Source: http://www.ecode360.com/28556572
Timestamp: 2017-09-23 12:46:26
Document Index: 15542150

Matched Legal Cases: ['§ 530', '§ 530', '§ 530', '§ 530', '§530', '§530', '§530', '§530']

City of Marshfield, MO Storm Water Drainage and Detention
§ 530.010 General.
§ 530.020 Storm Water Collection Design.
§ 530.030 Storm Water Detention Plans.
§ 530.040 Storm Water Detention Buyout.
Chapter 530: Storm Water Drainage and Detention
Chapter 530 : Storm Water Drainage and Detention
Section 530.010 General.
Section 530.020 Storm Water Collection Design.
Section 530.030 Storm Water Detention Plans.
Section 530.040 Storm Water Detention Buyout.
[R.O. 2014 §530.010; Ord. No. 1029, 8-28-2003]
Storm water runoff and the velocity of discharge are considerably increased through development and growth of the City.
Prior to the development of the land, surface conditions provide a higher percentage of permeability and longer time of concentration. With the construction of buildings, parking lots, etc., permeability and the time of concentration are significantly decreased, resulting in an increase in both the rate and volume of runoff.
[R.O. 2014 §530.020; Ord. No. 1029, 8-28-2003]
Generally. Systems shall be designed to protect against flooding of property of all classes and maintain the required level of service for public facilities. Storm sewer systems shall be designed as a coordinated unit and may include any or all of the following elements:
Enclosed storm sewers and appurtenances.
Swales on property lines and/or back lot lines.
Streets And Enclosed Storm Sewers. Enclosed storm sewers shall be used to collect and convey drainage on, across and through public street rights-of-way. Outfall drains shall extend at least sixty (60) feet to the rear of the front building line or twenty (20) feet past the back line of the structure, whichever is greater.
Open Channels. Open channels are acceptable only to carry storm water runoff from tributary areas exceeding one hundred (100) acres or from smaller tributary areas otherwise requiring an enclosed storm sewer pipe forty-eight (48) inches in diameter or larger, except enclosed drainage structures shall be provided where open channels cross public right-of-way.
Side Ditches. Side ditches are generally not acceptable and may be used to convey drainage along public right-of-way only in rural areas when designated by the City. Culverts and appurtenant drainage facilities shall be designed to permit their incorporation into a future enclosed storm sewer system when possible. Side and rear property line ditches shall be by City approval only and shall be designed in accordance with Subsection (H).
Ultimate Development. Compute the estimated ultimate density and impervious surfaces of the area. Information may be obtained from the City Engineer's office of the Planning and Zoning Department.
Intensity. I is intensity of rainfall in inches per hour and shall be determined for the yearly frequency specified in Subsection (G) and as specified from the intensity duration curves attached to this criteria:
Ten (10) year (return period). Residential areas.
Twenty-five (25) year (return period). Commercial property, arterial street culverts and open channel slopes.
Fifty (50) year (return period). Critical areas, flood plains in commercial areas and natural flood plains in residential area.
Street And Pipe Design Criteria.
Velocity. Discharge velocity shall be controlled to prevent both erosion and siltation at and immediately downstream from the point of discharge. Energy dissipating structures shall be used if required.
Inlets. When calculations indicate that curb capacities are exceeded at a point, no further allowance shall be made for flow beyond that point and basins shall be used to intercept flow at that point. All flow shall be picked up by an inlet, except as noted in Subsection (F)(8) — Inlets. Paved gutters may be used to intercept flow and drained to an approved outfall on approval of the engineer.
Maximum depth. Drainage water must not exceed the depth of curb at any intersection.
The coefficients of friction allowed for the various kinds of pipe are as follows:
N=0.023
Corrugated Metal with Paved Invert
N=0.021
Smooth Flow Corrugated Metal
Manning Formula. Pipe sizes in integrated underground systems will normally be determined in accordance with the Manning Formula, V=1.5/N r ⅔ s ½.
Minimum pipe size. The minimum size storm sewer shall be one (1) inch in diameter except under roadways where fifteen (15) inches shall be a minimum.
Velocity. All storm drainage systems shall be designed so as to maintain a minimum velocity of flow of three (3) feet per second and a maximum velocity of fifteen (15) feet per second when flowing full.
Location. Storm drainage lines shall generally be located in the parkway area and shall be placed as shown on the approved submitted plans.
Depth. All storm drainage lines shall have a minimum cover of eighteen (18) inches where practical. Cover may be decreased to avoid conflicts or on short laters. Special bedding or protection shall be required where cover is decreased below eighteen (18) inches.
Location. Provide inlets to maintain a reasonable level of vehicular and pedestrian traffic service.
General. Contain all flow within street curbs during the following design storms.
Arterial streets. Limit gutter flow width to prevent encroachment on the center twenty-four (24) feet of street during runoff occurring at sixty-three percent (63%) of peak design rates of 10-year storms or fifty-five percent (55%) of peak design rates of 25-year storms.
General. Open channels shall be sized to carry design rates of flow without significant damage or erosion to the channel. Channels shall be fenced, sloped or otherwise protected to prevent injury to the public.
Connections. Pipe culverts, box culverts and other structures entering channels shall not project into the normal waterway area.
Velocity. Channel design shall include lining or treatment of the invert and sides as required to minimize erosion in accordance with the following table:
3 F.P.S. and less
3 — 8 F.P.S
8 — 15 F.P.S.
Riprap or Concrete
Overt 15 F.P.S.
Lining materials having equivalent erosion control properties to those shown in the foregoing table may be used in lieu thereof.
Capacity. Open channels shall be sized to carry design flow rates with one (1) foot of freeboard.
Sections. Channel sections shall be compatible with the type of lining and maintenance practice to be used. Side slopes shall not be steeper than two (2) horizontal to one (1) vertical. Channels lined with sod, grass or other vegetative ground cover and having slopes steeper than three (3) horizontal to one (1) vertical are not readily susceptible to mowing. Friction factors used in design shall consider type of lining.
Natural channels. Natural channels of adequate capacity and having stable banks and invert may be used without modification.
Side Ditches. Side and rear property line ditches in residential developments may be used only as follows:
For grass lined ditches:
Maximum velocity — Three (3) feet per second
Maximum volume — Three (3) cubic feet per second
Maximum water depth — Six (6) inches
Enclosed storm sewer requirements may be waived by the City on request.
For ditches with a concrete lined invert:
Maximum velocity — Five (5) FPS
Maximum water depth — One (1) foot
For ditches which are totally concrete lined:
Maximum velocity — Twelve (12) feet per second
Plan. The plan view of all storm sewer details shall indicate the proper location of the storm sewer, appurtenances, size of line, capacity and other details relating to the storm drainage system. The plan shall show sufficient detail to include exact locations, proper ties into existing permanent reference points, property angles and distances from other utilities to be placed or presently in the street right-of-way. Easements shall be a minimum of fourteen (14) feet for enclosed structures and twenty (20) feet for open paved channels where they cross private property or as designated by the City Engineer.
Profile. The profile of all storm sewers shall show the necessary slope, existing and proposed street grades, locations of angles and appurtenances, and proper elevations for existing outfall ditches. The profile shall indicate the size of line and the capacity of each line as determined by the design engineer. The total area draining to each basin and the Q that will be required to be dissipated at that point shall also be indicated on either plan or profile.
[R.O. 2014 §530.030; Ord. No. 1029, 8-28-2003]
When required by the City, a complete set of storm water detention plans and calculations shall be provided for new developments which increase storm water runoff, quantity or velocity.
Method of evaluation. Differential runoff evaluation consists of the determination of the rates of runoff before and after development, determination of required volume of detention and verification of adequacy of discharge and control structures. The 50-year (frequency) runoff coefficients shall be used. Differential runoff rates shall be evaluated by equation:
(Cd x I) —
(Cu x I)
50 Where:
Intensity of 50-year storm
Park, golf courses, farms, and one (1) acre single-family residences
Single-family residences on lots of not less than fifteen thousand (15,000) square feet
Single-family residences on lots of not less than ten thousand (10,000) square feet
Single-family residences on lots of not less than seven thousand five hundred (7,500) square feet
Single-family residences on lots of not less than six thousand (6,000) square feet
Graves surfaces
Use the Chart included as Page A-7 to find time of concentration (t) then use Chart included as Page A-6 to determine intensity (I). A five (5) minute time of concentration is the minimum permitted.
Volume of detention.
V=R x A X tc (min.) x 60 (sec./min.)
V=Total volume of detention (cu. ft.)
R=Differential Runoff Rate
A=Area of project in acres
tc=Time of concentration as determined for use with differential runoff rates
NOTE — Sites larger than twenty (20) acres may use alternate formulas upon approval of the City Engineer. Detention for any revised, upgraded or changed site shall be designed assuming the site was undeveloped.
Method of detention. The following conditions and limitations shall be observed in the selection and use of method of detention.
No detention or ponding will be permitted within public road rights-of-way without specific written approval of the City Engineer and State authority, if applicable.
Dry reservoirs. Wet weather ponds or dry reservoirs shall be designed with proper safety, stability and ease of maintenance feature and should completely drain soon after the end of the storm.
Normally permitted open channels may be used as detention. No ponding will be permitted within public rights-of-way without specific written approval of the City Engineer. Maximum depth of detention in open channels shall be four (4) feet. Minimum flow line grade shall be one-half percent (0.5%).
Permanent lakes with fluctuating volume controls may be used as detention areas.
Special consideration is suggested to safety and limiting accessibility of small children in design of permanent lakes in residential area.
Detention will not be permitted in primary parking lots. A primary parking lot will be considered to be the most accessible eighty percent (80%) of total parking for a facility.
In non-primary parking lots, detention will be permitted to a maximum depth of twelve (12) inches and designed to self drain soon after the storm.
Other methods. Other methods of detention such as seepage pits, french drains, etc., will not be approved.
Verification of adequacy.
Volume of detention for the total project,
Tributary (Q) peak runoff to basin,
Sizing of detention dikes,
Runoff calculations shall be submitted in legible tabulated form. Proof of adequacy of the volume of detention and sizing computation for low-flow structure shall also be submitted. Features of stability and safety will also need to be documented if the scope of the project requires special attention in the area of design.
Spot elevations shall be included in sufficient detail on the site plan so that the final direction of water flow can be determined, and so that the volume of detention can be ascertained.
The design-discharge (Q) for the low-flow outlet shall not exceed the existing runoff for the 1-year storm. The maximum discharge shall be designed to take place under total anticipated design-head conditions.
The overflow opening or spillway shall be designed so that the combination flow of the low-flow outlet and flow over the spillway will not exceed the total peak runoff for the improved area. The total peak runoff is to be determined from a 50-year frequency rain.
The overflow spillway shall exit into a natural or improved drainageway. If the drainageway does not provide for public access, then topographic detail along with a profile of the centerline of the drainageway shall be provided from the overflow spillway to the point of public access. This detail shall show all topography within ten (10) feet of the centerline of the drainageway, centerline profile, typical cross section, and capacity of the drainageway.
Easement. Two (2) types of easements shall be provided for storm water detention.
Access easement. All detention reservoirs with the exception of parking lot and roof detention shall be enclosed by an access easement. The limits of the easement shall extend ten (10) feet beyond the maximum anticipated ponding area. The limits and designation of detention facilities shall be shown on the project plans of final plat.
The responsibility of maintenance of the detention facilities in commercial and industrial development projects shall remain with the general contractor until final inspection of the development is performed and approved and a legal occupancy permit is issued. After legal occupancy of the project, the maintenance of detention facilities shall be vested with the owner of the project or property.
The responsibility of maintenance of the detention facilities for multi-family development projects where the detention facilities are located on the site of the multi-family units shall remain with the general contractor until final inspection of the development is performed and approved and a legal occupancy permit is issued. After legal occupancy of the project, the maintenance of detention facilities shall be vested with the owner of the project or property.
The responsibility of maintenance of the detention facilities for multi-family development projects and single-family development projects where the detention facility is located on private property within a subdivision shall be maintained by the developer of the subdivision, the trustees, or property owner of the subdivision, whichever is applicable.
If the trustees or owner fail to provide a reasonable degree of maintenance and the facilities become inoperative or ineffective, and after written notice that the facilities have become inoperative or ineffective from the City Engineer and the trustees or owner fail to take action to remedy the situation within the time stated in the notice, Marshfield public works crews may perform remedial work and assess the trustees or owner for the cost of repair and maintenance.
Off-site detention concepts. Storm water detention facilities designed and constructed off-site outside the limits of the proposed development will be considered for approval. This approval is contingent upon documentation being furnished to verify that drainage easements have been obtained for the channel area from the proposed development to the detention facility and including the detention area. The drainage easements must clearly set out provisions for maintenance.
[R.O. 2014 §530.040; Ord. No. 1029, 8-28-2003]
At the discretion of the City, payment for increased storm water runoff may be required in lieu of on-site detention facilities required in Section 530.030.
Criteria used to consider buyout will be as follows:
Development size and location.
Direction of storm water runoff and affects on neighboring properties.
Suitability of the site for detention facilities.
Plans for regional storm water facilities in the watershed.
Payment shall be on the basis of the square footage of constructed impervious (non-absorbent) surfaces such as buildings, parking lots and driveways but shall not include any improvement built on a public right-of-way. No credit will be given for existing development except as previously paid for under this specification.
Payment shall be made at the rate of ten cents ($0.10) per square foot of impervious surface constructed. Payment for gravel and rocked surfaces shall be made at the rate of five cents ($0.05) per square foot.