Read about START-PROF Pipe Stress Analysis Software
Interaction between the pipeline and surrounding soil is analyzed using methods developed by A.B. Aynbinder for START-PROF (at that time called "ST-01"). Methods are based on experimental and theoretical research conducted at VNIIST (Moscow) and other organizations, and is a version of methods described in [1] and [6].
START-PROF soil model consider:
Various non-linear empirical soil resistance to pipe displacement in vertical, horizontal and longitudinal directions
Affect of polyurethane foam insulation stiffness
Affect of horizontal cushioning pad thickness
Change in the properties of suspended soil in flooded sections
Vertical buoyancy force in flooded sections
Change in soil resistance force in vertical sections and angled sections
Increased number of soil springs in the area of strong longitudinal and transverse displacements
START-PROF uses a beam pipeline model, where interaction of pipeline and soil is modeled with longitudinal and transverse spring supports (bilinear springs), places at certain intervals (fig. 1).
1 - Vertical soil spring, 2 - Axial soil spring, 3 - Lateral soil spring
Fig. 1. Pipeline and soil interaction model
Springs are placed automatically. Three zones are marked around the nodes where supports are more closely placed (fig. 2):
Zone #1: lateral bearing zone (unrestrained) with the length of Lb. Four supports are placed at equal distance
Zone #2: axial sliding zone (unrestrained) with the length of La. Four supports are placed at a distance increasing exponentially from zone #1 to zone #3
Zone #3: Restrained zone. Supports are placed at 100D spacing, where D - pipe external diameter
If several operating modes are specified in operation mode editor, then first sustained operating mode is used for La and Lb calculation and these values are used for all operating modes.
The number of supports in the area of strong longitudinal and transverse displacements is increased automatically; i.e., nodes:
with a tee
with any bend
with a pipe axis change
with any expansion joint
with pre-stretch
with linear displacement
with a free end
with a sliding support with an input displacement
with a guiding support with an input displacement
with an anchor with an input displacement
with a restraint with an input displacement
with a valve
at the border with an above-ground element
at the border between elements with and without subsidence
Fig. 2. Placement of supports modeling soil interaction
Lateral bearing zone #1 have a big bending deformations and transverse displacement (fig. 3). To increase model accuracy, four soil springs are automatically placed here.
lateral bearing length can be calculated using:
,
where
- pipe bending stiffness,
- soil stiffness factor.
Fig. 3. Bend zone #1
Axial sliding zone #2 have a big longitudinal deformations and displacements (fig. 4). To increase model accuracy, four supports are placed with exponential increasing spacing from zone #1 to zone #3.
See also Restrained and Unrestrained Zones
Virtual anchor length for an elastic-plastic soil model [6] can be calculated using equation (more information on this):
Fig. 4. Sliding zone #2
There is no bending and no axial displacements in the restrained zone. Therefore, soil springs are placed at a large spacing, equal to 100D
See also Restrained and Unrestrained Zones
Soil support stiffness is calculated as the overall stiffness of several springs (fig. 5).
Stiffness K_{1} is a non-linear function dependent on cushion deformation. Can also be calculated based on empirical dependence from experiment results [3]. Presence or absence of cushioning pads is set in buried element properties.
Stiffness K_{2} is a non-linear function dependent on PUR layer deformation and is calculated based on empirical dependence from experiment results [3]. To calculate PUR stiffness, insulation casing diameter must be input in buried element properties.
Stiffness of springs modeling soil depends on their direction (fig. 5). There are three types:
springs preventing lateral displacements in the horizontal plane (horizontal soil resistance) K_{3}
springs preventing vertical displacement (vertical soil resistance) K_{4}
springs preventing longitudinal displacement (longitudinal soil resistance) K_{5}
Fig. 5. Accounting for the stiffness of the PUR-insulation layer and cushioning pads
The general model of algorithms for the correlation of reactions in springs and displacement is shown on fig. 4. The algorithm values are calculated based on input buried element properties, as well as base and back-fill soil properties set in the soil database.
Springs restricting lateral displacement in the horizontal plane K_{3} have a reaction and displacement correlation shown on fig. 6.a. Vertical and longitudinal springs are shown on fig. 6.b and fig. 6.c, respectively.
After starting an analysis, START-PROF automatically runs a series of consecutive analyses and at each step clarifies the stiffness value of all springs K_{1}, K_{2}, K_{3}, K_{4} and K_{5}. When a certain accuracy is achieved, the analysis is stopped.
Fig. 6. Non-linear correlation of soil resistance and displacement in various directions relative to the pipe axis
Depth, water height and subsidence can change along the pipe length, so these properties are input at the beginning Z_{H}, H^{B}_{H}, Δ_{H} and the end Z_{K}, H^{B}_{K}, Δ_{K} of each element (fig. 6). Depth, water height and subsidence are basically input for nodes, not elements. So these values must be the same for a node, even if it belongs to two adjoining elements. For example, if depth changes for a node of one element, depth will automatically change for this node of the other adjoining element.
Fig. 6. Depth and water height based on element length
When the properties of each set of three springs K_{3}, K_{4} and K_{5} are analyzed, various depth Z_{i} and water height H^{B}_{i} values determined by linear iteration of start and node nodes Z_{H} and Z_{K} are used (fig. 7). Water buoyancy is also calculated based on water height H^{B}_{i} at each point. Subsidence value for each spring Δ_{i} is calculated in a similar way, using linear iteration Δ_{H}, Δ_{K}.
Properties of springs K_{3}, K_{4} and K_{5} also depend on the angle of slant relative to the horizontal plane (from 0 to 90 degrees). For vertical elements K_{4}=K_{3}.
Fig. 7. Spring depth for elements with fluctuating depth
Buoyancy acting on the pipe and soil resistance to vertical and longitudinal pipe displacement depends on water height H_{B} (properties of suspended soil are considered).
For horizontal, vertical and slanted elements, only the pipe section which is under water is considered in buoyancy analysis (fig. 8).
Fig. 8. Calculation of the volume of displaced liquid for buoyancy analysis
When the soil subsides, for example, due to melting of base soil or construction near the pipeline area, there is no resistance from the base and the pipeline subsides along with the soil (fig. 9).
Fig. 9. Pipeline with soil subsidence
The subsidence process can be described using the correlation model shown on fig. 6.b and shifting it to the left by the value of base subsidence Δ (fig. 10). This model is equivalent to the displacement of springs modeling vertical downward soil displacement (along the Z axis) by the value of Δ (fig. 9).
The value of subsidence due to melting or compression of base soil layers can be determined, for example, using SNIP [5].
To model frost heave (upward displacement), the subsidence value must be negative.
Fig. 10. Correlation of soil resistance to vertical displacement taking into account subsidence
Soil resistance to vertical pipe displacement in the area of elastic-plastic deformation can be modeled as linear correlation, proposed by A.B. Aynbinder [1].
where
- maximum allowable soil resistance to displacement, N^{/sm}^{2},
- generalized tangent soil resistance factor N^{/sm}^{3},
- working displacement value corresponding to maximum soil resistance to displacement, cm.
Dependence is obtained by substituting the true diagram of soil resistance to longitudinal displacement (fig. 11.a) with an idealized bilinear diagram (fig. 11.b).
Fig. 11. Dependence of soil resistance to longitudinal displacement
Tangent soil resistance factor is expressed as:
and has the dimensions of the soil bed factor during displacement. In the soil database this value is referred to as the resistance to longitudinal displacement factor. The factor shows the slant of the first section of the bilinear diagram, shown on fig. 11.b.
To input a rigid-plastic soil model without taking into account elastic resistance, the tangent resistance factor must have a very high value (fig. 12). In practice, a large number, for example 100000 tf/m^{3} can be used. If the database has the value =0, then START-PROF uses a value equal to 100000 tf/m^{3}.
Fig. 12. Elastic-plastic and rigid-plastic soil models
Values of values adapted from experimental data for various soil types are provided in table below
Generalized tangent soil resistance factor values, kgf/m3
Soil Type |
Allowable Soil Consistency Values I_{L} |
Soil Properties with Porosity Factor ε |
||||
---|---|---|---|---|---|---|
<0.5 |
0.5-0.6 |
0.6-0.7 |
0.7-0.8 |
>0.8 |
||
Coarse and medium gravel sand | - | 300000 | 300000 | 270000 | 250000 | - |
Fine and silty sand | - | 250000 | 210000 | 210000 | 190000 | - |
Sandy loam | 0 < I_{L} ≤ 0.25 | 350000 | 330000 | 300000 | 300000 | 300000 |
0.25 < I_{L} ≤ 0.75 | 350000 | 320000 | 300000 | 250000 | 250000 | |
Loam | 0 < I_{L} ≤ 0.3 | 380000 | 350000 | 350000 | 320000 | 300000 |
0.3 < I_{L} ≤ 0.75 | 350000 | 330000 | 300000 | 250000 | 200000 | |
Clay | 0 < I_{L} ≤ 0.3 | 400000 | 380000 | 350000 | 330000 | 300000 |
0.3 < I_{L} ≤ 0.75 | 450000 | 400000 | 350000 | 300000 |
1. Aynbinder A., Kamerstein A. Analysis of the transmission pipelines for strength and stability. Moscow "Nedra" .1982
2. Skomorovsky Ya.Z., Ainbinder AB, longitudinal movement of buried pipelines taking into account physical nonlinearity soil shear resistance. Pipeline strength questions, Moscow 1975
3. Arbeitsblatt FW 401: Verlegung und static von KMR für Fernwärmenetze Arbeitsgemeinschaft Fernwärme- AGFW-e, V.- bei der Vereinigung Deutscher Elektrizitätswerke, 1992
4. Borodavkin P. Buried transmission pipelines (design and building), Мoscow "Nedra, 1982
5. SNiP 2.02.04–88. Foundations located on permafrost. Gosstroy USSR. Мoscow, 1991
6. Aynbinder A., Kamerstein A. Analysis of the transmission pipelines and flowlines for strength and stability. Мoscow "Nedra", 1991