PURPOSE: The purpose of this rule is to itemize the basic requirements and standards that apply to all permits.

1. (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. (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. (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. 10 CSR 22-3
4. (4) When the owner is applying for a construction permit, the required 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. (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. (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 22- 3.030(5) applies to them. Bedrock accelerations and earthquake intensities are listed in Table 4. Table 1—Required Design Factors of Safety for Slope Stability Earth and Rock Conventional Dams

   Loading Condition End of construction, full reservoir* Steady seepage, full reservoir* Steady seepage, maximum reservoir** Sudden draw down, from full to empty reservoir (if applicable) Earthquake***, steady seepage, full reservoir*

   *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—Required Design Factors of Safety Concrete Conventional Dams

Failure Mode Overturning

Sliding

Structural integrity

Earthquake*** any mode

*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—Required Design Factors of Safety for Slope Stability Industrial Water Retention Dams

Loading Condition Starter dam, end of construction, full reservoir* Any other stage of construction, full reservoir*, steady seepage Any other stage of construction, maximum reservoir*, steady seepage Completed dam, full reservoir*, steady seepage Completed dam, maximum reservoir**, steady seepage Earthquake***, steady seepage, full reservoir*

*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).

1. (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. Loading Condition full reservoir* maximum reservoir** full reservoir* maximum reservoir** full reservoir* maximum reservoir** full or maximum reservoir* & ** Factor of Safety 1.4 1.5 1.3 1.2 1.0

Factor of Safety 1.5 1.3 1.5 1.3 1.5 1.3 1.0

Factor of Safety 1.4 1.3 1.0 1.5 1.3 1.0 Dam Type Conventional or Industrial

Industrial

ZONE A Dunklin Mississippi New Madrid Pemiscot

* 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.

MATT BLUNT Stage of Construction

Completed

Starter dam

dam is completed

Zone

ZONE B Bollinger Butler Cape Girardeau Ripley Scott Stoddard Wayne Table 4—Required Design Acceleration For Earthquake Design

A B C D E F

ZONE C Carter Howell Iron Madison Oregon Perry Reynolds St. Francois Ste. Genevieve Shannon

Special Descriptions New dams less than 50 feet in height New dams greater than 50 feet in height** New dams** After starter dam is finished and before final New dams**

PMA* 0.31 g 0.28 g 0.26 g 0.23 g 0.20 g 0.17 g

ZONE D Crawford Dent Douglas Franklin Jefferson Ozark Phelps Pulaski St. Louis St. Louis City Taney Texas Washington Wright .75PMA*

.75PMA* .5PMA*

.75PMA*

Intensity** IX—X IX VIII—IX VIII VII—VIII VII

ZONE E Audrain Barry Barton Bates Benton Boone Caldwell Callaway Camden Carroll Cass Cedar Chariton Christian Clark Cole Cooper Dade Dallas Gasconade Greene Henry Hickory Howard Jackson Jasper Johnson Knox Laclede Lafayette Lawrence 10 CSR 22-3

Environmental Class

I II

.5PMA*

.5PMA* .2PMA*

.5PMA*

ZONE E (cont.) Lewis Lincoln Linn Livingston McDonald Macon Maries Marion Miller Moniteau Monroe Montgomery Morgan Newton Osage Pettis Pike Polk Ralls Randolph Ray St. Charles St. Clair Saline Scotland Shelby Stone Vernon Warren Webster III

.25PMA*

.4PMA* .1PMA*

.2PMA*

ZONE F Adair Andrew Atchison Buchanan Clay Clinton Davis Dekalb Gentry Grundy Harrison Holt Mercer Nodaway Platte Putnam Schuyler Sullivan Worth Dam Type Conventional or Industrial

Industrial

*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. Table 5—Required Spillway Design Flood Precipitation Values

Stage of Construction Completed

New dam less than 50 feet in height*** New dam greater than 50 feet in height Starter dam After starter dam is finished and before final dam is completed Special Descriptions Any existing dam**

Any

Any Environmental Class I .75PMP*

.75PMP*

.75PMP* .5PMP*

.75PMP* II III .5PMP* 100 Yr.****

.5PMP* 100 Yr.****

.5PMP* 100 Yr.***** .2PMP* .1PMP*

.5PMP* .2PMP* AUTHORITY: sections 236.400, 236.405, 236.415, 236.435, 236.440 and 236.465, RSMo 1986.* 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. *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.