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Home My WebLink About148 06-05-1961ORDINANCE NO. 148 STORM WATER DESIGN STANDARDS See copy in blue binder filed in the vault. ADOPTED BY ORDINANCE # 148 June 5, 1961 S T O R M W A T E R D E S I G N S T A N D A R D S O F T H E C I T Y O F E U L E S S, T E X A S STORM WATER DESIGN STANDARDS OF THE CITY OF EULESS, TEXAS 1. The design flow of storm drainage water is to be calculated using the Rational Method. The design flow shall be based on five year frequency except for bridges, culverts, underpasses, and open ditches. For these, the storm drainage design flow shall be 25 year frequency. The intensity and duration of the rainfall shall be taken from Chart No. 1, attached, for the various frequencies. The coefficient of runoff to be used in the calculations shall be as follows: Business areas 0.80 Industrial areas 0.75 Residential areas 0.50 Park areas 0.30 The coefficient of runoff for undeveloped land shall be the appropriate co- efficient for the ultimate land development, as shown on the Future Land Use Map of the latest City of Euless Master Plan. The time of concentration shall include the mutter time, for which 10 minutes time is to be used for all but business areas, and 5 minutes is to be used in business areas. The inlet time is composed of mutter time plus the time in the Butter required to reach the inlet. In calculating gutter time, the following are to be assumed to be Butter velocities: % Slope of Gutter 0,4% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 8.0% 10.0% Assumed Velocity - Ft. / Sec. 1.4 2.2 3.1 3.8 4.3 4.9 5.3 6.1 6.9 2. Curb heighth on all streets to be not more than 8 ", and at least equal to the depth of water at design flow, 3. Maximum depth of water to be allowed in streets at design flow is 2" below top of crown, but not more than 8 ", as determined from street width and slope on charts attached, 4. Water in excess of what gutters can carry with maximum depth 2" below top of crown to be handled in open ditches not in street right -of -way or in storm sewers. Capacity of storm sewers and ditches to be calculated by Kutter's or Manning's formulae or other approved methods. In cases where 48" or smaller pipe will be adequate for the design flows, pipe shall be used. If a 48" pipe is not adequate, the developer may use pipe or a lined open drainage channel. 1. 5. Sufficient and adequate catch basins to be installed to allow entry of required quantity of water into storm sewers. Catch basin inlet openings shall be 7 inches high and there shall be one linear foot of catch basin inlet opening for each cubic foot per second of water to be discharged into the catch basin, 6. Street grades shall be such that excessive sand deposition from too low a water velocity or pavement scouring from too high a velocity is to be avoided as far as practical. Street grades are normally to be not less than 6 nor more than 70 feet fall per thousand linear feet and shall never be less than 4 nor more than 100 feet fail per thousand linear feet, When streets slope is less than 6 feet per thousand, storm sewers shall be provided and all water is to be diverted from the streets into storm sewers, regardless of the quantity. Use of asphalt pavement will not be allowed when the water velocity exceeds 8 feet per second at design flow, 7. Valley gutters shall be provided to carry the water flow across all inter- sections, 'Where the flow exceeds 5 CFS or will result in a linear velocity of 5 feet per second or more, concrete valley gutters shall be constructed. Concrete valley gutters shall be 6 inches thich and 8 feet wide, with rein- forcing of #3 steel bars placed 16 inches on center each way. Asphaltic concrete valley gutters shall be constructed 6 inches thick and 8 feet wide, with the thickness tapering from the proposed street surface thickness to the required 6 inch thickness. The full thickness of 6 inches shall be attained within 2 feet inward of the outer edge of the valley gutter, thus assuring the center 4 feet of the valley Putter to have a thickness of 6 inches. P. Where water is dumped from a street directly into an open watercourse, it shall be dumped through an approved type of catch basin, or through a retard lined with concrete. 9. Where a flow of water is directed towards a curb and is required to turn in direction, the heighth of the curb a^ainst which the water is directed shall be not less than the depth of water flow plus the velocity head of the water plus two inches. 10, All open ditches in all subdivisions that are used to carry surface run- off shall be lined across the entire areas of each subdivision being developed, except those major streams to be lined by the City of Euless, and so designated on the City of Euless storm drainage master plan. Lining of drainage ditch floor$ is to be done with 6" thick or thicker concrete. Walls are to be 4" concrete walls sloped not steeper than 1 foot vertically to 2 feet horizontally. All concrete slabs are to be reinforced with a minimum of 10" x 10" x 10 gage x 10 gage wire mesh, and provided with proper weep holes or other pressure relief measures. All open channels shall have a minimum bottom width of 4 feet, and a depth of not less than 7 feet, The heighth of the lining shall be adequate for the calcu- lated depth at design flow. Side slopes of the channel above the lining shall be not steeper than 1 foot vertical rise to 2 feet horizontal distance. 2. 11. In new subdivisions the developer shall provide all the necessary ease- ment and right -of -way required for drainage structures, including storm sewers and open lined channels. Easement width for storm sewer pipe shall be not less than 10 feet, and easement width for open channels shall be at least 20 feet wider than the top of the channel, 15 feet of which shall be on one side to serve as access way for maintenance purposes. 12. Bridges are to be constructed at all street crossines over the major streams in the City of Euless and shall have the proper dimensions to fit the proposed channel sections eiven in the drainage section of the City of Euless Plaster City Plan. 3. CHART N0.1 U.S. DEPARTMENT OF COMMERCE WEATHER BUREAU COOPERATIVE STUDIES SECTION 20.0 15.0 10.0 6.0 6.0 E)S�7 rc 0 O T 2 2.0 W d N W Z = 1.0 0.6 z r 0.6 1- N W 0.4 z Z J z 0.2 rc i ■ ■ RAINFALL INTENSITY- DURATION- FREQUENCY CURVES FORT WORTH, TEXAS 1903 -1948 — FREQUENCY ANALYSIS BYMETHOOOF EXTREME VALUES, AFTER BUMBEL Ll .02 5 10 15 20 30 40 5060 2 3 4 5 6 6 10 12 19 24 MINUTES DURATION HOURS S T R E E T F L O W C H A R T S L E V E L S T R E E T S O- 3" Depth O -4" Depfh V- 3 "Depth V- 5"OePI4h V- 7 OPPfh V- 6" DeAf! V- 9" DeP 4 t! OW OF W,TEF IN STREETS _ 30 ' ROADWAY. 7 ' CROWN 0 SPLIT WISENe KE4. Fi %,S ASSO-,A-- , N ,h .. 9'. Q & V - 3 "Depfh Q - 4" Depfh V- 8" Depf FLOW OF WATER !N STREETS Y- 5' Depfh / AQ' ROADWAY, 8 -GROWN V- 7" bep eh O SPI I a. .o _ . V- 9 "Depfh S J V' -,L ITS CF l ,t pe, 5 -j Q- 3 " Depth �G7 4" Depth 9 O J O C O O O n G O O O V - 6 " Dept{. P OW OF WATER IN STREETS 36' Y, ROADWA 6 'CROWN V - 5 " Depr osRLIT V -9" Depf6 V - 10" Depth W.SENBAKER. 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