Indiana Administrative Code › Title 329 - SOLID WASTE MANAGEMENT DIVISION › Article 10 - SOLID WASTE LAND DISPOSAL FACILITIES › Rule 15 - Municipal Solid Waste Landfills; Plans and Documentation to be Submitted with Permit Application › Section 15-8 - Calculations and analyses pertaining to landfill design

Current through July 10, 2024
Authority: IC 13-14-8-7; IC 13-15; IC 13-19-3
Affected: IC 13-20; IC 36-9-30
Sec. 8.
(a) The
				applicant shall provide calculations and analyses pertaining to the design of
				the proposed MSWLF unit, if applicable, and if necessary as determined by the
				commissioner, to indicate that the proposed design complies with the design
				requirements of 329 IAC 10-17. Any required calculations must be accompanied by
				a discussion of methods, assumptions, and the references used. Calculations
				that may be required include the following:
(1) A transmissivity, in plane hydraulic
				conductivity, calculation or an assessment based on the maximum compressive
				load placed above the geosynthetic, using a minimum safety factor of ten (10),
				when a geosynthetic material is used for the drainage layer. In addition, the
				long term creep impact on the transmissivity of the geosynthetic must be
				evaluated using a minimum safety factor of five (5).
(2) A permitivity, cross-plane hydraulic
				conductivity, calculation using a minimum factor of safety of fifty (50), when
				a geosynthetic material is used for the drainage layer.
(3) A filter-retention calculation or
				assessment when a geosynthetic material is used for the drainage
				layer.
(4) A tensile stresses
				calculation to evaluate stresses generated during the construction and
				operation of the interior of the side slope of the proposed MSWLF unit. A
				minimum safety factor of five (5) on yield is required.
(5) A filter-clogging calculation to evaluate
				the influence of retained soil particles on the permitivity of a geotextile or
				geonet. Also, a gradient ratio test or a hydraulic conductivity ratio test, as
				appropriate, must be performed in accordance with test standards specified in
				329
				IAC 10-17-17.
(6) A localized subsidence calculation, if
				applicable, to evaluate the strains induced in the geomembrane used for the
				liner system and for final cover.
(7) A stability of final cover calculation to
				evaluate the likelihood and extent to which final cover components may slide
				with respect to each other. A minimum safety factor as outlined in Table 1 of
				this section is required.
(8) A
				geosynthetic anchor or pull-out anchorage calculation or assessment to evaluate
				the anchoring capacity and stresses in a geomembrane. A minimum safety factor
				of one and two-tenths (1.2) is required. An anchor must provide sufficient
				restraint to hold a geosynthetic liner in place, but should not be so rigid or
				strong that the geosynthetic liner will tear before the anchor
				yields.
(9) A settlement potential
				calculation to estimate the total and differential settlement of the foundation
				soil due to stresses imposed by the liner system, in-place waste, daily cover,
				intermediate cover, equipment usage, and final cover.
(10) A bearing capacity and stability
				calculation to estimate the load bearing capacity and slope stability of the
				foundation soil during construction. A minimum safety factor of two (2.0) is
				required for a static condition.
(11) The uplift pressure or hydrostatic pore
				water pressure must be evaluated based on site-specific conditions.
(12) A waste settlement analysis to assess
				the potential for the final cover system to stretch due to total and
				differential settlement of the solid waste. If there is a lack of documented
				settlement of the solid waste, a value of approximately seven percent (7%) to
				fifteen percent (15%) of the solid waste height may be used for this
				calculation.
(13) A wind uplift
				force calculation or an assessment to provide an indication that wind uplift
				will not damage the geomembrane during installation.
(14) A wheel loading calculation to indicate
				that the amount of wheel loading of construction equipment will not damage the
				liner system.
(15) A puncture of
				geomembrane calculation to indicate that the amount of down drag force induced
				by the leachate collection sumps and manhole with vertical standpipe settlement
				will not cause failure of the underlying liner system. A minimum safety factor
				of two (2.0) on tensile strength at yield is required.
(16) An erosion calculation to indicate that
				the erosion rate will not exceed five (5) tons per acre per year, as is
				required under
				329
				IAC 10-22-7(c)(3).
(17) Pipe calculations to assess the leachate
				collection piping for deflection, buckling, and crushing.
(18) If applicable, or if required under
				329 IAC
				10-16-5(b), an analysis of the effect
				of seismic activity on the structural components of the landfill.
(19) A peak flow calculation to identify
				surface water flow expected from a twenty-five (25) year storm.
(20) A calculation to identify the total
				run-off volume expected to result from a twenty-five (25) year, twenty-four
				(24) hour precipitation event.
(21)
				A chemical resistance evaluation to demonstrate that the leachate collection
				and removal system components are chemically resistant to the waste and the
				leachate expected to be generated.
(22) A clogging evaluation to demonstrate
				that the system as designed will be resistant to clogging throughout the active
				life and post-closure period of the MSWLF.
(23) A slope stability analysis that follows
				the requirements outlined in Table 1 of this subdivision. Any geosynthetic
				materials installed on landfill slopes must be designed to withstand the
				calculated tensile forces acting upon the geosynthetic materials. The design
				must consider the minimum friction angle of the geosynthetic with regard to any
				soil-geosynthetic or geosynthetic-geosynthetic interface.
TABLE 1
Minimum Values of Safety Factors for Slope
						  Stability Analyses for Liner and Final Cover Systems
Uncertainty of Strength Measurements
Consequences of Slope Failure
Small1
Large2
No imminent danger to human life or major environmental
						  impact if slope fails
1.25 (1.2)*
1.5 (1.3)*
Imminent danger to human life or major environmental
						  impact if slope fails slope fails
1.5 (1.3)*
2.0 or greater (1.7 or greater)*
1 The
				uncertainty of the strength measurements is smallest when the soil conditions
				are uniform and high quality strength test data provide a consistent, complete,
				and logical picture of the strength characteristics.
2 The uncertainty of the strength
				measurements is greatest when the soil conditions are complex and when the
				available strength data do not provide a consistent, complete, and logical
				picture of strength characteristics.
*Numbers without parentheses apply to static conditions and
				  those within parentheses apply to seismic conditions.
(24) Any additional calculation
				determined by the commissioner to be necessary to ascertain whether the
				proposed design complies with the requirements of this article.