base plate or insert plates are used for fixing (particularly
the post) the secondary steel frames for supporting pipings,
walkways etc.
D.3.2 Flat Plate on Cross Beam and Tie-beam
It is needed for allowing slip of pipings and fixing of anchor
on the cross beams or tie-beams. The flat plates are generally 150
mm wide x 10 mm thick.
Flat plate must be provided on the cross beams and fix to the
concrete by steel 8.
Flat plates only be provided on tie-beam when required or when
there is piping.
Dimension could be as shown below :-
Special steel-concrete adhesive can be used if the plats have
not be installed during casting of concrete.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 59
50 50
4 x 8 per metre
FLAT PLATE 150 x 10
120
10 55
150
50 8 welded
-
These special adhesives are produce by companies such as :-
- BOSTIK
or
- SIKA
The products are constantly upgraded or revise, therefore the
manufacturer shall be contacted for the latest product suitable for
the specific condition.
D.3.3 Sleeves
The sleeves are made of plastic.
As a guide the following are some of the brand :-
- ARMOSIG : Elysee 2 - 78170 LA CELLE SAINT CLOUD B.P. n 2
- SEPEREF - TMP - Z.I. QUINCIEUX - 69650 SAINT GERMAIN AU MONT D
OR B.P. n 1
Generally, the diameter sleeves are 22.6 or 25 mm.
D.3.4 Rails
They are embedded in the concrete during casting.
It exist in various types and dimensions produced by many
manufacturers as listed below :-
- Rails HALFEN distributed by :
Societe SODIMETAL S.A.Immeuble Evolution18, Rue Goubet75940
PARIS Cedex 19 Tel. 200.67.01
- Rails JORDHAL distributed by :
ACIBATZ.I. 68190 UNGERSHEIM Tel. (89) 48.13.03
- Rails TRIMBORN distributed by :
TECNER25, Rue Trebois92300 LEVALLOIS-PERRET
It comes with various coating such as black, galvanised, paint,
polymer, stainless steel.
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 60
-
As an indication, a profile 50/30, the basic load is 4.5
ton/meter length with 4 bolts 20.
D.3.5 Conclusion
The accessories increase the cost of the concrete piperack,
therefore it shall be reduced to minimum.
It is obvious that the use of anchoring rail will make it easy
to fix apparatus or secondary frame. However as it is very costly,
it shall not be their installed especially for turnkey contract. In
the service contract, they only be used when requested by
client.
The used of plastic sleeves shall be maximise as it is rather
cheap.
The used of plats on the cross beam are compulsory.
The plats on tie-beam are optional. The need is decided after
studing the general drawings.
The plats are anchor to the concrete, if they are install before
casting of concrete or adhesive by special product. The adhesive
cannot be used for slide (anchoring of lines).
/opt/scribd/conversion/tmp/scratch2733/32324641.doc 61
CONTENTSPIPE-RACKSAt the tie beam level
LOAD COMBINATIONSConnectionPOSSIBLE OVERHANGConnection
DisadvantagesSynthesisDisadvantagesPrincipal