Statutes, codes, and regulations
Missouri Administrative Code
Title 10 - DEPARTMENT OF NATURAL RESOURCESDivision 22 - Dam and Reservoir Safety Council
Chapter 3 - Permit Requirements
Section 10 CSR 22-3.020 - General Requirements

Mo. Code Regs. tit. 10 § 22-3.020

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Current through Register Vol. 49, No. 23, December 2, 2024
Section 10 CSR 22-3.020 - General Requirements

PURPOSE: To reduce redundant restrictive language.

(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 223.0202-10 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 cohesion-less 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 22-3.030(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

Dam Type

Stage of Construction

Special Descriptions

I

Environmental Class 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 or Industrial

Completed

Any existing dam**

.75PMP*

.5PMP*

100 Yr.****

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.

10 CSR 22-3.020

AUTHORITY: sections 236.400, 236.405, 236.415, 236.435, 236.440 and 236.465, RSMo 1986.* Original rule filed April 14, 1981, effective 8/13/1981. Amended: Filed June 14, 1984, effective 1/1/1985. Amended: Filed Aug. 15, 1988, effective 1/1/1989. Amended: Filed May 15, 1990, effective 11/30/1990.
Amended by Missouri Register January 15, 2019/Volume 44, Number 2, effective 2/28/2019

*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.