HomeMy WebLinkAboutOrdinances (O-05-1558)-12/13/2005
ORDINANCE 0-05-1558
N ORDINANCE OF THE CITY OF COLLEYVILLE, TEXAS, AMENDING CHAPTER
4, ENGINEERING STANDARDS, OF THE LAND DEVELOPMENT CODE,
EGARDING DETENTION/RETENTION POND REGULATIONS; PROVIDING A
AVINGS CLAUSE; PROVIDING A SEVERABILITY CLAUSE; PROVIDING A
ENAL TY CLAUSE; AND AUTHORIZING PUBLICATION.
the City Council of the City of Colleyville approved Ordinance 0-00-1214
on April 18, 2000, adopting the Land Development Code; and
HEREAS, the City of Colleyville deems it necessary, for the purpose of promoting the
health, safety, morals, or general welfare of the City to amend certain
portions of the Land Development Code regarding detention/retention
pond regulations; and
WHEREAS, notice of a public hearing before the City Council was published in a
newspaper of general circulation in Colleyville at least 15 days before
such hearing; and
NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF
COLLEYVILLE, TEXAS:
Sec. 1.
Sec. 2.
Sec. 3.
Sec. 4.
Sec. 5.
Sec. 6.
THAT Chapter 14 - Engineering Standards, Section 14-170, of the Land
Development Code, is hereby amended in its entirety to read as shown in
the attached as Exhibit "A",
THAT Ordinance 0-00-1214, the Land Development Code of the City of
Colleyville, as amended, shall remain in effect, except where amended by
this ordinance.
THAT any person, firm or corporation violating any of the provisions or
terms of this ordinance shall be subject to the same penalty as provided
for in the Comprehensive Zoning Ordinance of the City of Colleyville, and
upon conviction shall be punishable by a fine not to exceed the sum of
Two Thousand Dollars ($2,000.00) for each offense.
THAT any section, paragraph, subdivision, clause, phrase or provision of
this ordinance shall be judged invalid or unconstitutional, the same shall
not affect the validity of this ordinance as a whole or any portion thereof
other than that portion so decided to be invalid or unconstitutional.
THAT addition to and accumulative of all other penalties, the City shall
have the right to seek injunctive relief for any and all violations of this
ordinance.
THAT this ordinance shall take effect immediately from and after its
passage.
Ordinance 0-05-1558
Page 2 of 2
Sec. 7 . THAT the City Secretary is hereby authorized and directed to cause
publication of the descriptive caption and penalty clause hereof as an
alternate method of publication provided by law.
AND IT IS SO ORDERED.
and public hearing being conducted on the ~ ~ day of
2005.
public hearing being conducted on the L'c.1>zf day of
CITY OF COLLEYVILLE
4)cuJ~L
David Kelly 0-
Mayor
APPROVED AS TO FORM AND LEGALITY:
~ m. ~~
Matthew C. G. Boyle
City Attorney
Exhibit "A"
S~ction UJ-170 Drainage and Storm Sewer Improvements
A. General - This section pertains to general design requirements for drainage and storm sewer construction in the City of
Colleyville. All drainage facilities shall be sized and designed in accordance with the City of Colleyville Drainage Master
Plan or as determined by the Director of Public Works.
B. Runoff Calculations - The selection of which method to use for calculating runoff depends upon the size of the
contributing drainage area at the most downstream point of the project. The "Rational Method" is acceptable for
designing projects in which the drainage area is less than one-hundred (100) acres. A unit hydrograph method is
required for projects with larger drainage areas.
1. No matter which method is used to calculate runoff, a developer or builder of residential property greater than one
(1) acre in size, or any property that was platted as a part of an overall tract which was greater than one (1) acre in
size (including churches and schools), shall develop the property so that the rate of runoff created by the
development as it leaves the property does not exceed the rate of runoff that is currently occurring in the existing
conditions. A developer or builder of commercial property greater than one-half (1/2) acre must follow the above
guidelines.
2. Runoff computations shall be based upon fully developed watershed conditions in accordance with the land use
projections in the latest comprehensive land use plan for the City of Colleyville. The design engineer shall size
drainage facilities by disregarding the detention effects of upstream property and calculating the runoff as if the off-
site property was developed without any detention. If an approved regional detention/retention facility is in
operation, the design engineer may size downstream drainage facilities based on consideration of the detention
effects of the regional facility.
C. Drainaqe Areas Less Than one-hundred acres
1. Computation of Storm water Runoff for drainage areas less than one-hundred (100) acres shall be by the "Rational
Method," which is based on the principle that the maximum rate of runoff from a given drainage area for an assumed
rainfall intensity occurs when all parts of the area are contributing to the flow at the point of discharge.
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2. Time of concentration is the longest time, without interruption of flow by detention devices that a drop of water takes
to flow from the farthest point of the drainage area to the point of concentration (i.e. the point of design). The time of
concentration is composed of the inlet time and the flow time in a conduit or channel to the point of design.
The inlet time shall be 10 minutes for property zoned multiple family, churches, schools, local business, central
business, commercial, or industrial.
An inlet time of 15 minutes shall be used for property zoned for parks, cemeteries, agricultural, and single family
residential.
When designing inlets and laterals, the time of concentration is equal to the inlet time. The design engineer will
compare the above specified inlet times to the actual calculated inlet time by computing the flow time overland and
along the gutter to the first inlet. Manning's Equation shall be used to determine flow time to the inlet. The design
engineer may use the actual calculated or specified inlet time. In no case shall a longer inlet time be used than 10
minutes for multiple family, commercial, churches, schools, industrial and business areas and 15 minutes for parks,
cemeteries, agricultural, and single-family areas.
D. Drainaqe Areas of one-hundred (100) acres or More
1. For drainage areas of one-hundred (100) acres or more where the use of the "Rational Method" does not provide
reliable results, the use of a unit hydrograph method shall be made. The use of a unit hydrograph calculation will be
based upon standard and accepted engineering principles subject to the approval of the Director of Public Works.
Acceptable methods include the Soil Conservation Service (SCS) Technical Release Number 55 or the Corps of
Engineers HEC-1 models for drainage areas one-hundred (100) acres or more.
2. The unit hydrograph method shall be based upon fully developed watershed conditions assuming no effects from the
small on-site detention facilities for maintaining the rate of runoff as if the property was undeveloped. The detention
effects of large regional detention facilities can be taken into account in unit hydrograph methods.
3. Circumstances that may require the use of a unit hydrograph method include sizing open channels, reclaiming
floodplains, creating lakes, or building other types of drainage-related facilities on major drainage courses. Design
engineers of these types of facilities should be aware that the requirement of designing for fully developed
watershed conditions will mean that they will have to calculate these fully developed flows instead of using the flows
calculated in the Federal Emergency Management Agency's (FEMA) flood insurance studies for Colleyville or Tarrant
County or from studies performed for or approved by the City of Colleyville.
E. Desiqn Storm Frequencies - All developments submitted must provide data for the following design storm frequencies:
2- Year / 5- Year /10- Year / 25- Year / 50-Year /100- Year.
1. Drainage facilities shall be designed in accordance with the following table:
i 5-year with 1 DO-year positive overflow in streets
I such that the depth of flow in the street does not
i exceed the right-of-way or drainage easement
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Closed Storm Sewer Systems ; 1 DO-year with positive overflow
and Inlets at Street Low Point :
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Earthen Channels ' 100- ear
2. The approved drainage system shall provide for positive overflow at all low points and these areas must be denoted
on the plans as such. The term "positive overflow" means that when the inlets do not function properly or when the
design capacity of the conduit is exceeded, the excess flow can be conveyed overland along a grassed or paved
course. Normally, this would mean along a street or alley, or shall require the dedications of special drainage
easements on private property.
F. Street and AIIev Capacitv
1. Streets - Streets and storm drains within new developments shall be designed so that storm water runoff resulting
from a design storm of a one-hundred (100) year frequency is contained within the available right-of-way and/or
drainage easement. The capacity of the street and right-of-way and/or easement and the storm sewer pipe working
in combination must be designed for a capacity to safely contain a storm water from a design storm of one-hundred
(100) year frequency.
2. Alleys - The flows created by the one-hundred (100) year storm shall be contained within the capacity of all paved
alleys.
G. Inlet Placement and Capacity - The storm sewer system is to begin at the point where the storm water from a five (5)
year frequency storm reaches curb depth, with the exception of collector streets on which storm sewer facilities must be
designed to prevent one-twelve (12') foot wide lane from ponding and on major streets on which storm sewer facilities
must be designed to prevent one-twelve (12') foot wide lane in each direction from ponding. At such point where the
combined capacity of the street and storm drain system satisfies the five (5) year street capacity criteria (as previously
described) but the one-hundred (100) year frequency storm runoff can not be contained within the right-of-way additional
pick-up points (inlet capacity) shall be provided along with an increase in storm sewer capacity so that the one-hundred
(100) year frequency storm runoff will be contained within the right-of-way.
1. Inlets shall be placed upstream from an intersection whenever possible. At any intersection, only one street shall be
crossed with surface drainage and this street shall be the lower classified street. When an alley intersects a street,
inlets shall be placed in the alley whenever flow down that alley would cause the capacity of the intersecting street to
be exceeded.
2. The minimum inlet size shall be ten (10') feet. No more than twenty (20') feet of inlet shall be placed along one
gutter at any given location. Minimum sizes of laterals shall be twenty-one (21 ") inches for use with ten (10') foot
inlets, and twenty-four (24") inch laterals with fourteen (14') foot, twenty (20') foot inlets, and drop inlets. Where
laterals tie into trunk lines, place the laterals on a minimum angle forty-five (450) degrees and a maximum angle of
sixty (600) degrees with the trunk line and connect them so that the longitudinal centers intersect.
3. Manholes are required every three hundred feet (300'). Junction boxes are required at every change in flow line
direction, change in pipe size, and where a convergence of more than two pipes occurs. Manholes are to be five
feet (5') square and can be precast or cast in place.
H. Pipe Desiqn Standards
1. Storm sewer conduit shall be sized to flow full. Manning's Equation shall be used to determine the conduit size.
2. Design Velocities
a. Minimum - two and a half feet (2.5') per second.
b. Maximum - twelve feet (12') per second.
c. The maximum discharge velocities in the pipe shall also not exceed the permitted velocity of the receiving
channel or conduit at the outfall to prevent erosive conditions. The maximum outfall velocity of a conduit in
partial flow shall be computed for partial depth and shall not exceed the maximum permissible velocity of the
receiving channel unless controlled by an appropriate energy dissipater (e.g. stilling basins, impact basins, riprap
protection).
3. In general, storm water shall be carried in concrete pipe conduit within the right-of-way but other types of conduit can
be used to carry stormwater in areas other than the right-of-way. However, prior permission to use other conduit
materials must be obtained from the Director of Public Works.
4. Hydraulic Gradient (also refer to the Ft. Worth Drainage Manual)
a. Conduits must be sized, and slopes must be set, such that runoff flows smoothly down the drainage system. To
insure this smooth passage, the hydraulic gradient must be at the proper elevations. The hydraulic grade line
shall be established and shown on the plans for all storm sewer design.
b. The hydraulic grade line shall in no case be closer to the surface of the ground or street than one foot (1'). The
HGL must not exceed the neck into the inlet.
c. Hydraulic gradient calculations shall account for all head losses that may occur in the storm sewer line. Friction
head loss shall be determined by direct application of Manning's Equation. Minor losses due to turbulence at
structures shall be determined using Appendix A of this section.
5. Inspection / Testing
a. The compaction of backfill shall meet or exceed 95% Standard Proctor density.
b. All storm sewer conduits shall be inspected prior to acceptance by the City. All conduit forty-twoJnch (42") or
less shall be inspected using television inspection. Conduits larger than forty-two_inch (42") may be inspected
visually.
c. A City representative shall be present during the television inspection.
d. Televised Inspection Criteria
(1) All television equipment used shall have a minimum of two-hundred-twenty (220) lines of horizontal
resolution. The picture shall be in color.
(2) All video information on tape must have good picture quality.
(3) As a title heading on the tape and during the televising, the operator must:
i. Note the project name and Contractor name.
ii. Note the name of the company and the operator performing the video inspection.
iii. Note line size and material, joint type and length.
iv. Line segment to be televised including beginning and ending station numbers.
v. Note page of plans used and year plans were stamped.
vi. Note date and time of inspection.
vii. A footage counter must be displayed on the tape during the filming.
viii. Show the above title block before and after each line segment. Show the title block at one-hundred
(100') foot intervals while filming the line segment.
ix. All defects should be shown on film for a minimum of 10 seconds before proceeding with the televising.
(4) The Contractor shall supply a log sheet used in conjunction with the video tape for written documentation.
All written information gathered must be legible and clearly understandable.
i. Note the project name, Contractor name and contract number.
ii. Note the name of the company and the operator performing the video inspection.
iii. Note pipe size and material, joint type and length between joints.
iv. Note the VCR tape footage counter, start to end.
v. Note line segment to be televised, station numbers from and station numbers to length of line segment
as indicated on plans.
vi. Note page of plans used and year plans were stamped.
vii. Note date and time of inspection.
viii. Indicate by sketch the line segment to be televised in relation to surrounding road intersections and
street addresses. Identify manhole station numbers. Show direction of flow with arrows and direction
the camera is going. Indicate direction of north on the sketch.
ix. Note the water depth at the beginning, every fifty (50') foot station, every change in grade, and at the
end of the line segment.
x. Identify the clock location, direction, size and type of laterals entering main. Indicate laterals as saddles,
punched, or glued fittings.
xi. Indicate final footage televised at end of the log sheet.
(5) One tape per visual televised inspection project shall be furnished to the Project Inspector.
(6) Tapes must be VHS format, one (1") inch wide T-120, high quality tape. Tapes are to be recorded on SP (2
hours) play.
(7) All tapes and run sheets shall be submitted to the City. All tapes and log sheets shall become the property
of the City.
I. Culvert Desiqn - Culverts must be designed using standard engineering practices and engineering judgment. Culverts
shall be designed in accordance with the latest edition of the City of Fort Worth Drainage Manual. If the City of Fort
Worth Drainage Manual does not incorporate the necessary standards please refer to the Texas Department of
Transportation (TxDOT) Hydraulic Design Manual.
1. One (1') foot of freeboard is required between the one-hundred (100) year water surface elevation and the top of
curb elevation. Exceptions must be approved in writing by the Director of Public Works.
2. Culvert hydraulic grade line calculations shall consider both inlet and outlet control.
3. Culverts shall be aligned to provide the minimum resistance to the flow of water during the 10, 50, 100 and 500 year
events.
4. The maximum velocity through a culvert shall be fifteen (15') feet per second.
5. Stream stability shall be assessed when determining the number of barrels, height and width and culvert skew.
Potential for scour shall be accounted for in the design.
6. Hydraulic jumps shall not be allowed from face of culvert to ten (1 a') feet from the culvert, subject to the approval of
the Director of Public Works.
J. Bridqes - Two (2') feet of freeboard is required between the one-hundred (100) year water surface elevation and the low
chord of the bridge. Exceptions to this requirement must be approved by the Director of Public Works in writing.
1. The skew of the bridge piers and abutments shall be oriented as close to the normal or flood direction of flow
resulting in an angle of attack as close to zero (0) degrees as possible.
2. Bridge piers shall be aligned to provide the minimum resistance to the flow of water during the 10, 50, 100 and 500
year events.
3. Computer modeling programs used for the hydraulic analysis of bridges shall be HEC-RAS, Version 2.2, or HEC2.
4. Stream stability shall be assessed when designing the abutments and interior bents of the bridge. Scour shall be
accounted for in the design.
5. Where flows are supercritical, erosion control measures shall be used in an area from one-hundred (100') feet
upstream from a bridge to twenty-five (25') feet downstream from a bridge.
K. Channels - Open channels may be used instead of an enclosed system when a pipe greater than an eighty-four (84")
inch diameter (or other shape equivalent to more than thirty-eight and a half (38.5) square feet) is required to carry the
design storm event.
1. Design Criteria:
a. All open channel design must follow the Corp of Engineers Guidelines.
b. Channels may be left in their natural state provided that the channel velocities are six (6.0') feet per second or
less and that one (1 ') foot of freeboard is available during the design storm event.
c. If the natural channel is to be replaced by an improved channel, the flow from the one-hundred (100') year
design flood must be contained within the improved channel while allowing for one (1') foot of freeboard.
d. Improved channels shall be trapezoidal shaped and include a lined section if the design velocity is greater than
six feet per second. Lining types such as concrete, rock walls and gabions may be used upon approval of the
Director of Public Works. The maximum velocity allowed in concrete lined channels is fifteen (15') feet per
second.
e. Unless shown to be feasible in a soils report sealed by a licensed professional engineer in the State of Texas,
and approved by the Director of Public Works, improved channels shall have minimum side slopes of:
(1) 4 feet horizontal to 1 foot vertical for earthen, grassed-lined side slopes.
(2) 2 feet horizontal to 1 foot vertical for concrete-lined side slopes.
f. Where practicable, all unpaved channels should have sufficient grade to avoid ponding. A minimum slope of
1.00% is required for earthen channels and swales, except those used as part of a wetlands area. In areas
where 1.00% cannot be obtained a pilot channel approved by the City may be used. All lined channels are to
have a minimum slope of 0.50% and earthen channels a minimum slope of 1.00%.
g. The developer or owner shall use low maintenance vegetation for vegetative cover, as approved by the Director
of Public Works prior to planting. The selection of materials shall comply with the current ground cover listing for
North Central Texas furnished through the Texas Agricultural Extension Service.
2. Manning's Equation can be used to design channels and determine water surface elevations and velocities when
backwater effects are negligible, subject to approval by the Director of Public Works. Channels where backwater
effects occur must be designed using models accepted by FEMA.
3. All channel sections must consider and account for channel stabilization in their design. This requirement pertains to
all sections whether they are left in their natural condition or are modified in any manner. The design of all drainage
channels and swales shall assure adequate capacity and minimum maintenance to overcome the result of erosion,
silting, sloughing of bends or similar occurrences.
4. When performing hydraulic analyses for channel or drainageway design, the one-hundred year (100) year starting
water surface shall be based on the following:
a. Known water surface elevations should be used where possible. Known elevations are available for some
creeks and channels from previous studies approved by the City.
b. When known water surface elevations are not available the slope-area method or a rating curve may be used.
(1) A rating curve approximates the starting water surface elevation for a given flow by using the relationship
between known flows and water surface elevations for the creek. This is an excellent method for
determining starting conditions if good data is available to develop the rating curve.
(2) The slope-area method approximates the starting water surface elevation by calculating the normal depth for
the channel. To calculate normal depth the slope of energy gradient for the channel is required. The energy
slope can be approximated using the average slope of the channel or the average slope of the water
surface.
5. The design of the channel lining shall take into account the super-elevation of the water surface around curves and
other changes in direction. In general a radius that is three (3) times the top width of the water surface during the
design storm event is recommended for channel bends.
6. A chain link fence six (6') feet in height, or other improvements as approved on a case by case basis by the Director
of Public Works, shall be constructed on each side of the lined channel.
7. Gabion or other forms of channel lining may be used in lieu of reinforced concrete lining with the approval of the
Director of Public Works.
L. Detention / Retention Facilities - Detention or retention facilities may be used to reduce peak discharges where
conditions prevent conveying stormwater to an adequate discharge point. Detention or retention facilities shall be
privately maintained unless the City of Colleyville has agreed to accept public dedication of the facility.
1. Runoff rates for all land uses shall be limited to the rates that would be produced from single family residential areas.
This requirement also applies to the development of sites as churches, schools, and other institutional uses.
Detention/retention facilities shall be designed for the fully developed one-hundred (100) year design flood according
to the criteria contained in this Section.
2. The minimum amount of storage volume of the detention basin shall be that volume required to reduce runoff rate
during the one-hundred (100) year event to the undeveloped rate. The outflow structure shall be sized to reduce the
2, 5, 10, 25, 50, and 100 year discharges to the undeveloped rate. Dedicated detention/retention basins shall also
include an additional one (1) foot of freeboard and two (2) feet of sediment storage. The volume of runoff storage for
drainage areas greater than one-hundred (100) acres shall be computed using unit hydrograph procedures.
Acceptable unit hydrograph procedures are provided in Section 14-170. D.1 of this document.
For drainage areas less than one-hundred (100) acres, the above methods are recommended; however, an
approximate routing method based on the modified rational method is allowable.
3. All detention facilities designed -shall consider the timing of the flood peak in the main channel into which the
detention facility drains. Delaying the peak from a site in lower portions of a watershed may result in a higher peak
on the main channel. The Director of Public Works may require that upstream and downstream ponds be included in
the detention design model.
4. A detention facility shall have enough gradient to ensure positive drainage to the outlet structures so as to avoid
nuisance conditions such as standing water, odors, insects, and weeds. A minimum slope of 0.50% towards the
outlet structure is required for all grass lined detention facilities.
5. Detention areas in parking lots shall not be:
a. In required parking spaces.
b. Behind speed bumps unless the speed bumps are made with reinforced concrete.
c. Deeper than six (6") inches unless otherwise approved by the Director of Public Works.
6. Drainage easements shall be provided for all regional detention/retention facilities and for other detention/retention
facilities where two or more owners are involved.
7. Individual detention facilities shall be designed to empty in less than three (3) hours, unless it is also serving as an
erosion control facility.
8. Detention facilities used as a sediment control facility shall meet the following requirements:
a. The sediment control facility shall be designed with minimal velocities such that sediment is dropped and not
picked up by flows at any time during the storm event.
b. The basin shall be designed with two (2) feet of sediment storage area so that sediment removal is not required
more than twice a year. Expected removal periods greater than twice a year must be specified in the
maintenance plan and approved by the Director of Public Works.
c. Sediment control facilities cannot be used to meet detention requirements unless the volume of sediment is
included in the calculations for the detention basin design.
9. The owner shall maintain detention/retention facilities unless the facilities are dedicated to the City of Colleyville.
Detention facilities must be properly maintained if they are to function as intended over a long period of time. The
following measures are required to ensure the facility functions properly.
a. Facilities should be mowed at least twice a year to control weeds and discourage woody growth.
b. Debris, litter and accumulated sediment should be removed from detention facilities at least twice a year.
Particular attention should be given to removal of debris, litter and sediment around outlet structures. The
Director of Public Works may require that the property owner remove said debris when in the Director's
determination that property damage or a flood hazard may exist.
c. Detention basins designed for sediment removal shall be maintained as specified in the maintenance plan and
approved by the City with construction plan submittal.
10. Retention facilities shall provide for continuous water movement, aeration facilities or other process approved by the
City that is designed to prevent surface accumulation of aquatic vegetation. Failure to prevent surface accumulation
of aquatic vegetation will result in additional water movement, aeration facilities or other processes approved by the
City being required.
M. Flumes - The use of flumes is not recommended for widespread use. Flumes shall not be permitted when the purpose
of a permanent flume is to carry runoff down the sides of earthen channels.
1. A flume may be used to direct overflow runoff along property lines until the runoff can be intercepted by streets or
conduits. A flume shall not carry more than ten (10) cubic feet per second during the one-hundred (100) year storm
event with a slope of 1.00%.
2. All flumes crossing sidewalks shall be covered or bridged such as to minimize danger to pedestrians.
3. All edges are to be protected with rock rip-rap or other form of protection for erosion control and scour purposes.
N. Lakes - Approval to develop in any area subject to inundation by a lake must be obtained from the appropriate agency
responsible for that particular lake before the city grants its approval. Agencies that should be contacted include U.S.
Army Corps of Engineers, Tarrant County Water Control Board, TCEQ, the Trinity River Authority, and FEMA.
Regardless of approvals obtained from those agencies listed above, no filling, development or construction in any area
subject to inundation by a lake shall occur without the approval of the City Manager. The City Manager may require any
studies necessary to determine that filling, development or construction will not have a detrimental effect on adjacent,
upstream or downstream properties and buildings. This subsection in no way diminishes other requirements of this
section.
O. Lot DrainaQe and Gradinq - Grading and drainage of all residential lots shall be designed in a manner which will allow
one lot to drain across an adjacent lot and into a permanent structure, such as a concrete flume, lined channel, or proper
inlet to an adequate drainage facility, or to a street right-of-way. If an approved drainage structure is not present, it will
be required of the developer to construct the necessary facilities. (0-00-1261/12/19/00)
1. Sheet flow techniques shall be used for lot to lot drainage where possible. (0-00-1261/12/19/00)
2. Single lots shall accommodate their own drainage into an approved structure where topographic elevations allow this
to occur. (0-00-1261/12/19/00)