Missouri Code of State Regulations › Title 10 - DEPARTMENT OF NATURAL RESOURCES › Division 22 - Dam and Reservoir Safety Council › Chapter 3 - Permit Requirements › Section 10 CSR 22-3.020 - General Requirements

Current through Register Vol. 49, No. 14, July 15, 2024
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.
*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.