Wheel Load Analysis was designed to calculate the overburden and vehicle loads on buried pipe with a Single Layer System (soil only) or a Double Layer Systems (timbers, pavement and soil). The information used to design this program was taken from the Battelle Petroleum Technology Report on “Evaluation of Buried Pipe Encroachments” which considered the theoretical work done by M.G. Spangler on overburden and vehicle loads on buried pipe. This analysis does not evaluate cyclic loading, but the API 1102 calculation does.
1. Depth of Carrier Pipe
Trench Width
Weight per unit Volume of Backfill
DIAMETER.
WALL THICKNESS.
Concentrated Surface Load
SPECIFIED MINIMUM YIELD STRENGTH.
P – Pipe Internal Pressure (psi.)
2. Design Class
Design Class | Operating Class | Maximum Allowable Internal Stress (%) | Maximum Allowable Combined Stress (%) |
---|---|---|---|
1 | 1 | 72 | 80 |
1 | 2 | 72 | 80 |
2 | 2 | 60 | 72 |
2 | 3 | 60 | 72 |
3 | 3 | 50 | 60 |
3 | 4 | 50 | 60 |
3. Soil Type
Soil Type | Friction Force Coefficient | ||
---|---|---|---|
1 | Granular Materials without Cohesion | 0.1924 | 90-100 |
2 | Sand and Gravel | 0.1650 | 110-120 |
3 | Saturated Top Soil | 0.1500 | 110-120 |
4 | Clay | 0.1300 | 110-120 |
5 | Saturated Clay | 0.1100 | 123-130 |
4. Pavement Type
Pavement Type | Impact Factor -I | Elastic Constant -E (psi) | Poisson’s Ratio – G |
---|---|---|---|
No Pavement | 1.5 | 1.5×104 | 0.35 |
Asphalt | 1.3 | 1.0×105 | 0.40 |
Timber Mats (2’x12″ min.) | 1.2 | 1.2×106 | 0.25 |
Concrete | 1.0 | 2.0×106 | 0.15 |
5. The Pipeline Construction Type which is used to find the bedding constants for buried pipe (Kb & Kz), see Table V & Figure 3.
REQUIRED INFORMATION IF LONGITUDINAL BENDING STRESS OCCURS:
6. All the above information along with values for the following variables:
X – Longitudinal Distance over which Deflection occurs (ft.)
Y – Vertical Deflection (in.)
As a first estimate of the soil load on the pipe it could be assumed that the backfill soil slides down the 0trench walls without friction. Additionally, assume that all soil above the pipe is supported by the pipe itself and that the backfill soil on either side of the pipe does not assist in this support.
These assumptions are very conservative, but they help a great deal in initial understanding of the method of solution. The assumptions yield a soil load on the pipe equal to the weight of the backfill soil above the pipe. This analysis provides an estimate of soil loads on the buried pipe if nothing else is known about the system.
The basic analysis developed by M.G. Spangler follows similar arguments to that given above. In this analysis, Spangler includes frictional forces between the trench wall and the backfill. This permits the weight of the overburden to be partially carried by the surrounding soil and reduces the total soil load on the pipe. The resulting equations for calculating the pipe load due to overburden are as follows:
Cd determines how much load is carried by the pipe. If there is no soil friction Cd becomes equal to H/B and the entire backfill load must be supported by the pipeline. The term Km provides a coefficient of friction force between the backfill soil and the trench wall. A high value of Km implies that friction between the backfill and trench wall is high and the weight of the backfill is supported largely by the wall friction. A low value implies that there is little friction encountered and the backfill is allowed to settle more such that the weight must be supported by the pipe. Table II provides values of Km used in the program for five different soil types. Also, in Table II are examples of values for Ds, the
density which is the weight per unit of backfill, which may be used if an actual value is not known. Note: If a value for Ds is already given use that value instead of the one in Table II.
The soil types and coefficients given in this table represent the range that could normally be expected. Saturated clay has little internal friction so that it has the smallest value for Kμ. This implies that almost all of the soil load is carried by the pipe. Granular materials have a great deal more internal friction. Their value of Kμ is higher which leads us to the conclusion that the pipe carries less of the backfill load. Spangler, in his work, recommends using the value for clay in most instances. Higher values may be used when there is adequate evidence that the internal friction is higher and warrants a higher value of Kμ. Spangler’s recommendation provides a conservative estimate for common buried pipe situations. Marsh and bog areas, however, have friction properties more similar to saturated clay such that a value for Km equal to 0.110 should be used in these areas.
A Pavement Type must be determined in order to select an Impact Factor (I) to be used in the Wv equation. Table III provides Impact Factor values for the three different pavement types used in this program. A Pavement Type is also used to select the elastic constants for layered media analysis. The variables E1 & G1 will be used to represent the elastic constants for the top layer and E2 & G2 will be used to represent the elastic constants for the soil. See Figure 2 for a visual explanation of the elastic constants for the top layer and the soil. These values will also be used in the Wv equation. Table IV provides the values for the three different pavement materials used in this program.
Examination of equation Wv shows that this equation also may be used with a Single Layer System because the Pavement Material on the Top Layer chosen is “Soil”, which makes E1 equal to E2, G1 equal to G2, and H1 equal to zero which cancels out the second and third part of the equation. Thus, when there is no pavement layer the revised equation will provide a solution for soil cover only. Table IV provides the values for E1, E2, G1 & G2 that will be used in the program.
Note that the equation Sc includes pressure in the denominator so that bending stresses are reduced by increasing pressure.
Equation Sc, as well as equation St, have two constants which depend upon the bedding material upon which the pipe is placed. This bedding material is based on the crossing construction type. When the pipe is placed on a rigid bedding such as an Open Cut-Rock, little soil deformation occurs so that the load application area on the bottom is very small.
However, if the pipe is placed on soil, the support conforms to the pipe somewhat and the load is distributed over a larger area (See Figure 3). The latter case produces less pipe stress and is preferable. Spangler’s formulation includes both of these possibilities in order to provide a conservative estimate for the rigid bedding case without penalizing the soil bedding case. It does so by varying the constants Kb and Kz. Spangler’s recommended values for the constants are provided in Table V.
St is the total circumferential stress in the pipe wall due to pressure (hoop) stress and bending stresses resulting from circumferential flexure caused by external loads measured in PSI. The first term on the right-hand side of the equation is the formula for hoop stress due to internal pressure (Sh) and the second term is the formula for circumferential stress due to pipe wall deflection (Sc). Longitudinal Bending Stress (Sb) is when the overburden and vehicle load on buried pipelines will cause pipe settlement into the soil in the bottom of the trench. This settlement occurs because soil is not as stiff as the pipe and will deform easily as the pipe is “pushed” downward. Under uniform soil conditions and overburden loading, the pipe will settle evenly into the trench bottom along its entire length. Soil is not generally uniform, however, and regions of “softer” soil will occur adjacent to regions of stiff soil, so that the pipe will settle unevenly and hence bending will occur. A load that is applied on only one portion of a pipeline will cause the section of pipe under the load to settle more than the unloaded pipe, such that bending will also result. Longitudinal bending stress occurs in tension on the outside of the bend and in compression on the inside of the bend. Tensile stress is represented with a positive value for Sb; conversely, compressive stress takes a negative value for Sb. The longitudinal bending stress is calculated as follows:
A negative value will be used when calculating the total combined stress (S). This will result in a larger (more conservative) combined stress. Note: If longitudinal bending stress does occur, click onto the designated box next to “Longitudinal Bending Stress”. If the box is not marked, then the program will assume “0” for Sb.
Note that if longitudinal bending stress is not present then the S will equal St. The final calculation is % SMYS. This is calculated to determine if the current conditions exceed the Maximum Allowable Combined Stress determined by Transcontinental Gas Pipe Line Corporation.
S – Total Combined Stress by Von Mises(psi)
SMYS – Specified Minimum Yield Strength(psi)