General Requirements

PURPOSE: The purpose of this rule is to itemize the basic requirements and standards that apply to all permits. (1) The permit application must contain information required by the council and the chief engineer including, but not limited to, the following information: type of permit being applied for; name of owners; mailing address of owners; telephone number(s) of owners; name of dam; name of reservoir; coordinate location of the dam centerline at the maximum section; purpose or use of dam and reservoir; name, address and telephone number of the experienced professional engineer or agency engineer who has provided or will provide required technical assistance; and the downstream environment zone environmental class for the dam and reservoir. The owners must complete all applicable investigations required in 10 CSR 22-3.0202– 10 CSR 22-3.050 before filing a permit application. All permit applications must be filed with the chief engineer at the address listed in 10 CSR 22-3.010(4). (2) The owner must provide a determination of an environmental class for each dam and reservoir. The method, data and assumptions used by the owner to determine environmental class shall conform to practices reputable and in current use in the engineering, geologic and construction professions or the chief engineer may reject the owner’s classification. If an owner chooses not to have this done by an experienced professional engineer or an agency engineer, the chief engineer will assign the dam and reservoir to environmental class I or s/he may assign the dam and reservoir to another environmental class if s/he has justification to do so. (3) The anticipated consequences of a dam failure with respect to public safety, life and property damage are important considerations in establishing acceptable methods for specific investigations and sites. Methods used in exploration design, construction and maintenance must be in accordance with good engineering practices reputable and in current use in the engineering, geologic and construction professions. (4) When the owner is applying for a construction permit, the design factors of safety for slope stability for earth and rock conventional dams which are given in Table 1 shall be met. The required design factors of safety for concrete conventional dams are given in Table 2. The required design factors of safety for slope stability for industrial water retention dams are given in Table 3. Owners shall meet these requirements in the design of new dams prior to the issuance of the permit. Owners shall also meet these requirements when substantial changes are proposed to the height or slope of an existing conventional dam or structure prior to the issuance of the construction permit (see the following tables). (5) For new dams constructed wholly or partially of cohesionless materials (such as sands and silts) or having a foundation of cohesionless materials, earthquake loading may result in the build-up of pore water pressures and a loss of strength. Engineers shall take this pore pressure increase and loss of strength into account when performing their stability analysis, but the degree to which liquefaction may affect the factor of safety for slope stability shall be left up to the engineer’s best judgment. Bedrock accelerations and earthquake intensities are listed in Table 4. (6) New dams constructed wholly of cohesive materials (such as clays) and having a foundation of cohesive materials or rock, can be expected to withstand significant earthquake shaking if it can be shown that other required design factors of safety for slope stability are met. Therefore, only new dams located in Bollinger, Butler, Cape Girardeau, Dunklin, Mississippi, New Madrid, Pemiscot, Ripley, Scott, Stoddard and Wayne Counties must meet the requirements for slope stability during earthquake loading while dams located in other counties do not unless 10 CSR 223.030(5) applies to them. Bedrock accelerations and earthquake intensities are listed in Table 4. Table 1—Design Factors of Safety for Slope Stability Earth and Rock Conventional Dams Loading Condition Factor of Safety End of construction, full reservoir* 1.4 Steady seepage, full reservoir* 1.5 Steady seepage, maximum reservoir** 1.3 Sudden draw down, from full to empty reservoir (if applicable) 1.2 Earthquake***, steady seepage, full reservoir* 1.0 *Full reservoir means water level is at the water storage elevation. **Maximum reservoir means water level is at maximum water level attained during the spillway design flood or at the dam crest elevation, whichever is lower. ***Earthquake loading will vary according to dam location in relation to seismic source zones and downstream environmental zones. (See Table 4). Table 2—Design Factors of Safety Concrete Conventional Dams Failure Mode Loading Condition Factor of Safety Overturning full reservoir* 1.5 maximum reservoir** 1.3 Sliding full reservoir* 1.5 maximum reservoir** 1.3 Structural integrity full reservoir* 1.5 maximum reservoir** 1.3 Earthquake*** any mode full or maximum reservoir* & ** 1.0 *Full reservoir means water level is at the water storage elevation. **Maximum reservoir means water level is at maximum level attained during the spillway design flood. ***Earthquake loading will vary according to dam location in relation to seismic source zones and downstream environmental zones. (See Table 4). Table 3—Design Factors of Safety for Slope Stability Industrial Water Retention Dams Loading Condition Factor of Safety Starter dam, end of construction, full reservoir* 1.4 Any other stage of construction, full reservoir*, steady seepage 1.3 Any other stage of construction, maximum reservoir*, steady seepage 1.0 Completed dam, full reservoir*, steady seepage 1.5 Completed dam, maximum reservoir**, steady seepage 1.3 Earthquake***, steady seepage, full reservoir* 1.0 *Full reservoir means water level is at the water storage elevation. **Maximum reservoir means water level is at the maximum level attained during the spillway design flood or at the dam crest elevation, whichever is lower. ***Earthquake loading will vary according to dam location in relation to seismic source zones and downstream environmental zones. (See Table 4). (7) The required spillway design flood, which shall allow for flood storage in the reservoir, is to be derived by using the precipitation values given in Table 5 and shall apply to both new and existing dams. Table 4—Required Design Acceleration For Earthquake Design Environmental Class Dam Type Stage of Construction Special Descriptions I II III Conventional New dams less than 50 feet or Industrial Completed in height .75PMA* .5PMA* .25PMA* New dams greater than 50 feet in height** .75PMA* .5PMA* .4PMA* Industrial Starter dam New dams** .5PMA* .2PMA* .1PMA* After starter dam is finished and before final dam is completed New dams** .75PMA* .5PMA* .2PMA* Zone PMA* Intensity** A 0.31 g IX—X B 0.28 g IX C 0.26 g VIII—IX D 0.23 g VIII E 0.20 g VII—VIII F 0.17 g VII ZONE A ZONE B ZONE C ZONE D ZONE E ZONE E (cont.) ZONE F Dunklin Bollinger Carter Crawford Audrain Lewis Adair Mississippi Butler Howell Dent Barry Lincoln Andrew New Madrid Cape Girardeau Iron Douglas Barton Linn Atchison Pemiscot Ripley Madison Franklin Bates Livingston Buchanan Scott Oregon Jefferson Benton McDonald Clay Stoddard Perry Ozark Boone Macon Clinton Wayne Reynolds Phelps Caldwell Maries Davis St. Francois Pulaski Callaway Marion Dekalb Ste. Genevieve St. Louis Camden Miller Gentry Shannon St. Louis City Carroll Moniteau Grundy Taney Cass Monroe Harrison Texas Cedar Montgomery Holt Washington Chariton Morgan Mercer Wright Christian Newton Nodaway Clark Osage Platte Cole Pettis Putnam Cooper Pike Schuyler Dade Polk Sullivan Dallas Ralls Worth Gasconade Randolph Greene Ray Henry St. Charles Hickory St. Clair Howard Saline Jackson Scotland Jasper Shelby Johnson Stone Knox Vernon Laclede Warren Lafayette Webster Lawrence * PMA is Probable Maximum Acceleration of bedrock which is determined as a fraction of the acceleration of gravity (g = 32.2 fps2) for the six zones in Missouri (see 10 CSR 22-1.020(41)). ** See 10 CSR 22-2.020(3) for clarification. *** Modified Mercalli Intensity. Table 5—Spillway Design Flood Precipitation Values Environmental Class Dam Type Stage of Construction Special Descriptions I II III Conventional Completed Any existing dam** .75PMP* .5PMP* 100 Yr.**** or Industrial New dam less than 50 feet in height*** .75PMP* .5PMP* 100 Yr.**** New dam greater than 50 feet in height .75PMP* .5PMP* 100 Yr.**** Industrial Starter dam Any .5PMP* .2PMP* .1PMP* After starter dam is finished and before final dam is completed Any .75PMP* .5PMP* .2PMP* *PMP is Probable Maximum Precipitation. **Existing dam means a dam which was completed by August 13, 1981 or which was started prior to August 13, 1981 and completed by August 13, 1987. ***See 10 CSR 22-2.020(3) for clarification. ****100 Yr. is the 100 year frequency rainfall event. AUTHORITY: sections 236.400, 236.405, 236.415, 236.435, 236.440, and 236.465, RSMo 2016.* Original rule filed April 14, 1981, effective Aug. 13, 1981. Amended: Filed June 14, 1984, effective Jan. 1, 1985. Amended: Filed Aug. 15, 1988, effective Jan. 1, 1989. Amended: Filed May 15, 1990, effective Nov. 30, 1990. Amended: Filed June 27, 2018, effective Feb. 28, 2019. *Original authority: 236.400, RSMo 1979; 236.405, RSMo 1979, amended 1993, 1995; 236.415, RSMo 1979, amended 1995; 236.435, RSMo 1979; 236.440, RSMo 1979; and 236.465, RSMo 1979.