HomeMy WebLinkAbout03-23-09 Drainage and Flooding Committee meeting minutes2
MINUTES OF THE DRAINAGE AND FLOODING COMMITTEE
March 23, 2009
1. Call to Order
The meeting was called to order by Chairman Mike Mosteit at 5:00 p.m.
Committee Members Present: Council Members: Chairman Mike Mosteit, Vice Chairman Mike
Clausen, Committee Members Chuck Engelken, Howard Ebow and Tommy Moser.
Committee Members Absent: None
Other Council members Present: None
Members of City Employees Present: City Secretary Martha Gillett, City Manager Ron Bottoms,
Director of Planning Tim Tietjens, Public Works Director Steve Gillett and City Engineer Rodney
Slaton.
Others present: Margaret Compton, Elton and Richard Winn, Richard Smith, Charles Nute, Cheryl
Westmoreland and other citizens.
2. Consider approval of Minutes of Drainage and Flooding Committee Meeting held on February 16,
2009.
Motion was made by Committee member Engelken to approve the minutes as presented. A second by
Committee Member Ebow. The motion carried.
Ayes: Tommy Moser, Mike Mosteit, Mike Clausen and Chuck Engelken
Nays: None
Abstain: Ebow
Absent: None
3. Petitions, Remonstrance's, communications, and citizens and taxpayers wishing to address the
Drainage and Flooding Committee.
Margaret Compton — 10901 Dogwood — Ms. Compton informed the committee of continued concerns
with flooding and does not see a resolution. She informed the committee that cars have been lost due
to drainage problems. Ms. Compton requested driveways be enlarged and noted additional concerns
with drains. She also noted concerns with ditch off Fairmont Parkway.
4. Review two (2) agreements with Klotz Associates to perform, bid, design and construction phase
services and an impact analysis- S. Gillett
Public Works Director Steve Gillett provided an update to the committee regarding the agreements and
work to be performed by Klotz Associates on drainage projects.
5. Administrative Reports
Public Works Director Steve Gillett provided an overview of drainage projects.
Drainage and Flooding Committee Meeting — March 23, 2009
Page 2
6.
City Engineer Rodney Slaton provided an overview and progress of the in-house drainage projects.
Harris County Flood Control was not able to be present to update the committee and Public Works
Director Steve Gillett informed the County would be removing pipe in district 2.
Planning Director Tim Tietjens advised the committee regarding home buyouts due to Hurricane Ike.
Mr. Svedra with Harris County Precinct 2 provided an overview of county efforts. He further noted he
would check out the ditch Ms. Compton brought up earlier in the meeting. He said he would also get in
touch with flood control to get projects moving.
Two (2) of the twelve (12) recommended drainage projects have been designed and installed with city
forces.
Set date for next meeting
The Drainage and Flooding Committee set the next meeting date for May 18, at 5:00 p.m. in the
Council Chambers.
7. Committee Comments
Chairman Mosteit requested staff notify City Council on the status of projects as they are completed.
He also suggested we put something in the paper to inform citizens. Additionally, he requested staff
provide a ball park budget figure to be discussed during City budget workshop sessions.
Adjournment
There being no further business to come before the Committee, the meeting was adjourned at 5:38
p.m.
Respectfully submitted,
W" W-ez'
Martha Gillett, TRMC, CIVIC
City Secretary
Approved this 0 day of 2009.
Chairperson Mike Mosteit
Cl
FAIRMONT PARK EAST
BROOKGLEN DRAINAGE STUDY
O� L A
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Draft Submittal
CITY OF LA PORTE
MAY 2009
k I o t z associates
KLOTZ ASSOCIATES, INC.
PROJECT NO.: 0127.009.000
TABLE OF CONTENTS
EXECUTIVESUMMARY........................................................................................... ES-1
SECTION 1 INTRODUCTION
1.1 Purpose and Scope................................................................................... 1-1
1.2 Authorization........................................................................................... 1-2
SECTION 2 DRAINAGE ANALYSIS
2.1
Overland and Street Flow........................................................................
2-3
2.2
Hydrology...............................................................................................
2-3
2.3
Inlet Capacity Analysis............................................................................
2-4
2.4
Storm Sewer Capacity Analysis...............................................................
2-5
2.5
Alternatives Evaluated.............................................................................
2-6
2.5.1 Design Frequencies.........................................................................
2-7
2.3.2 Hydraulic Grade Line.....................................................................
2-8
SECTION 3 COST ESTIMATE & CONCLUSION
3.1
Alternative 1.............................................................................................
3-1
3.2
Alternative 2.............................................................................................
3-1
3.3
Alternative 3.............................................................................................
3-2
3.4
Conclusions..............................................................................................
3-3
SECTION 4 EVALUATION OF B112-00-00 AND B112-02-00
4.1 Background.............................................................................................. 4-1
4.2 Existing Model......................................................................................... 4.1
4.3 Confluence of B 112-00-00 with B 112-02-00.......................................... 4-2
4.4 Conclusions............................................................................................. 4-3
SECTION 5 RECOMMENDATIONS
5.1 Recommended Drainage Improvements.................................................. 5-1
5.2 Construction Issues.................................................................................. 5-1
TOC-1
Klotz Associates Project No. 0127.009.000 Fairmont Park East Bayou Drainage Study
May 2009 City of La Porte
TABLES
Table 1
Alternative 1 Cost Estimate
Table 2
Alternative 2 Cost Estimate
Table 3
Alternative 3 Cost Estimate
EXHIBITS
Exhibit 1
Vicinity Map
Exhibit 2
Fairmont Park East Drainage Area & Storm Sewer Map
Exhibit 3
Fairmont Park East 6-inch Ponding Depth Above Top of Curb
Exhibit 4
Fairmont Park East 12-inch Ponding Depth Above Top of Curb
Exhibit 5
Fairmont Park East 18-inch Ponding Depth Above Top of Curb
Exhibit 5
Confluence of B 112-00-00 and B 112-02-00
APPENDICES
Appendix A Existing Capacity Storm Calculations & HGL Profiles
Appendix B Proposed Alternatives Calculations & HGL Profiles
Appendix C Hydrologic Data
TOC-2
Klotz Associates Project No. 0127.009.000 Fairmont Park East Bayou Drainage Study
May 2009 City of La Porte
SECTION 1
INTRODUCTION
1.1 Purpose and Scope
Klotz Associates, Inc. was contracted by the City of La Porte (City) to investigate
alternatives to improve a storm sewer system in Fairmont Park East subdivision and
recommend alternatives that will help reduce street ponding for storm events that occur
more frequently than the 100-year event. Fairmont Park East Sections Two through Four
are located between Spencer Road and Harris County Flood Control District (HCFCD)
Unit B106-02-00. Fairmont Park East Section One is located south of HCFCD Unit
B106-02-00 and Fairmont Parkway, (See Exhibit 1). The storm sewer serving Sections
Two through Four has a main trunk line that runs north to south adjacent to Fleetwood
Drive along the east side of the roadway. The alternatives for improvement are intended
to provide for a five-year design storm or level of protection.
The City has received several complaints from residents of Fairmont Park East of street
ponding on residential side streets that intersect with Fleetwood Drive during normal
rainfall events. These residential side streets are intended to drain toward the midpoint of
the street where curb inlets are located in vertical sags. The ponding occurs in the middle
of the street and encroaches into yards and homes for storms more frequent than the 100-
year event. Fairmont Park East is not located within the 100-year floodplain. The City
has provided photographs in support of these complaints.
As part of this contract, the City requested Klotz Associates analyze the local hydraulic
conditions at the confluence of HCFCD Unit B112-02-00 and Willow Springs Gully
(B 112-00-00) for alternatives to reduce water surface elevations upstream of the
confluence in tributary B 112-02-00. B 112-02-00 is a concrete lined trapezoidal channel
that flows from east to west where it merges with B112-00-00, (See Exhibit 6). Flooding
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
in Brookglen subdivision is due to backwater from B112-00-00 backing up into B112-02-
00. B112-02-00 has about 200-acres of contributing drainage area and the channel is
approximately 2,500-feet in length between B112-00-00 and Canada Road. Willow
Springs Gully (B 112-00-00) is a concrete lined trapezoidal channel with a four -foot (4 ft)
deep low flow section. The low flow section is twelve -feet (12 ft) wide upstream of the
confluence and twenty -feet (20 ft) wide downstream of the confluence.
The general scope of the Fairmont Park East and Brookglen Drainage Study is to present
the findings from performing a drainage analysis on the storm sewer system in Fairmont
Park East subdivision and provide improvement alternatives with associated construction
costs. In addition, Klotz Associates investigated channel geometry for HCFCD Unit
B 112-00-00 and HCFCD Unit B 112-02-00 to determine improvement alternatives for
reducing water surfaces in HCFCD Unit B 112-02-00 due to backwater build up.
These analyses were performed without the benefit of a survey or record as -built
drawings. Storm Sewer depths were field measured from the top of manhole rims and
curb inlets then LiDAR was used to estimate elevations of these structures. Results from
this analysis are not intended for construction purposes and should be verified with field
survey and detailed storm sewer analysis.
1.2 Authorization
This study was authorized by the City of La Porte in an agreement dated February 6,
2009.
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
SECTION 2
FAIRMONT PARK EAST
DRAINAGE ANALYSIS
2.1 Overland and Street Flow
Good engineering design practice allows proposed sheet flow to follow natural contours
of existing topography toward the receiving drainage channels. This is done by designing
roadway profiles below natural ground and sloped to carry extreme even overland flow
toward the receiving channel. Sags along a roadway profile are intended to collect storm
runoff in inlets of a storm sewer system that is designed to carry a specific rainfall
frequency. It is cost prohibitive to design a storm sewer system to carry flow from an
extreme event; therefore, overland sheet flow paths are used to convey excess runoff
toward the receiving drainage channel.
Fleetwood Drive is a 26-foot wide, concrete curb -and -gutter roadway section that is
elevated above intersecting streets along its alignment. The intersecting residential
streets drain away from Fleetwood Drive toward inlets located in a sag in the street
profile. These low points collect water from contributing lots and roadway surfaces and
during frequent storm events cause ponding to occur. Areas of reported street ponding
and repetitive flood loss data are shown in Exhibits 3, 4 and 5. Ponding levels are shown
to increase to levels approaching 18-inches above the top of curb before overflowing into
adjacent areas.
2.2 Hydrology
The contributing drainage area for Fairmont Park East Sections Two through Four was
determined using LiDAR generated from Tropical Storm Recovery Program (TSRP) by
Harris County and is 106.6 acres. The Rational Method was used to calculate storm
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
runoff for drainage areas contributing flow to each storm sewer inlet. Drainage
boundaries were developed using LiDAR and verified by site investigation, aerial
photography.
Runoff coefficients were calculated for residential areas by selecting several sample lots
and measuring the percent of impervious cover verses ground cover. These calculations
include the area between side lot lines and from the back lot line to center line of
roadway. Runoff coefficients were determined for representative areas to be between
0.55 - 0.60, 0.55 is used in the runoff calculations.
Time of concentration for each inlet was calculated using the City of La forte nomagraph.
These inlet times were compared to the City of Houston method and are consistent.
Overland slope comparisons provided lower inlet time of concentrations and higher flows
getting to the storm sewer. Detailed analysis of the existing storm sewer is estimated and
should be verified during design using topographic survey and/or as -built record
drawings. A three-year storm event was used to calculate runoff and is about 180 cubic
feet per second (cfs) for 106.6-acre area using a runoff coefficient of 0.55. A five-year
storm even generates about 220 cfs for the same area.
2.3 Inlet Capacity Analysis
The City requires inlets and storm sewers to be designed for a minimum three-year
rainfall frequency. Two City of Houston Type-B or BB curb inlets collect drainage from
each residential street. From the City of Houston Design Manual, Type B or BB inlets
have a capacity of 5.0 cfs each. Accordingly, each street has a capacity to drain 10.0 cfs
of runoff based on inlet capacity alone. Eleven (11) streets intersect Fleetwood Drive
with forty-four (44) inlets for all residential streets and one (1) inlet on Fleetwood Drive,
total number of inlets is forty-five (45). Three-year runoff for most of the contributing
areas is about 5.0 cfs with the highest equal to 8.1 cfs and lowest equal to 2.2 cfs.
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
2.4
Overall, total inlet flow capable of entering the storm sewer is 225 cfs (45 inlets x 5
cfs/inlet = 225 cfs). With a three-year overall runoff of 180 cfs for 106.6 acres (194 cfs
for C = 0.60) the total inlet capacity is adequate.
Storm Sewer Capacity Analysis
The existing storm sewer sizes were field measured along the main trunk line along the
east side of Fleetwood Drive and then LiDAR was used to determine elevations of
manhole rims and curb inlet tops. Field survey collected for design of overland sheet
flow swales was checked against LiDAR over the outfall pipe and it was determined that
the LiDAR data is accurate to 0.30 feet. From this, a storm sewer model was constructed
in Hydraflow Storm Sewer Extension of AutoCAD Civil 3D 2008. This software was
chosen to easily evaluate different alternatives. The existing storm sewer sizes were
obtained from the City of La Porte and field verified, (See Exhibit 2).
On first observation, the outfall pipe is a sixty -inch (60-inch) corrugated metal pipe
(CMP) that outfalls at flow line six -inches (6-inches) above the flow line of HCFCD Unit
B 106-02-00. Typically, storm sewers are designed with velocity of 6.0 feet per second
(fps) and based on this the capacity of a 60-inch CMP with cross sectional area equal to
19.6 sf is 118.0 cfs (6.0 fps x 19.6 sf = 118 cfs). This capacity is inadequate to carry
runoff of 180 cfs. This was verified in the Hydroflow model, which calculated the
capacity of the existing system to be 116 cfs, (See Appendix A).
The design capacity of a storm sewer system is based on the water surface elevation in
the receiving drainage channel and is considered the starting water surface elevation for
calculating the hydraulic grade line (HGL) elevation along the pipe network. It is
common engineering practice to set the starting water surface elevation at the top of the
storm sewer system's outfall pipe. The existing storm sewer capacity was analyzed based
on the top of pipe for the starting water surface elevation, equal to an elevation of 14.69
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
(NAVD 88, 2001 Adj.) and outfall flow line of 9.69 (NAVD 88, 2001 Adj.) with an
outfall of 116 cfs which is inadequate.
Exhibits 3, 4 and 5 is a ponding analysis based on the inability of storm runoff to be able
to get into the storm sewer system. This can be due to an inadequate number of inlets or
inlet capacity or due to an inadequately sized storm sewer system. The increases in
ponding elevation are in 6-inch increments. When the ponding depth approaches 18-
inches over the top of the curb or inlet, areas that become inundated are consistent with
repetitive loss data and elevations of ponding very based on runoff rather than tail water
impacts on the storm sewer system.
2.5 Alternatives Evaluation
The alternatives evaluated include adding a storm sewer trunk line in addition to the
exiting storm sewer trunk to double capacity, replacing the existing trunk line with pipe
for more capacity and replacing or adding partial storm sewer improvements. In addition
to storm sewer improvements, roadway profile modifications were investigated either in
combination with storm sewer improvements or completely independent.
Improvements evaluated include:
1. Add Storm Trunk Parallel to Existing Trunk with Pavement Repair - Add an
additional storm sewer trunk line with additional inlets along the northbound side of
Fleetwood Drive and parallel to the existing trunk line from South Sycamore to the
outfall. Replace pavement on the northbound side of Fleetwood Drive without
lowing the roadway.
2. Storm Sewer Replacement with Minimum Pavement Repair - Replace existing storm
sewer trunk line along Fleetwood Drive with larger pipe or box for more capacity and
minimize street repair.
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
3. Partial Pavement Improvements with Partial Storm hppTovements - Lower Fleetwood
Drive between South Spruce and Mesquite Drive to convey surface runoff from
Spencer Road to an overflow swale at Mesquite Drive combined with an additional
parallel trunk line from Linwood Drive to the outfall.
4. Pavement and Storm Im rovements - Lower Fleetwood Drive and replace existing
storm sewer between South Sycamore and Mesquite Drive.
Each configuration was modeled to determine the most economical solution and optimize
performance. The overland slope generally decreases from north to south. LiDAR
shows that the slope of the land to be at a high point in the vicinity of Dogwood and
gradually decreasing from Dogwood to Mesquite. Examination of overland flow shows
that storm water generally collects in the depressed streets of Dogwood and Linwood,
this is supported by the repetitive loss data in Exhibits 3, 4 and 5. To solve this,
Fleetwood Drive can be lowered from South Spruce to Mesquite approximately 1.5-feet.
However to keep the HGL below Fleetwood Drive for a 3-year design frequency storm
sewer improvements are required up to South Spruce. This alternative is comparable in
cost and disruption for the public to other more effective solutions and is not considered.
Another consideration is to replace or augment the existing storm trunk line in addition to
lowering Fleetwood Drive entirely. This option is considered least desirable by the City
of La Porte and most costly at $2.0 million, (See Appendix C) and will not be considered
further in this study.
2.5.1 Design Frequency:
Alternatives were evaluated based on a 5-year design storm for the main trunk line using
a 25-year water surface in the receiving channel and adding additional inlets to
accommodated increases in runoff. The 25-year starting water surface is at an elevation
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
of about 15.8 (NAVD 88, 2001 Adj.) and was determined by plotting the 100-year water
surface (EL=18.0) and 10-year water surface (EL=14.4) on Log -Normal paper.
Evaluation of a 3-year design and 5-year design resulted in similar hydraulic results. The
resulting cost differences between a 3-year and 5-year design is approximately twenty
percent (20%). Fairmont Park East is located in an area that does not have overland relief
for sheet flow for the extreme even; for this reason, the storm systems presented as
Alternatives were developed based on a 5-year frequency for additional level of
protection.
2.5.2 Hydraulic Grade Line
Ponding in the side streets adjacent to Fleetwood Drive is a result of the theoretical
hydraulic grade line (HGL) is above the natural ground. When the theoretical HGL is
maintained in the pipe or below natural ground then the storm sewer is considered
adequately sized. Fleetwood Drive is approximately 1.0 feet to 1.5 feet above the sag
locations of the crossing streets; therefore, to keep water from ponding in these areas the
theoretical HGL should be at about 1.5 feet lower than the profile of Fleetwood Drive.
Each of the alternatives presented here keep the HGL below the profile of Fleetwood
Drive until Linwood or S. Spruce. This is can is easily remedied based on additional
capacity downstream. For the purpose of this report, the areas of repetitive losses were
the focus. The added cost of increasing pipe sizes is negligible for the additional
protection upstream.
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
SECTION 3
FAIRMONT PARK EAST
COST ESTIMATE & CONCLUSION
3.1 Alternative 1
Alternative 1 is the addition of a parallel storm sewer trunk line under the northbound
travel lane of Fleetwood Drive and tied into the existing 60-inch RCP under the pavement
of Fleetwood Drive and Mesquite. A junction box will be needed for joining the existing
pipe with the proposed, The 60-inch CMP outfall is replaced with an 8'x 6' concrete
reinforced box (RCB) with headwall and wing walls. The limits of the parallel trunk line
are from the outfall to North Sycamore and include connection of the 24-inch pipe
between North of N. Sycamore to the new trunk.
This configuration has a design capacity of 218 cfs for a 5-year event at the outfall and
keeps the HGL below Fleetwood Drive until North Spruce where approximately 6-inches
of ponding may result.
The associated construction estimate in today's dollars is approximately $1.00 million
including 10% for contingencies. Include 12% for engineering and surveying for $1.07
million.
3.2 Alternative 2
Alternative 2 is the replacement of the existing storm sewer trunk line between the outfall
channel and North Sycamore along the current storm sewer alignment. This option is
chosen as an alternative for the reduction in costs associated with pavement repair and
replacement that should offset the cost of pipe removal, traffic control and extended
construction time. The 60-inch CMP outfall is replaced with an 8'x 6' concrete
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
reinforced box (RCB) with headwall and wing walls. The limits of the trunk line
replacement are from the outfall to North Sycamore.
This configuration has a design capacity of 218 cfs for a 5-year event at the outfall and
keeps the HGL below Fleetwood Drive throughout the limits of pipe replacement. This
is accomplished by the additional cover over the trunk in the border areas and can easily
be accomplished in Alternative 1.
The associated construction estimate is approximately $1.23 million including 10% for
contingencies. Include 12% for engineering and surveying for $1.37 million. Increases
in cost over Alternative 1 are due to replacing the entire storm sewer with new pipe over
leaving the pipe in use.
3.3 Alternative 3
Alternative 3 is the addition of a parallel storm sewer trunk line under the northbound
travel lane of Fleetwood Drive between Mesquite and North Spruce. This option is
similar to Alternative 1 with only about 2,200 LF of pipe placed under northbound
Fleetwood Drive. To keep the HGL below the pavement in this alternative, larger pipe
sizes have to be used closer to the outfall.
This configuration has a design capacity of 218 cfs for a 5-year event at the outfall and
keeps the HGL below Fleetwood Drive.
The associated construction estimate is approximately $1.00 million including 10% for
contingencies. Include 12% for engineering and surveying for $1.12 million. The costs
are similar the Alternative 1 because larger size pipe is used downstream for a greater
length to increase capacity and keep the HGL below grade. This increases in the larger
pipe quantities more than offsets savings in pavement repair.
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
Numerous configurations will relieve ponding and flooding during normal rainfall events
that occur more frequently than the 100-year event. Depending on the design frequency,
a 3-year design is approximately 20% less than the estimates presented above and
detailed in Appendix D.
Other factors that may affect cost and design are re-routing the existing storm sewer
through adjacent systems. This option affects design capacities downstream and causes
problems where downstream detention is located. Unless the receiving system has the
excess capacity to handle additional flows, this is not desirable.
Another option is to purchase additional easements for drainage in the pipeline corridors
located along the western boundary of Fairmont Park East. This is possible if the space is
available in the pipeline for storm sewer or for crossings. Additional considerations are
the added review and coordination time associated with review. If a pipeline is to be
relocated, the pipeline owners usually request reimbursement for the relocation and most
companies prefer to design the location internally.
3.4 Conclusions
Each alternative will allow for the implementation of an overflow swale to be constructed
at Fleetwood Drive and Mesquite by lowering the pavement at the intersection
approximately 1.0-foot with 50-foot pavement transitions between existing pavement and
proposed grade. The outfall pipe will require upsizing and replacement to accommodate
other utilities and design flow rate. There is a 22-foot drainage easement located between
the Mesquite and HCFCD Unit B 106-02-00 that can accommodate an 8'x 6' RCB. Other
City owned utilities may have to be adjusted and are not addressed here. Detailed cost
estimates can be found in Appendix D with unit prices and quantities.
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
SECTION 4
BROOKGLEN SUBDIVISION
CONFLUENCE OF HCFCD UNIT B112-00-00 & UNIT B112-02-00
4.1 Background
Flooding in Brookglen Subdivision is due to the effects of backwater in Willow Springs
Gully (B 112-00-00) backing up into tributary B 112-02-00. HCFCD Unit B 112-02-00 is
a concrete lined trapezoidal channel that flows from east to west where it intersects with
B112-00-00, (See Exhibit 6). B112-02-00 has about 200-acres of contributing drainage
area and the channel serving the area is approximately 2,500-feet in length between
B112-00-00 and Canada Road. The City requested Klotz Associates analyze the local
hydraulic conditions at the confluence of HCFCD Unit B112-02-00 and Willow Springs
Gully (B 112-00-00) for improvements alternatives to reduce water surface elevations in
tributary B112-02-00 upstream of the confluence.
Willow Springs Gully is a concrete lined channel with a 4-foot deep low -flow section.
Upstream of the confluence, the low flow section is 12-feet wide with 16-foot benches
and concrete riprap side slopes from Deer Park upstream of Spencer Highway to the
confluence with B112-02-00, or 1,200-feet upstream. Downstream of the confluence the
low flow section opens up to 20-feet wide with 14-foot benches and concrete riprap side
slopes between B 112-02-00 and about 920-feet downstream where the channel transitions
to an earthen trapezoidal section with 30-foot bottom width and 4H:1V side slopes.
4.2 Existing Model
To verify backwater conditions, results from the existing RAS model were compared for
cross sections through Brookglen subdivision. B112-00-00 reaches bank full conditions
for the 100-year even before flow reaches the northern City limits at Spencer Highway.
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Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
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4.3
From TSARP models flow at Spencer Bridge is 2,730 cfs and increases to 3,264 cfs, an
increase of 437 cfs, between Bandridge Road and the confluence with B 112-02-00 due to
full development contributing runoff to the channel. Downstream of the confluence with
B 112-02-00 flow increases to 3,429 cfs, an increase of 165 cfs. Within the reach between
Spencer Highway and B112-02-00, Willow Springs Gully is at bank full conditions,
causing flooding in Brookglen for the 100-year even.
Channel velocities from north of Spencer Road to just north of Bandridge bridge are
approximately 5.9 fps and consistent from one cross section to the next within the reach
which indicates the channel is at normal depth. The cross section north of the confluence
indicates an increase in the velocity to 8.5 fps associated with the increase of 437 cfs in
flows for a total flow of 3,264 cfs. The cross section remains unchanged until this area.
Differences between the energy grade and water surface in this reach ranges between
0.52 ft and 1.12 ft.
Downstream of the confluence additional flow within the concrete channel section
increases to 3,429 cfs in the larger cross sectional area of the 20-foot wide low flow
section with a velocity of 6.5 fps. Just down stream velocities drop between 3.7 fps and
4.4 fps with additional increases in flow within the grass lined channel section.
Differences between the energy grade and water surface in the grass lined section average
0.25 ft and 0.66 ft in the concrete section down stream of the confluence.
Confluence of B112-00-00 with B112-02-00
Flow upstream and downstream of the confluence is close to normal depth or about 12.5-
feet for the 100-year event. The normal depth discharge in B 112-00-00 upstream and
downstream of the confluence is similar for the same normal depth of 12.5-feet. With
this logic, flows were calculated for 4-feet to measure the effects of the confluence
configuration on tributary B112-02-00 using empirical formulas. The 4-foot depth was
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Klotz Associates Project No, 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
selected because the transition between upstream and downstream occurs in the low flow
section. Increases in discharge from upstream to downstream of the confluence were
calculated for a depth of 4-feet to be about 255 cfs upstream and 329 efs downstream or a
difference of 74 cfs. For the same depth in tributary B 112-02-00 normal depth flow is
calculated to be 1,038 cfs, which is much larger due to its larger cross sectional area.
Since no increases in water surface for B112-00-00 are observed, contributing flow from
tributary B 112-02-00 will be small compared to flow at normal depth and greater depths
at the confluence. This indicates that the depth at the confluence controls flow in 13112-
02-00 due to backwater conditions.
4.4 Conclusions
Reductions in water surface at the confluence can be achieved by reducing the backwater
influence of B 112-00-00. One way to do this is to increase the cross sectional area of the
channel downstream by removing the benches in the channel and eliminating the 20-foot
low flow section. In addition to removing the benches or increasing conveyance,
detention will have to be considered. Locations for possible detention include an
undeveloped area just upstream of Fairmont Parkway on the west bank of B112-00-00,
undeveloped area just downstream of Fairmont Parkway on the east bank of B112-00-00
or possible areas north of Spencer Highway to name a few examples.
Further studies of these types of improvements are beyond the scope of this study. It is
recommended that the City begin coordination efforts with Harris County Pet. 2 and the
Harris County Flood Control District to investigate regional or sub -regional options for
improvements to reduce water surfaces along B 112-00-00 and perform detailed studies of
watershed impacts if these type of improvements are in place.
4-3
Klotz Associates Project No. 0127,009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
SECTION 5
RECOMMENDATIONS
5.1 Recommended Drainage Improvements for Fairmont Park East
If the City plans roadway improvements in the subdivision then it is advisable to budget
for lowering the roadway section and use of the lower roadway to convey the extreme
event along with upsizing the storm sewer capacity. This will insure a level of protection
against structural flooding but, may still cause street ponding.
Alternative 1 is recommended, if the City does not have plans for transportation
improvements within the area. A proposed trunk line parallel to the existing trunk line
and under northbound Fleetwood Drive from N. Sycamore to the outfall will lower the
HGL along Fleetwood Drive and reduce ponding water surfaces in crossing streets.
Short-term costs are a little lower based on pipe expense but additional drops in the water
surface can be achieved farther upstream if additional capacity is needed.
5-1
Klotz Associates Project No. 0127.009.000 Fairmont Park East & Brookglen Drainage Study
May 2009 City of La Porte
Alternative 1
Add Parallel Storm Trunk Under NB Fleetwood Drive (2,950 LF)
from Outfall to N. Sycamore & Replace Northbound Pavement
Table 1
Item
No.
Item Description
Unit
Estimated
Quantity
Unit Price
Total Cost
1
Mobilize & Prepare ROW
LS
1
$ 10,000.00
$ 10,000.00
2
Remove & Dispose of Existing Pavement on One
Side
SY
3,933
$ 3.00
$ 11,800.00
3
Remove & Dispose of Existing 60" CMP
LF
155
$ 16.00
$ 2,480.00
4
Excavation
CY
3,824
$ 4.60
$ 17,600.00
5
7" Reinforced Concrete Pavement (Include
Subgrade)
SY
3,933
$ 40.00
$ 157,340.00
6
Inlets Types A, B, C
EA
22
$ 2,233.33
$ 49,140.00
7
24" Reinforced Concrete Pipe
LF
330
$ 60.00
$ 19,800.00
8
36" Reinforced Concrete Pipe
LF
541
$ 75.00
$ 40,580.00
9
48" Reinforced Concrete Pipe
LF
236
$ 100.00
$ 23,600.00
10
54" Reinforced Concrete Pipe
LF
310
$ 125.00
$ 38,750.00
11
60" Reinforced Concrete Pipe
LF
556
$ 250.00
$ 139,000.00',
12
5' x 5' Reinforced Concrete Box
LF
291
$ 145.00
$ 42,200.00'
13
6' x 5' Reinforced Concrete Box
LF
823
$ 170.00
$ 139,910.00'
14
8' x 6' Reinforced Concrete Box
LF
205
$ 400.00
$ 82,000.00
15
Junction Box
EA
1
$ 10,000.00
$ 10,000.00
16
Manholes
Fro
10
$ 3,000.00
$ 30,000.00
17
Wingwall with Headwall
EA
1
$ 25,000.00
$ 25,000.00
18
5" Concrete Riprap
SY
75
$ 42.00
$ 3,150.00
19
Cement Stabilized Sand
Ton
879
$ 40.00
$ 35,160.00
20
Adjust & Grout Manholes
EA
10
$ 1,000.00
$ 10,000.00
21
SWPPP
LS
1
$ 20,000.00
$ 20,000.00
Trunk Line & Pavement - Subtotal Construction:
$ 907,510.00
10% Contingency
$ 90,751.00
Trunk Line & Pavement - Total Construction:
$ 998,261.00
Total Construction & Engineering (12%):
$ 1,118,052.32
Klotz Associates Project No. 0127.009.000 Fairmont Park East and Brookglen Drainage Study
m— 2nno Table 1 City of La Porte
Alternative 2
Replace Existing Storm Trunk between Fleetwood Dr. and ROW
from Outfall to N. Sycamore & Minimizes Pavement Replacement
Item
No.
Item Description
Unit
Estimated
Quantity
Unit Price
Total Cost
1
Mobilize & Prepare Right -of -Way
LS
1
$ 10,000.00
$ 10,000.00
2
Remove & Dispose of Existing Pavement
SY
293
$ 3.00
$ 880.00
3
Remove & Dispose of Existing Storm Pipe
LF
3,000
$ 16.00
$ 48,000.00
4
Excavation
CY
3,889
$ 4.60
$ 17,890.00
5
7" Reinforced Concrete Pavement Repair
(Include Subgrade)
SY
293
$ 40.00
$ 11,740.00
6
Curb Ramps
EA
21
$ 3,300.00
$ 69,300.00
7
Inlets Types A, B, C
EA
22
$ 2,233.33
$ 49,140.00
8
24" Reinforced Concrete Pipe
LF
330
$ 60.00
$ 19,800.00
9
48" Reinforced Concrete Pipe
LF
236
$ 100.00
$ 23,600.00
10
60" Reinforced Concrete Pipe
LF
540
$ 150.00
$ 81,000.00
11
6' x 5' Reinforced Concrete Box
LF
310
$ 170.00
$ 52,700.00
12
Tx 5' Reinforced Concrete Box
LF
849
$ 220.00
$ 186,780.00
13
8' x 6' Reinforced Concrete Box
LF
1,015
$ 400.00
$ 406,000.00
14
Manholes Include Tie in Exist. Pipe
EA
11
$ 3,500.00
$ 38,500.00
15
Wingwall with Headwall
EA
1
$ 25,000.00
$ 25,000.00
16
5" Concrete Riprap
SY
75
$ 42.00
$ 3,150.00
17
Cement Stabilized Sand
Ton
1,300
$ 40.00
$ 52,000.00
18
SWPPP
LS
1 Ts
20,000.00
$ 20,000.00
Trunk Line & Pavement Repair - Subtotal Construction:
$ 1,115,480.00
10% Contingency
$ 111,548.00
Trunk Line & Pavement Repair - Total Construction:
$ 1,227,028.00
Total Construction & Engineering (12%):
$ 1,374,271.36
Klotz Associates Project No. 0127.009.000 Fairmont Park East and Brookglen Drainage Study
May 2009 Table 2 City of La Porte
Alternative 3
Add Parallel Storm Trunk Under NB Fleetwood Dr. from Outfall to N. Spruce Dr.
& Replace NB Pavement from Mesquite to N. Spruce (2,200 LF)
Item
No.
Item Description
Unit
Estimated
Quantity
Unit Price
Total Cost
1
Mobilize & Prepare Right -of -Way
LS
1
$ 10,000.00
$ 10,000.00
2
Remove & Dispose of Existing Pavement
SY
3,033
$ 3.00
$ 9,100.00
3
Remove & Dispose of Existing 60" CMP
LF
155
$ 16.00
$ 2,480.00
4
Excavation
CY
2,722
$ 4.60
$ 12,530.00
5
7" Reinforced Concrete Pavement (Include
Subgrade)
SY
3,033
$ 40.00
$ 121,340.00
6
Inlets Types A, B, C
EA
18
$ 2,233.33
$ 40,200.00
7
24" Reinforced Concrete Pipe
LF
270
$ 60.00
$ 16,200.00
8
5' x 5' Reinforced Concrete Box
LF
548
$ 145.00
$ 79,460.00
9
6' x 5' Reinforced Concrete Box
LF
556
$ 170.00
$ 94,520.00
10
Tx 5' Reinforced Concrete Box
LF
581
$ 220.00
$ 127,820.00
11
Tx 6' Reinforced Concrete Box
LF
521
$ 330.00
$ 171,930.00
12
8' x 6' Reinforced Concrete Box
LF
217
$ 400.00
$ 86,800.00
13
Junction Box
EA
1
$ 10,000.00
$ 10,000.00
14
Manholes
EA
9
$ 3,000.00
$ 27,000.00
15
Wingwall with Headwall
EA
1
$ 25,000.00
$ 25,000.00
16
5" Concrete Riprap
SY
75
$ 42.00
$ 3,150.00
F17
Cement Stabilized Sand
Ton
1,051
$ 40.00
$ 42,050.00
18
Adjust & Grout Manholes
EA
9
$ 1,000.00
$ 9,000.00
19 1SWPPP
LS
1
$ 20,000.00
$ 20,000.00
Trunk Line & Roadway - Subtotal Construction:
$ 908,680.00
10% Contingency
$ 90,858.00
Trunk Line & Roadway - Total Construction:
$ 999,438.00
Total Construction & En-gineering (12%):
$ 1,119,370.66
Klotz Associates Project No. 0127.009.000 Fairmont Park East and Brookglen Drainage Study
May 2009 Table 3 City of La Porte
Appendix A
Analysis of Existing Storm Sewer
Existing Storm Sewer Capacity
Top of Pipe Starting Water Surface
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• J
Appendix C
Hydrologic Data
HouStorm (City Of Houston STORM DRAIN DESIGN) Version 2.1, Update: Nov/01/2007
Run @ 5/7/2009 1:51:23 PM
PROJECT NAME FLEETWOOD
JOB NUMBER 0127.009.000
PROJECT DESCRIPTION :
PROJECT File: J:\0127.009.000\08.00 Modeling\HouStorm\Fleetwood_C=0.55.stm
DESIGN FREQUENCY 3 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 3 Years
Runoff Computation for Design Frequency.
ID
C Value
Area
Tc
Tc Used
Intensity
Supply Q
Total Q
(acre)
(min)
(min)
(in/hr)
(cfs)
(cfs)
-----------------------------------------------------------------------------
A-8
0.55
2.05
18.50
18.50
4.32
0.000
4.868
A-9
0.55
1.88
20.70
20.70
4.11
0.000
4.253
A-10
0.55
2.94
21.80
21.80
4.02
0.000
6.505
A-11
0.55
2.09
20.80
20.80
4.10
0.000
4.711
A-12
0.55
2.33
19.40
19.40
4.23
0.000
5.418
A-13
0.55
2.28
20.50
20.50
4.13
0.000
5.176
A-14
0.55
2.32
16.90
16.90
4.48
0.000
5.710
A-15
0.55
3.46
23.50
23.50
3.88
0.000
7.393
A-16
0.55
2.04
16.90
16.90
4.48
0.000
5.032
A-17
0.55
1.87
15.90
15.90
4.59
0.000
4.711
A-18
0.55
3.47
22.80
22.80
3.94
0.000
7.504
A-28
0.55
2.21
23.10
23.10
3.91
0.000
4.751
A-29
0.55
2.58
20.10
20.10
4.17
0.000
5.901
A-30
0.55
2.46
21.00
21.00
4.09
0.000
5.521
A-31
0.55
3.52
22.30
22.30
3.98
0.000
7.705
A-32
0.55
2.18
24.50
24.50
3.81
0.000
4.573
A-33
0.55
2.81
25.50
25.50
3.73
0.000
5.768
A-34
0.55
2.09
19.90
19.90
4.18
0.000
4.804
A-35
0.55
1.87
22.00
22.00
4.00
0.000
4.108
A-36
0.55
2.29
22.70
22.70
3.95
0.000
4.959
A-19
0.55
2.51
19.50
19.50
4.22
0.000
5.828
A-20
0.55
2.02
18.20
18.20
4.35
0.000
4.825
A-21
0.55
2.08
20.20
20.20
4.16
0.000
4.747
A-22
0.55
2.79
20.00
20.00
4.18
0.000
6.417
A-23
0.55
3.80
23.40
23.40
3.89
0.000
8.120
A-24
0.55
2.14
22.20
22.20
3.99
0.000
4.681
A-25
0.55
2.19
20.10
20.10
4.17
0.000
5.023
A-26
0.55
3.72
23.70
23.70
3.87
0.000
7.910
A-27
0.55
2.79
21.30
21.30
4.06
0.000
6.239
A-37
0.55
2.48
22.50
22.50
3.96
0.000
5.412
A-38
0.55
2.27
22.80
22.80
3.94
0.000
4.920
A-39
0.55
2.23
21.80
21.80
4.02
0.000
4.927
A-40
0.55
2.16
20.50
20.50
4.13
0.000
4.903
A-41
0.55
2.36
22.50
22.50
3.96
0.000
5.144
A-42
0.55
2.04
22.00
22.00
4.00
0.000
4.497
A-1
0.55
0.95
19.00
19.00
4.27
0.000
2.226
A-2
0.55
2.42
25.20
25.20
3.76
0.000
4.999
A-3
0.55
1.65
19.40
19.40
4.23
0.000
3.828
A-4
0.55
2.02
18.20
18.20
4.35
0.000
4.829
A-5
0.55
1.97
18.70
18.70
4.30
0.000
4.654
A-6
0.55
1.68
15.30
15.30
4.66
0.000
4.299
A-7
0.55
2.99
24.10
24.10
3.84
0.000
6.303
A-43
0.55
2.39
24.00
24.00
3.84
0.000
5.054
A-44
0.55
2.06
20.50
20.50
4.13
0.000
4.685
A-45
----------------------
0.55
2.2120_
---
---- 5020_50-------4_13--------0_000--------5_021-
Cumulative Junction Discharge Computations
Node
Node
Weighted
Cumulat.
Cumulat.
Intens.
User Additional
Total
I.D.
Type
C-Value
Dr.Area
Tc
Supply Q Q in Node
Disch.
(acres)
(min)
(in/hr)
cfs) (cfs)
(cfs)
T01
Junct
------------------------------------------
0.000
0.00
0.00
0.00
0.00
0.000
T02
Junct
0.550
0.95
24.12
3.84
0.00
2.226
T03
Junct
0.550
9.00
26.87
3.64
0.00
18.023
T04
Junct
0.550
17.60
27.72
3.58
0.00
34.691
T05
Junct
0.550
27.23
28.76
3.52
0.00
52.707
T06
Junct
0.550
36.92
29.47
3.48
0.00
70.566
T07
Junct
0.550
46.99
30.24
3.43
0.00
88.631
T08
Junct
0.550
57.90
31.08
3.38
0.00
107.693
T09
Junct
0.550
69.20
31.76
3.34
0.00
127.236
T10
Junct
0.550
80.17
32.37
3.31
0.00
145.947
Tll
Junct
0.550
88.89
33.02
3.28
0.00
160.126
T12
Junct
0.550
97.91
33.61
3.24
0.00
174.726
T13
Junct
0.550
106.62
34.04
3.22
0.00
188.946
A-1
Junct
0.550
0.95
19.00
4.27
0.00
2.226
A-2
Junct
0.550
2.42
25.20
3.76
0.00
4.999
A-3
Junct
0.550
4.07
25.26
3.75
0.00
8.389
A-4
Junct
0.550
2.02
18.20
4.35
0.00
4.829
A-5
Junct
0.550
3.99
18.70
4.30
0.00
9.429
A-6
Junct
0.550
4.67
24.18
3.83
0.00
9.828
A-7
Junct
0.550
2.99
24.10
3.84
0.00
6.303
A-19
Junct
0.550
5.98
22.88
3.93
0.00
12.919
A-20
Junct
0.550
2.02
18.20
4.35
0.00
4.825
A-21
Junct
0.550
4.09
20.20
4.16
0.00
9.362
A-22
Junct
0.550
2.79
20.00
4.18
0.00
6.417
A-23
Junct
0.550
6.59
23.40
3.89
0.00
14.099
A-24
Junct
0.550
2.14
22.20
3.99
0.00
4.681
A-25
Junct
0.550
4.33
22.44
3.97
0.00
9.440
A-26
Junct
0.550
3.72
23.70
3.87
0.00
7.910
A-27
Junct
0.550
6.51
23.79
3.86
0.00
13.826
A-28
Junct
0.550
2.21
23.10
3.91
0.00
4.751
A-29
Junct
0.550
4.78
23.21
3.91
0.00
10.271
A-41
Junct
0.550
4.52
22.50
3.96
0.00
9.846
A-42
Junct
0.550
4.43
24.09
3.84
0.00
9.357
A-43
Junct
0.550
2.39
24.00
3.84
0.00
5.054
A-44
Junct
0.550
4.27
20.59
4.12
0.00
9.688
A-45
Junct
0.550
2.21
20.50
4.13
0.00
5.021
A-8
Junct
0.550
3.93
20.79
4.11
0.00
8.875
A-9
Junct
0.550
1.88
20.70
4.11
0.00
4.253
A-10
Junct
0.550
2.94
21.80
4.02
0.00
6.505
A-11
Junct
0.550
5.03
21.87
4.01
0.00
11.102
A-12
Junct
0.550
2.33
19.40
4.23
0.00
5.418
A-13
Junct
0.550
4.61
20.50
4.13
0.00
10.465
A-14
Junct
0.550
5.78
23.56
3.88
0.00
12.325
A-15
Junct
0.550
3.46
23.50
3.88
0.00
7.393
A-16
Junct
0.550
3.91
16.90
4.48
0.00
9.631
A-17
Junct
0.550
1.87
15.90
4.59
0.00
4.711
A-18
Junct
0.550
3.47
22.80
3.94
0.00
7.504
A-30
Junct
0.550
2.46
21.00
4.09
0.00
5.521
A-31
Junct
0.550
5.98
22.30
3.98
0.00
13.079
A-32
Junct
0.550
2.18
24.50
3.81
0.00
4.573
A-33
Junct
0.550
4.99
25.50
3.73
0.00
10.254
A-34
Junct
0.550
2.09
19.90
4.18
0.00
4.804
A-35
Junct
0.550
3.95
22.00
4.00
0.00
8.702
A-36
Junct
0.550
2.29
22.70
3.95
0.00
4.959
A-37
Junct
0.550
4.77
22.84
3.93
0.00
10.320
A-38
Junct
0.550
2.27
22.80
3.94
0.00
4.920
A-39
Junct
0.550
4.50
22.88
3.93
0.00
9.733
A-40
Junct
0.550
2.16
20.50
4.13
0.00
4.903
OUT
--------------------------------------------------------------------------------
Outlt
0.550
106.62
34.04
3.22
0.00
188.946
Conveyance Configuration Data
Run
Node
I.D.
FlowLine
Elev.
#
US
DS
US
DS
Shape
#
Span
Rise
Length
Slope
n_value
(ft)
(ft)
(ft)
(ft)
(ft)
M
-------------------------------------------------------------------------
1
T01
TO2
17.06
16.80
Cir
1
0.00
2.00
259.9
0.100
0.015
2
T02
T03
16.80
16.65
Cir
1
0.00
2.00
149.6
0.100
0.015
3
T03
TO4
16.65
15.90
Cir
1
0.00
2.50
235.7
0.318
0.015
4
T04
TO5
15.90
15.50
Cir
1
0.00
3.00
304.8
0.131
0.015
5
TO5
T06
15.50
15.00
Cir
1
0.00
3.50
235.7
0.212
0.015
6
T06
TO7
15.00
13.90
Cir
1
0.00
4.00
310.1
0.355
0.015
7
T07
T08
13.80
13.30
Cir
1
0.00
4.50
278.7
0.179
0.015
8
T08
TO9
13.10
12.80
Cir
1
0.00
4.50
278.8
0.108
0.015
9
T09
T10
12.80
12.30
Cir
1
0.00
4.50
291.0
0.172
0.015
10
T10
Tll
12.30
11.90
Cir
1
0.00
5.00
290.2
0.138
0.015
11
Tll
T12
11.90
11.30
Cir
1
0.00
5.00
286.9
0.209
0.015
12
T12
T13
11.30
10.83
Cir
1
0.00
5.00
233.4
0.201
0.015
13
T13
OUT
10.83
10.44
Cir
1
0.00
5.00
196.3
0.199
0.015
14
A-1
T02
18.64
16.80
Cir
1
0.00
1.50
40.0
4.605
0.015
15
A-2
A-3
17.99
16.76
Cir
1
0.00
1.50
30.6
4.025
0.015
16
A-3
T03
16.76
16.65
Cir
1
0.00
2.00
258.9
0.042
0.015
17
A-4
A-5
17.49
17.43
Cir
1
0.00
1.50
31.4
0.191
0.015
18
A-5
T03
17.43
16.65
Cir
1
0.00
2.00
252.4
0.309
0.015
19
A-7
A-6
17.52
17.07
Cir
1
0.00
1.50
32.0
1.406
0.015
20
A-6
T04
17.07
15.90
Cir
1
0.00
2.00
242.2
0.483
0.015
21
A-9
A-8
18.10
17.37
Cir
1
0.00
1.50
34.3
2.127
0.015
22
A-8
T04
17.37
15.90
Cir
1
0.00
2.00
251.1
0.585
0.015
23
A-10
A-11
16.94
16.02
Cir
1
0.00
1.50
35.8
2.572
0.015
24
A-11
T05
16.02
15.70
Cir
1
0.00
2.00
315.5
0.101
0.015
25
A-12
A-13
16.73
16.45
Cir
1
0.00
1.50
34.4
0.813
0.015
52
A-39
T12
15.61
14.10
Cir
1
0.00
2.00
207.1
0.729
0.015
53
A-40
A-41
15.62
15.08
Cir
1
0.00
1.50
31.8
1.698
0.015
54
A-41
T12
15.08
14.50
Cir
1
0.00
2.00
249.1
0.233
0.015
55
A-43
A-42
15.31
14.84
Cir
1
0.00
1.50
33.0
1.424
0.015
56
A-42
T13
14.84
13.83
Cir
1
0.00
2.00
178.7
0.565
0.015
57
A-45
A-44
14.39
14.02
Cir
1
0.00
1.50
30.0
1.233
0.015
58
A-44
T13
14.02
13.83
Cir
1
0.00
2.00
194.2
0.098
0.015
26
A-13
T05
16.45
15.70
Cir
1
0.00
2.00
252.3
0.297
0.015
27
A-15
A-14
16.38
15.55
Cir
1
0.00
1.50
31.7
2.617
0.015
28
A-14
T06
15.55
15.10
Cir
1
0.00
2.00
300.4
0.150
0.015
29
A-17
A-16
16.79
16.07
Cir
1
0.00
1.50
31.4
2.291
0.015
30
A-16
T06
16.07
15.70
Cir
1
0.00
2.00
244.9
0.151
0.015
31
A-18
A-19
15.75
15.30
Cir
1
0.00
1.50
31.5
1.431
0.015
32
A-19
T07
15.30
14.20
Cir
1
0.00
2.00
475.9
0.231
0.015
33
A-20
A-21
16.53
16.49
Cir
1
0.00
1.50
34.5
0.116
0.015
34
A-21
T07
16.49
14.20
Cir
1
0.00
2.00
253.3
0.904
0.015
35
A-22
A-23
16.05
15.30
Cir
1
0.00
1.50
38.0
1.976
0.382
0.015
0.015
36
A-23
T08
15.30
13.60
16.53
Cir
Cir
1
1
0.00
0.00
2.00
1.50
445.3
45.9
0.305
0.015
37
38
A-24
A-25
A-25
T08
16.67
16.53
14.20
Cir
1
0.00
2.00
260.9
0.893
0.015
39
A-26
A-27
16.45
16.13
Cir
1
0.00
1.50
32.1
0.998
0.609
0.015
0.015
40
A-27
T09
16.13
13.70
Cir
1
0.00
0.00
2.00
1.50
399.0
29.6
0.676
0.015
41
A-28
A-29
16.09
15.89
15.89
13.70
Cir
Cir
1
1
0.00
2.00
238.0
0.920
0.015
42
43
A-29
A-30
T09
A-31
16.64
15.75
Cir
1
0.00
1.50
34.4
2.587
0.015
44
A-31
T10
15.75
13.70
Cir
1
0.00
2.00
339.0
34.6
0.605
0.433
0.015
0.015
45
A-32
A-33
15.89
15.74
13.30
Cir
Cir
1
1
0.00
0.00
1.50
2.00
236.0
1.034
0.015
46
47
A-33
A-34
T10
A-35
15.74
16.54
15.90
Cir
1
0.00
1.50
29.8
2.147
0.015
48
A-35
T11
15.90
14.70
Cir
1
0.00
2.00
287.5
0.417
0.439
0.015
0.015
49
A-36
A-37
15.67
15.53
Cir
1
1
0.00
0.00
1.50
2.00
31.9
240.6
0.345
0.015
50
A-37
Tll
15.53
16.27
14.70
15.61
Cir
Cir
1
0.00
1.50
31.4
2.102
0.015
51
---
A-38
-----------
A-39
=---------------------------------------
-----
Conveyance Hydraulic Computations_-_Tailwater-=_15_440-(ft)
_ ---
Run Hyd. Gr.line Crit.Elev
# US DS US
(ft) (ft) (ft)
1*
2
3
4
5
6
7
8
9
10
11
12
13
14*
15*
16
17
18
19*
20
21*
22
23*
24
25*
52*
53*
54
55*
56
57*
58
26
27*
28
26.62
26.62
26.49
26.34
25.25
24.40
24.28
23.54
22.43
20.83
19.62
18.19
16.80
26.64
27.05
26.96
26.78
26.69
27.06
26.91
27.37
27.30
26.44
26.25
25.41
18.70
18.90
18.81
17.51
17.41
17.36
17.27
25.29
25.78
25.57
26.62
26.49
26.34
25.25
24.40
24.28
23.54
22.43
20.83
19.62
18.19
16.80
15.44
26.62
26.96
26.49
26.69
26.49
26.91
26.34
27.30
26.34
26.25
25.25
25.29
18.19
18.81
18.19
17.41
16.80
17.27
16.80
25.25
25.57
24.40
20.91
21.80
20.90
20.56
19.96
20.26
19.96
20.28
19.96
19.44
19.40
19.41
19.31
21.64
20.99
19.76
20.49
21.43
19.52
20.07
21.10
20.37
19.94
19.02
19.73
18.61
18.62
18.08
18.31
18.84
17.39
17.02
19.45
18.38
19.55
Depth Velocity
Fr.Slope Unif. Actual Unif. Actual Q
M (ft) (ft) (f/s) (f/s) (cfs)
0.000
0.013
0.255
0.357
0.362
0.319
0.268
0.396
0.553
0.415
0.499
0.594
0.695
0.059
0.299
0.182
0.279
0.229
0.475
0.249
0.216
0.203
0.506
0.318
0.351
0.244
0.288
0.250
0.306
0.226
0.302
0.242
0.282
0.654
0.392
0.02
0.83
1.85
3.00
3.50
3.12
4.50
4.50
4.50
5.00
5.00
5.00
5.00
0.34
0.54
2.00
1.50
1.44
0.82
1.26
0.58
1.11
0.70
2.00
0.89
1.09
0.67
1.72
0.72
1.16
0.75
2.00
1.60
0.75
2.00
2.00
2.00
2.50
3.00
3.50
4.00
4.50
4.50
4.50
5.00
5.00
5.00
5.00
1.50
1.50
2.00
1.50
2.00
1.50
2.00
1.50
2.00
1.50
2.00
1.50
2.00
1.50
2.00
1.50
2.00
1.50
2.00
2.00
1.50
2.00
0.18
1.81
4.63
4.91
5.48
6.72
5.57
6.77
8.00
7.43
8.16
8.90
9.62
7.34
8.81
2.67
2.73
3.90
6.35
4.72
6.68
4.98
8.02
3.53
4.96
5.53
6.39
3.43
6.03
4.97
5.71
3.08
3.88
8.34
3.92
0.00
0.71
3.67
4.91
5.48
5.62
5.57
6.77
8.00
7.43
8.16
8.90
9.62
3.67
4.77
2.67
2.73
3.00
5.21
3.13
4.50
2.82
5.28
3.53
4.91
5.40
4.73
3.13
4.79
2.98
4.77
3.08
3.33
5.58
3.92
0.0
2.2
18.0
34.7
52.7
70.6
88.6
107.7
127.2
145.9
160.1
174.7
188.9
2.2
5.0
8.4
4.8
9.4
6.3
9.8
4.3
8.9
6.5
11.1
5.4
9.7
4.9
9.8
5.1
9.4
5.0
9.7
10.5
7.4
12.3
Junc
Cap Loss
(cfs) (ft)
6.2
6.2
20.1
21.0
40.3
74.5
72.5
56.1
70.9
84.2
103.7
101.7
101.0
19.6
18.3
4.1
4.0
10.9
10.8
13.7
13.3
15.1
14.7
6.3
8.2
16.8
11.9
9.5
10.9
14.8
10.2
6.2
10.7
14.8
7.6
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
29*
25.07
24.98
19.79
0.265
0.60
1.50
7.06
4.67
4.7
13.8
0.000
30
24.98
24.40
20.07
0.239
2.00
2.00
3.07
3.07
9.6
7.7
0.000
31*
26.55
26.33
18.75
0.674
0.92
1.50
6.64
5.61
7.5
10.9
0.000
32
26.33
24.28
18.30
0.431
2.00
2.00
4.11
4.11
12.9
9.5
0.000
33
24.95
24.86
19.53
0.278
1.50
1.50
2.73
2.73
4.8
3.1
0.000
34*
24.86
24.28
19.49
0.226
1.00
2.00
5.94
5.33
9.4
18.7
0.000
35*
26.01
25.82
19.05
0.493
0.75
1.50
7.25
5.25
6.4
12.9
0.000
36
25.82
23.54
18.30
0.513
2.00
2.00
4.49
4.49
14.1
12.2
0.000
37
24.16
24.14
19.67
0.262
1.15
1.50
3.23
2.65
4.7
5.0
0.000
38*
24.14
23.54
19.53
0.230
1.01
2.00
5.93
5.34
9.4
18.6
0.000
39*
23.14
22.90
19.45
0.749
1.08
1.50
5.80
5.75
7.9
9.1
0.000
40
22.90
22.43
19.13
0.493
1.49
2.00
5.51
4.40
13.8
15.4
0.000
41
23.20
23.08
19.09
0.270
0.87
1.50
4.49
2.69
4.8
7.5
0.000
42*
23.08
22.43
18.89
0.272
1.05
2.00
6.12
5.51
10.3
18.9
0.000
43*
21.51
21.38
19.64
0.365
0.64
1.50
7.70
4.95
5.5
14.7
0.000
44
21.38
20.83
18.75
0.441
1.43
2.00
5.46
4.16
13.1
15.3
0.000
45
21.53
21.46
18.89
0.250
0.98
1.50
3.73
2.59
4.6
6.0
0.000
46*
21.46
20.83
18.74
0.271
1.02
2.00
6.39
5.50
10.3
20.0
0.000
47*
20.34
20.26
18.54
0.276
0.62
1.50
6.93
4.70
4.8
13.4
0.000
48
20.26
19.62
18.90
0.195
1.22
2.00
4.35
2.77
8.7
12.7
0.000
49
19.84
19.79
18.67
0.294
1.04
1.50
3.81
2.81
5.0
6.1
0.000
50
19.79
19.62
18.53
0.275
1.48
2.00
4.15
3.28
10.3
11.6
0.000
51*
18.79
18.70
19.27
0.290
0.63
1.50
6.92
4.74
4.9
13.3
0.000
* Supercritical flow.
SUMMARY OF STORM DRAIN STRUCTURE QUANTITIES
NOTE:
The convey length should be from
upstream
to downstream
inside box.
This length may
Using hydraulic
also be used as
length, from node
Pay Item.
center to node
center, may result in
profile error,
and this length
should not
be used
as Pay
Item.
LINKS:
Type of Convey
Material
Rise
Span Number of
Links
Quantity
Structure
(ft)
(ft) of this
type
(ft)
------------------------------------------------------
Circular
Concrete
2.0
0.0
24
6531.59
Circular
Concrete
2.5
0.0
1
235.7
Circular
Concrete
3.0
0.0
1
304.84
Circular
Concrete
3.5
0.0
1
235.67
Circular
Concrete
4.0
0.0
1
310.11
Circular
Concrete
4.5
0.0
3
848.48
Circular
Concrete
5.0
0.0
4
1006.78
Circular
Concrete
1.5
0.0
23
770.16
NODES:
--------------------------------------------------------
Type of Inlet
Type
of Grate Inlet
Grate
Grate
Grate Grate
Quantity
Structure
Length
Width
Length
Area Perimeter
(each)
(ft)
(ft)
(ft)
(ft) (ft)
---------------------------------------------------------------------------------
Conduit Junction
0.0
0.0
0.0
0.0 0.0
58
1
Outlet
0.0
0.0
0.0
0.0 0.0
NORMAL TERMINATION
OF HOUSTORM.
Warning Messages for current project:
Runoff Frequency of: 3 Years
Link Run=1 from Node T01 to Node T02 has no discharge. A virtual near zero discharge is
considered
Discharge decreased downstream node Id= T02 Previous intensity used.
Run# 13 Insufficient capacity.
Run# 58 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-44 Run # 58
Run# 12 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-39 Run # 52
Run# 54 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-41 Run # 54
Run# 11 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= Tll Run # 11
Upstream HGL exceeds critical elevation (Design) at node Id= A-40 Run # 53
Upstream HGL exceeds critical elevation (Design) at node Id= A-35 Run # 48
Upstream HGL exceeds critical elevation (Design) at node Id= A-37 Run # 50
Run# 10 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T10 Run # 10
Upstream HGL exceeds critical elevation (Design.) at node Id= A-31 Run # 44
Upstream HGL exceeds critical elevation (Design) at node Id= A-33 Run # 46
Upstream HGL exceeds critical elevation (Design) at node Id= A-34 Run # 47
Upstream HGL exceeds critical elevation (Design) at node Id= A-36 Run # 49
Run# 9 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T09 Run # 9
Upstream HGL exceeds critical elevation (Design) at node Id= A-27 Run # 40
Upstream HGL exceeds critical elevation (Design) at node Id= A-29 Run # 42
Upstream HGL exceeds critical elevation (Design) at node Id= A-30 Run # 43
Upstream HGL exceeds critical elevation (Design) at node Id= A-32 Run # 45
Run# 8 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T08 Run # 8
Run# 36 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-23 Run # 36
Upstream HGL exceeds critical elevation (Design) at node Id= A-25 Run # 38
Upstream HGL exceeds critical elevation (Design) at node Id= A-26 Run # 39
Upstream HGL exceeds critical elevation (Design) at node Id= A-28 Run # 41
Run# 7 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T07 Run # 7
Run# 32 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-19 Run # 32
Upstream HGL exceeds critical elevation (Design) at node Id= A-21 Run # 34
Upstream HGL exceeds critical elevation (Design) at node Id= A-22 Run # 35
Upstream HGL exceeds critical elevation (Design) at node Id= A-24 Run # 37
Upstream HGL exceeds critical elevation (Design) at node Id= T06 Run # 6
Run# 28 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-14 Run # 28
Run# 30 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-16 Run # 30
Upstream HGL exceeds critical elevation (Design) at node Id= A-18 Run # 31
Run# 33 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-20 Run # 33
Run# 5 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T05 Run # 5
Run# 24 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-11 Run # 24
Upstream HGL exceeds critical elevation (Design) at node Id= A-13 Run # 26
Upstream HGL exceeds critical elevation (Design) at node Id= A-15 Run # 27
Upstream HGL exceeds critical elevation (Design) at node Id= A-17 Run # 29
Run# 4 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T04 Run # 4
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Run# 16 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Run# 17 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
at node Id= A-6 Run # 20
at node Id= A-8 Run # 22
at node Id= A-10 Run # 23
at node Id= A-12 Run # 25
at node Id= T03 Run # 3
at node Id= A-3 Run # 16
at node Id= A-5 Run # 18
at node Id= A-7 Run # 19
at node Id= A-9 Run # 21
at node Id= T02 Run # 2
at node Id= A-1 Run # 14
at node Id= A-2 Run # 15
at node Id= A-4 Run # 17
at node Id= T01 Run # 1
HouStorm (City Of Houston STORM DRAIN DESIGN) Run Version
2.1, 09pdate1:51:44o /01/2007
PROJECT NAME FLEETWOOD
JOB NUMBER 0127.009.000
PROJECT DESCRIPTION :
PROJECT File: J:\0127.009.000\08.00 Modeling\HouStorm\Fleetwood C=0.55.stm
DESIGN FREQUENCY 5 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 5 Years
Runoff Computation for Design Frequency.
ID
C Value
Area
Tc
Tc Used
Intensity
Supply Q
Total Q
(acre)
(min)
(min)
(in/hr)
(cfs)
(cfs)
A-8
0.55
2.05
----------------------
18.50
18.50
4.96
0.000
5.594
A-9
0.55
1.88
20.70
20.70
4.74
0.000
4.898
A-10
0.55
2.94
21.80
21.80
4.63
0.000
7.499
A-11
0.55
2.09
20.80
20.80
4.73
0.000
5.426
A-12
0.55
2.33
19.40
19.40
4.87
0.000
6.232
A-13
0.55
2.28
20.50
20.50
4.76
0.000
5.959
A-14
0.55
2.32
16.90
16.90
5.14
0.000
6.552
A-15
0.55
3.46
23.50
23.50
4.48
0.000
8.534
A-16
0.55
2.04
16.90
16.90
5.14
0.000
5.774
A-17
0.55
1.87
15.90
15.90
5.26
0.000
5.399
A-18
0.55
3.47
22.80
22.80
4.54
0.000
8.657
A-28
0.55
2.21
23.10
23.10
4.52
0.000
5.482
A-29
0.55
2.58
20.10
20.10
4.80
0.000
6.792
A-30
0.55
2.46
21.00
21.00
4.71
0.000
6.360
A-31
0.55
3.52
22.30
22.30
4.59
0.000
8.886
A-32
0.55
2.18
24.50
24.50
4.40
0.000
5.283
A-33
0.55
2.81
25.50
25.50
4.32
0.000
6.669
A-34
0.55
2.09
19.90
19.90
4.82
0.000
5.528
A-35
0.55
1.87
22.00
22.00
4.61
0.000
4.736
A-36
0.55
2.29
22.70
22.70
4.55
0.000
5.720
A-19
0.55
2.51
19.50
19.50
4.86
0.000
6.705
A-20
0.55
2.02
18.20
18.20
4.99
0.000
5.543
A-21
0.55
2.08
20.20
20.20
4.79
0.000
5.465
A-22
0.55
2.79
20.00
20.00
4.81
0.000
7.385
A-23
0.55
3.80
23.40
23.40
4.49
0.000
9.373
A-24
0.55
2.14
22.20
22.20
4.60
0.000
5.397
A-25
0.55
2.19
20.10
20.10
4.80
0.000
5.782
A-26
0.55
3.72
23.70
23.70
4.46
0.000
9.133
A-27
0.55
2.79
21.30
21.30
4.68
0.000
7.189
A-37
0.55
2.48
22.50
22.50
4.57
0.000
6.243
A-38
0.55
2.27
22.80
22.80
4.54
0.000
5.677
A-39
0.55
2.23
21.80
21.80
4.63
0.000
5.680
A-40
0.55
2.16
20.50
20.50
4.76
0.000
5.645
A-41
0.55
2.36
22.50
22.50
4.57
0.000
5.934
A-42
0.55
2.04
22.00
22.00
4.61
0.000
5.185
A-1
0.55
0.95
19.00
19.00
4.91
0.000
2.559
A-2
0.55
2.42
25.20
25.20
4.34
0.000
5.779
A-3
0.55
1.65
19.40
19.40
4.87
0.000
4.403
A-4
0.55
2.02
18.20
18.20
4.99
0.000
5.549
A-5
0.55
1.97
18.70
18.70
4.94
0.000
5.349
A-6
0.55
1.68
15.30
15.30
5.34
0.000
4.925
A-7
0.55
2.99
24.10
24.10
4.43
0.000
7.280
A-43
0.55
2.39
24.00
24.00
4.44
0.000
5.836
A-44
0.55
2.06
20.50
20.50
4.76
0.000
5.394
A-45
----------------------------------------------------------------------------
0.55
2.21
20.50
20.50
4.76
0.000
5.781
Cumulative Junction Discharge Computations
Node
Node Weighted
Cumulat.
Cumulat.
Intens.
User Additional
Total
I.D.
Type C-Value
Dr.Area
Tc
Supply Q Q in Node
Disch.
(acres)
(min)
(in/hr)
cfs) (cfs)
(cfs)
------------------------------------------------------------------------
T01
Junct
0.000
0.00
0.00
0.00
0.00
0.000
T02
Junct
0.550
0.95
24.12
4.43
0.00
2.559
T03
Junct
0.550
9.00
26.65
4.23
0.00
20.940
T04
Junct
0.550
17.60
27.50
4.17
0.00
40.329
T05
Junct
0.550
27.23
28.39
4.10
0.00
61.462
T06
Junct
0.550
36.92
29.01
4.06
0.00
82.462
T07
Junct
0.550
46.99
29.79
4.01
0.00
103.580
T08
Junct
0.550
57.90
30.51
3.96
0.00
126.155
T09
Junct
0.550
69.20
31.09
3.92
0.00
149.336
T10
Junct
0.550
80.17
31.61
3.89
0.00
171.583
T11
Junct
0.550
88.89
32.16
3.86
0.00
188.587
T12
Junct
0.550
97.91
32.66
3.83
0.00
206.107
T13
Junct
0.550
106.62
33.03
3.81
0.00
223.141
A-1
Junct
0.550
0.95
19.00
4.91
0.00
2.559
A-2
Junct
0.550
2.42
25.20
4.34
0.00
5.779
A-3
Junct
0.550
4.07
25.26
4.34
0.00
9.697
A-4
Junct
0.550
2.02
18.20
4.99
0.00
5.549
A-5
Junct
0.550
3.99
18.70
4.94
0.00
10.838
A-6
Junct
0.550
4.67
24.18
4.42
0.00
11.352
A-7
Junct
0.550
2.99
24.10
4.43
0.00
7.280
A-19
Junct
0.550
5.98
22.88
4.54
0.00
14.907
A-20
Junct
0.550
2.02
18.20
4.99
0.00
5.543
A-21
Junct
0.550
4.09
20.20
4.79
0.00
10.777
A-22
Junct
0.550
2.79
20.00
4.81
0.00
7.385
A-23
Junct
0.550
6.59
23.40
4.49
0.00
16.274
A-24
Junct
0.550
2.14
22.20
4.60
0.00
5.397
A-25
Junct
0.550
4.33
22.44
4.57
0.00
10.887
A-26
Junct
0.550
3.72
23.70
4.46
0.00
9.133
A-27
Junct
0.550
6.51
23.79
4.46
0.00
15.964
A-28
Junct
0.550
2.21
23.10
4.52
0.00
5.482
A-29
Junct
0.550
4.78
23.21
4.51
0.00
11.855
A-41
Junct
0.550
4.52
22.50
4.57
0.00
11.357
A-42
Junct
0.550
4.43
24.09
4.43
0.00
10.807
A-43
Junct
0.550
2.39
24.00
4.44
0.00
5.836
A-44
Junct
0.550
4.27
20.58
4.75
0.00
11.156
A-45
Junct
0.550
2.21
20.50
4.76
0.00
5.781
A-8
Junct
0.550
3.93
20.78
4.73
0.00
10.222
A-9
Junct
0.550
1.88
20.70
4.74
0.00
4.898
A-10
Junct
0.550
2.94
21.80
4.63
0.00
7.499
A-11
Junct
0.550
5.03
21.87
4.63
0.00
12.799
A-12
Junct
0.550
2.33
19.40
4.87
0.00
6.232
A-13
Junct
0.550
4.61
20.50
4.76
0.00
12.050
A-14
Junct
0.550
5.78
23.56
4.48
0.00
14.229
A-15
Junct
0.550
3.46
23.50
4.48
0.00
8.534
A-16
Junct
0.550
3.91
16.90
5.14
0.00
11.051
A-17
Junct
0.550
1.87
15.90
5.26
0.00
5.399
A-18
Junct
0.550
3.47
22.80
4.54
.0.00
8.657
A-30
Junct
0.550
2.46
21.00
4.71
0.00
6.360
A-31
Junct
0.550
5.98
22.30
4.59
0.00
15.083
A-32
Junct
0.550
2.18
24.50
4.40
0.00
5.283
A-33
Junct
0.550
4.99
25.50
4.32
0.00
11.856
A-34
Junct
0.550
2.09
19.90
4.82
0.00
5.528
A-35
Junct
0.550
3.95
22.00
4.61
0.00
10.033
A-36
Junct
0.550
2.29
22.70
4.55
0.00
5.720
A-37
Junct
0.550
4.77
22.84
4.54
0.00
11.907
A-38
Junct
0.550
2.27
22.80
4.54
0.00
5.677
A-39
Junct
0.550
4.50
22.87
4.54
0.00
11.230
A-40
Junct
0.550
2.16
20.50
4.76
0.00
5.645
OUT
-------------------------------------------------------------
Outlt
0.550
106.62
33.03
3.81
0.00
223.141
Conveyance Configuration Data
Run
Node
I.D.
F1owLine
US
Elev.
DS
Shape
#
Span
Rise
Length
Slope
n_value
#
US
DS
(ft)
(ft)
(ft)
(ft)
(ft)
( o)
--------------------------------------------------------------
1
TO1
T02
17.06
16.80
Cir
1
0.00
2.00
259.9
0.100
0.015
2
T02
T03
16.80
16.65
Cir
1
0.00
2.00
149.6
0.100
0.015
3
T03
T04
16.65
15.90
Cir
1
0.00
2.50
235.7
0.318
0.015
4
T04
T05
15.90
15.50
Cir
l
0.00
3.00
304.8
0.131
0.015
5
T05
T06
15.50
15.00
Cir
1
0.00
3.50
235.7
0.212
0.015
6
T06
T07
15.00
13.90
Cir
1
0.00
4.00
310.1
0.355
0.015
7
T07
T08
13.80
13.30
Cir
1
0.00
4.50
278.7
0.179
0.015
8
T08
T09
13.10
12.80
Cir
1
0.00
4.50
278.8
0.108
0.015
9
T09
T10
12.80
12.30
Cir
1
0.00
4.50
291.0
0.172
0.015
10
T10
T11
12.30
11.90
Cir
1
0.00
5.00
290.2
0.138
0.015
11
Tll
T12
11.90
11.30
Cir
1
0.00
5.00
286.9
0.209
0.015
12
T12
T13
11.30
10.83
Cir
1
0.00
5.00
233.4
0.201
0.015
13
T13
OUT
10.83
10.44
Cir
1
0.00
5.00
196.3
0.199
0.015
14
A-1
T02
18.64
16.80
Cir
1
0.00
1.50
40.0
4.605
0.015
15
A-2
A-3
17.99
16.76
Cir
1
0.00
1.50
30.6
4.025
0.015
16
A-3
T03
16.76
16.65
Cir
1
0.00
2.00
258.9
0.042
0.015
17
A-4
A-5
17.49
17.43
Cir
1
0.00
1.50
31.4
0.191
0.015
18
A-5
T03
17.43
16.65
Cir
1
0.00
2.00
252.4
0.309
0.015
19
A-7
A-6
17.52
17.07
Cir
1
0.00
1.50
32.0
1.406
0.015
20
A-6
T04
17.07
15.90
Cir
1
0.00
2.00
242.2
0.483
0.015
21
A-9
A-8
18.10
17.37
Cir
1
0.00
1.50
34.3
2.127
0.015
22
A-8
T04
17.37
15.90
Cir
1
0.00
2.00
251.1
0.585
0.015
23
A-10
A-11
16.94
16.02
Cir
1
0.00
1.50
35.8
2.572
0.015
24
A-11
T05
16.02
15.70
Cir
1
0.00
2.00
315.5
0.101
0.015
25
A-12
A-13
16.73
16.45
Cir
1
0.00
1.50
34.4
0.813
0.015
52
A-39
T12
15.61
14.10
Cir
1
0.00
2.00
207.1
0.729
0.015
53
A-40
A-41
15.62
15.08
Cir
1
0.00
1.50
31.8
1.698
0.015
54
A-41
T12
15.08
14.50
Cir
1
0.00
2.00
249.1
0.233
0.015
55
A-43
A-42
15.31
14.84
Cir
1
0.00
1.50
33.0
1.424
0.015
56
A-42
T13
14.84
13.83
Cir
1
0.00
2.00
178.7
0.565
0.015
57
A-45
A-44
14.39
14.02
Cir
1
0.00
1.50
30.0
1.233
0.015
58
A-44
T13
14.02
13.83
Cir
1
0.00
2.00
194.2
0.098
0.015
26
A-13
T05
16.45
15.70
Cir
1
0.00
2.00
252.3
0.297
0.015
27
A-15
A-14
16.38
15.55
Cir
1
0.00
1.50
31.7
2.617
0.015
28
A-14
T06
15.55
15.10
Cir
1
0.00
2.00
300.4
0.150
0.015
29
A-17
A-16
16.79
16.07
Cir
1
0.00
1.50
31.4
2.291
0.015
30
A-16
T06
16.07
15.70
Cir
1
0.00
2.00
244.9
0.151
0.015
31
A-18
A-19
15.75
15.30
Cir
1
0.00
1.50
31.5
1.431
0.015
32
A-19
T07
15.30
14.20
Cir
1
0.00
2.00
475.9
0.231
0.015
33
A-20
A-21
16.53
16.49
Cir
1
0.00
1.50
34.5
0.116
0.015
34
A-21
T07
16.49
14.20
Cir
1
0.00
2.00
253.3
0.904
0.015
35
A-22
A-23
16.05
15.30
Cir
1 0.00
1.50
38.0
1.976
0.015
36
A-23
T08
15.30
13.60
Cir
1 0.00
2.00
445.3
0.382
0.015
37
A-24
A-25
16.67
16.53
Cir
1 0.00
1.50
45.9
0.305
0.015
38
A-25
T08
16.53
14.20
Cir
1 0.00
2.00
260.9
0.893
0.015
39
A-26
A-27
16.45
16.13
Cir
1 0.00
1.50
32.1
0.998
0.015
40
A-27
T09
16.13
13.70
Cir
1 0.00
2.00
399.0
0.609
0.015
41
A-28
A-29
16.09
15.89
Cir
1 0.00
1.50
29.6
0.676
0.015
42
A-29
T09
15.89
13.70
Cir
1 0.00
2.00
238.0
0.920
0.015
43
A-30
A-31
16.64
15.75
Cir
1 0.00
1.50
34.4
2.587
0.015
44
A-31
T10
15.75
13.70
Cir
1 0.00
2.00
339.0
0.605
0.015
45
A-32
A-33
15.89
15.74
Cir
1 0.00
1.50
34.6
0.433
0.015
46
A-33
T10
15.74
13.30
Cir
1 0.00
2.00
236.0
1.034
0.015
47
A-34
A-35
16.54
15.90
Cir
1 0.00
1.50
29.8
2.147
0.015
48
A-35
Tll
15.90
14.70
Cir
1 0.00
2.00
287.5
0.417
0.015
49
A-36
A-37
15.67
15.53
Cir
1 0.00
1.50
31.9
0.439
0.015
50
A-37
Tll
15.53
14.70
Cir
1 0.00
2.00
240.6
0.345
0.015
51
----------------------------------------------------------------------------------
A-38
A-39
16.27
15.61
Cir
1 0.00
1.50
31.4
2.102
0.015
Conveyance Hydraulic Computations. Tailwater = 15.440 (ft)
Run
Hyd. Gr.line
Crit.Elev
Depth
Velocity
Junc
#
US
DS
US
Fr.Slope
Unif.
Actual
Unif.
Actual
Q
Cap
Loss
(ft)
(ft)
(ft)
M
(ft)
(ft)
(f/s)
(f/s)
(cfs)
(cfs)
(ft)
-7 --------------------------------------------------------------------------------
1*
32.59
32.59
20.91
0.000
0.02
2.00
0.18
0.00
0.0
6.2
0.000
2
32.59
32.46
21.80
0.017
0.89
2.00
1.88
0.81
2.6
6.2
0.000
3
32.46
31.65
20.90
0.344
2.17
2.50
4.63
4.27
20.9
20.1
0.000
4
31.65
30.18
20.56
0.483
3.00
3.00
5.71
5.71
40.3
21.0
0.000
5
30.18
29.02
19.96
0.493
3.50
3.50
6.39
6.39
61.5
40.3
0.000
6
29.02
27.67
20.26
0.435
4.00
4.00
6.56
6.56
82.5
74.5
0.000
7
27.67
26.65
19.96
0.366
4.50
4.50
6.51
6.51
103.6
72.5
0.000
8
26.65
25.14
20.28
0.543
4.50
4.50
7.93
7.93
126.2
56.1
0.000
9
25.14
22.92
19.96
0.761
4.50
4.50
9.39
9.39
149.3
70.9
0.000
10
22.92
21.26
19.44
0.573
5.00
5.00
8.74
8.74
171.6
84.2
0.000
11
21.26
19.27
19.40
0.692
5.00
5.00
9.60
9.60
188.6
103.7
0.000
12
19.27
17.34
19.41
0.827
5.00
5.00
10.50
10.50
206.1
101.7
0.000
13
17.34
15.44
19.31
0.969
5.00
5.00
11.36
11.36
223.1
101.0
0.000
14*
32.62
32.59
21.64
0.078
0.37
1.50
7.65
3.83
2.6
19.6
0.000
15*
33.21
33.09
20.99
0.400
0.58
1.50
9.17
5.03
5.8
18.3
0.000
16
33.09
32.46
19.76
0.243
2.00
2.00
3.09
3.09
9.7
4.1
0.000
17
32.59
32.48
20.49
0.368
1.50
1.50
3.14
3.14
5.5
4.0
0.000
18
32.48
32.46
21.43
0.303
1.63
2.00
3.96
3.45
10.8
10.9
0.000
19*
32.22
32.02
19.52
0.634
0.90
1.50
6.56
5.54
7.3
10.8
0.000
20
32.02
31.65
20.07
0.332
1.39
2.00
4.85
3.61
11.4
13.7
0.000
21*
32.54
32.45
21.10
0.287
0.63
1.50
6.95
4.73
4.9
13.3
0.000
22
32.45
31.65
20.37
0.270
1.21
2.00
5.14
3.25
10.2
15.1
0.000
23*
31.75
31.51
19.94
0.673
0.76
1.50
8.32
5.61
7.5
14.7
0.000
24
31.51
30.18
19.02
0.423
2.00
2.00
4.07
4.07
12.8
6.3
0.000
25
31.25
31.13
19.73
0.465
0.98
1.50
5.11
3.53
6.2
8.2
0.000
52*
19.95
19.27
18.61
0.325
1.20
2.00
5.71
5.69
11.2•
16.8
0.000
53*
20.22
20.10
18.62
0.381
0.73
1.50
6.63
4.99
5.6
11.9
0.000
54
20.10
19.27
18.08
0.333
2.00
2.00
3.62
3.62
11.4
9.5
0.000
55*
17.95
17.81
18.31
0.407
0.78
1.50
6.26
5.05
5.8
10.9
0.000
56
17.81
17.34
18.84
0.301
1.27
2.00
5.13
3.44
10.8
14.8
0.000
57*
18.09
17.97
17.39
0.400
0.81
1.50
5.91
5.04
5.8
10.2
0.000
58
17.97
17.34
17.02
0.321
2.00
2.00
3.55
3.55
11.2
6.2
0.000
26
31.13
30.18
19.45
0.375
2.00
2.00
3.84
3.84
12.0
10.7
0.000
27*
30.87
30.59
18.38
0.871
0.82
1.50
8.64
5.97
8.5
14.8
0.000
28
30.59
29.02
19.55
0.522
2.00
2.00
4.53
4.53
14.2
7.6
0.000
29*
29.90
29.79
19.79
0.349
0.65
1.50
7.32
4.90
5.4
13.8
0.000
30
29.79
29.02
20.07
0.315
2.00
2.00
3.52
3.52
11.1
7.7
0.000
31*
30.68
30.40
18.75
0.897
1.01
1.50
6.84
6.01
8.7
10.9
0.000
32
30.40
27.67
18.30
0.573
2.00
2.00
4.74
4.74
14.9
9.5
0.000
33
28.56
28.43
19.53
0.368
1.50
1.50
3.14
3.14
5.5
3.1
0.000
34*
28.43
27.67
19.49
0.300
1.09
2.00
6.15
5.61
10.8
18.7
0.000
35*
29.94
29.69
19.05
0.653
0.82
1.50
7.50
5.57
7.4
12.9
0.000
36
29.69
26.65
18.30
0.683
2.00
2.00
5.18
5.18
16.3
12.2
0.000
37
27.61
27.45
19.67
0.349
1.38
1.50
3.17
3.05
5.4
5.0
0.000
38*
27.45
26.65
19.53
0.306
1.10
2.00
6.13
5.63
10.9
18.6
0.000
39
27.76
27.76
19.45
0.998
1.23
1.50
5.87
5.17
9.1
9.1
0.000
40
27.76
25.14
19.13
0.657
1.73
2.00
5.53
5.08
16.0
15.4
0.000
41
26.09
26.00
19.09
0.360
0.95
1.50
4.63
3.10
5.5
7.5
0.000
42*
26.00
25.14
18.89
0.362
1.15
2.00
6.33
5.81
11.9
18.9
0.000
43*
23.15
22.98
19.64
0.484
0.69
1.50
7.99
5.23
6.4
14.7
0.000
44
22.98
22.92
18.75
0.587
1.62
2.00
5.53
4.80
15.1
15.3
0.000
45
23.81
23.78
18.89
0.334
1.09
1.50
3.83
2.99
5.3
6.0
0.000
46*
23.78
22.92
18.74
0.363
1.11
2.00
6.62
5.81
11.9
20.0
0.000
47*
21.82
21.71
18.54
0.366
0.67
1.50
7.19
4.95
5.5
13.4
0.000
48
21.71
21.26
18.90
0.260
1.34
2.00
4.47
3.19
10.0
12.7
0.000
49
22.15
22.14
18.67
0.391
1.17
1.50
3.88
3.24
5.7
6.1
0.000
50
22.14
21.26
18.53
0.366
1.71
2.00
4.16
3.79
11.9
11.6
0.000
51*
20.07
19.95
19.27
0.386
0.69
1.50
7.19
5.00
5.7
13.3
0.000
* Supercritical flow.
SUMMARY OF STORM DRAIN STRUCTURE QUANTITIES
NOTE:
The convey length should be
from
upstream
to downstream
inside box.
This length may
also be used
as
Pay Item.
Using hydraulic
length, from
node
center
to node center,
may result in
profile error,
and this length
should not
be used
as Pay
Item.
LINKS:
Type of Convey
Material
Rise
Span Number
of Links
Quantity
Structure
(ft)
(ft)
of this type
(ft)
-----------------------------------------------------------------------
Circular
Concrete
2.0
0.0
24
6531.59
Circular
Concrete
2.5
0.0
1
235.7
Circular
Concrete
3.0
0.0
1
304.84
Circular
Concrete
3.5
0.0
1
235.67
Circular
Concrete
4.0
0.0
1
310.11
Circular
Concrete
4.5
0.0
3
848.48
Circular
Concrete
5.0
0.0
4
1006.78
Circular
Concrete
1.5
0.0
23
770.16
NODES:
Type of Inlet
Type
of Grate
Inlet
Grate Grate Grate Grate
Quantity
Structure
Length
Width Length Area Perimeter
(each)
(ft)
(ft) (ft)
(ft) (ft)
---------------------------------------------------------------------------------
Conduit Junction
0.0
0.0 0.0
0.0 0.0
58
Outlet
0.0
0.0 0.0
0.0 0.0
1
NORMAL TERMINATION OF HOUSTORM.
Warning Messages for current project:
Runoff Frequency of: 5 Years
Link Run=1 from Node T01 to Node T02 has no discharge. A virtual near zero discharge is
considered
Discharge decreased downstream node Id= T02 Previous intensity used.
Run# 13 Insufficient capacity.
Run# 58 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-44 Run # 58
Run# 12 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-39 Run # 52
Run# 54 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-41 Run # 54
Upstream HGL exceeds critical elevation (Design) at node Id= A-45 Run # 57
Upstream HGL exceeds critical elevation (Design) at node Id= A-38 Run # 51
Run# 11 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= Tll Run # 11
Upstream HGL exceeds critical elevation (Design) at node Id= A-40 Run # 53
Upstream HGL exceeds critical elevation (Design) at node Id= A-35 Run # 48
Run# 50 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-37 Run # 50
Run# 10 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T10 Run # 10
Upstream HGL exceeds critical elevation (Design) at node Id= A-31 Run # 44
Upstream HGL exceeds critical elevation (Design) at node Id= A-33 Run # 46
Upstream HGL exceeds critical elevation (Design) at node Id= A-34 Run # 47
Upstream HGL exceeds critical elevation (Design) at node Id= A-36 Run # 49
Run# 9 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T09 Run # 9
Run# 40 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-27 Run # 40
Upstream HGL exceeds critical elevation (Design) at node Id= A-29 Run # 42
Upstream HGL exceeds critical elevation (Design) at node Id= A-30 Run # 43
Upstream HGL exceeds critical elevation (Design) at node Id= A-32 Run # 45
Run# 8 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T08 Run # 8
Run# 36 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-23 Run # 36
Upstream HGL exceeds critical elevation (Design) at node Id= A-25 Run # 38
Upstream HGL exceeds critical elevation (Design) at node Id= A-26 Run # 39
Upstream HGL exceeds critical elevation (Design) at node Id= A-28 Run # 41
Run# 7 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T07 Run # 7
Run# 32 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-19 Run # 32
Upstream HGL exceeds critical elevation (Design) at node Id= A-21 Run # 34
Upstream HGL exceeds critical elevation (Design) at node Id= A-22 Run # 35
Run# 37 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-24 Run # 37
Run# 6 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T06 Run # 6
Run# 28 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-14 Run # 28
Run# 30 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-16 Run # 30
Upstream HGL exceeds critical elevation (Design) at node Id= A-18 Run # 31
Run# 33 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-20 Run # 33
Run# 5 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= T05 Run # 5
Run# 24 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design) at node Id= A-11 Run # 24
Run# 26 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Run# 4 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Run# 3 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design)
Run# 16 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
Run# 17 Insufficient capacity.
Upstream HGL exceeds critical elevation (Design)
Upstream HGL exceeds critical elevation (Design)
at node Id= A-13 Run # 26
at node Id= A-15 Run # 27
at node Id= A-17 Run # 29
at node Id= T04 Run # 4
at node Id= A-6 Run # 20
at node Id= A-8 Run # 22
at node Id= A-10 Run # 23
at node Id= A-12 Run # 25
at node Id= T03 Run # 3
at node Id= A-3 Run # 16
at node Id= A-5 Run # 18
at node Id= A-7 Run # 19
at node Id= A-9 Run # 21
at node Id= T02 Run # 2
at node Id= A-1 Run # 14
at node Id= A-2 Run # 15
at node Id= A-4 Run # 17
at node Id= T01 Run # 1
5
FLOODING AND DRAINAGE COMMITTEE MEETING
STAFF REPORT UPDATE
MAY 18, 2009
1) Status of Residential Buyout
Harris County Flood Control District (HCFCD) secured a federal grant to operate a buyout
program and assist up to 42 homeowners in LaPorte who experience repetitive flooding. Using
FEMAs Pre -Disaster Mitigation (PDM) program, grant funds have been allocated on a 75%-25%
match basis with HCFCD providing the 25% match. Participation in the program is voluntary for
eligible homeowners. The property is purchased by HCFCD for fair market value, and a
restriction is placed upon the property to prohibit any building construction thereafter. After
demolition of site improvements, the property is graded to drain properly. Any previous
sidewalks remain or are reconstructed. After acquisition, the property is owned and maintained
by HCFCD or a public agency, and can be used for open space, drainage, detention, or other park
purposes. Through a specific agreement process, HCFCD may consider use of the property by a
community association.
The program included 42 homes, 35 of which are in the Brookglen area (See map attached as
exhibit 1). At this time, 9 demolition permits have been issued in Brookglen (Beginning January
2009 to May 2009). 6 homes have been removed with lots regraded.
2) Status of 12 drainage projects
In the City Wide Drainage Study conducted by Klotz & Associates, twelve proposed drainage
improvement projects, overflow relief swales in combination with outfall and inlet
improvements, were identified for relatively quick implementation by the city. Of these twelve
projects, the City of La Porte was to design in-house seven of the projects with the remaining
five being outsourced. At this time, Planning Department staff has completed the design of six
of the seven in-house projects and Public works has constructed three. Public Works has
augmented the cleaning the ditches before hurricane season, especially in areas along Galveston
Bay. Once these areas have been addressed the Public Works will construct two additional
completed designs. The seventh design to be engineered in house will be completed June 1,
2009. (Attached is the matrix of the seven projects as exhibit 2)
The other design projects are being outsourced with Klotz and Associates, of which two
construction contracts have been awarded.
3) Broadway to Bay Drainage Plan
Portions of the bayfront area, south of Little Cedar Bayou have historically developed with
drainage systems flowing away from Galveston Bay towards Taylor Bayou. The design of those
systems in what is now LaPorte, was most likely due to a gradual ridgeline that occurs between
Taylor Bayou and the bay, very near the shoreline. The city is developing a plan to reverse the
historical flow from the Broadway area to drain directly to the Bay. This will not only reduce
flooding in the Broadway area by providing several more direct flow routes, but will also reduce
the amount of water volume flowing to Taylor Bayou.
This will be done through both underground systems and overland flow depending on the
facilities in which the improvement would occur. A map has been generated of all viable rights
of way, utility easements and other linear access ways (copy attached as exhibit 3). Acquisition
of some easements will be necessary. Staff is analyzing which routes will be most effective in
terms of location perpendicular to the bayfront, size of right of way or easement, conflicting
infrastructure and cost/necessity to install or rebuild certain facilities. It is anticipated that
preliminary engineering could be done in-house for most of these projects.
4) Rain Events of April 18 and 24, 2009
April 18, 2009 Rain Event (3 hour period)
7.23 inches near UH-Clear Lake
6.75 inches in Shoreacres
5.28 inches in Baytown
The above totals exceed or closely exceed the 100-year event.
April 24, 2009 rain event (2-hour period)
7.05 inches near UH-Clear Lake
6.93 inches in Shoreacres
5.15 inches in Baytown
All of the above totals for the rain event for April 24, 2009 exceeds the 100-year event.
Overall, the La Porte area within a one week period received almost 16" of rain which accounts
to almost 35 percent of the area's yearly rain total. A listing of flood and damage complaints is
attached
hereto as exhibit 4.
5) Media Coverage of LaPorte Ordinances
In addition to the various drainage maintenance and design projects that are planned or
ongoing, the Flooding and Drainage Committee requested that the public be notified of those
drainage related policies and ordinances of the city to which the citizenry can participate or has
responsibility. A front page article was printed in the Bayshore Sun on May 6, 2009 (article is
attached as exhibit 5). The intent was to make the citizens aware of the actions they can take to
help the drainage system perform as designed, and to identify those individual actions that may
contribute to flood conditions in their neighborhood. The most effective way to avoiding
flooding is to ensure a strong partnership with all parties, individually and collectively doing
their part. It is anticipated that a blurb in the water bill could be added/rotated each month.
Prepared by Planning Department, 5-13-09
.s
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Exhibit a
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By ADAM YANELLI
Adam@bayshoresun.com
While city officials insist they are not
shucking the blame. for drainage and
flooding issues in the Bayshore, they
are asking residents to remember certain
ordinances designed to help all system
perform to the highest capability. .
La Porte Director of Planning Tim
Tietjens said last week that there are
four specific areas in which the public
can help.
"The city has its responsibility, but
the public does as well;' he said. "Our
systems are only as good at its functions
as the city and public work together to
make them go"
As an example, 'netjens said it only
takes one citizen to cut branches off
of a tree or leave a trash bag unsealed
outside near a drainage ditch to stop
things up.
"It's a partnership where all •parties
need to work together sand
do their
part to make thing g smoothly,"
areas
stressed. `"There are mainly
where we really need help from the
public:'
Tietjens fast pointed out the "No
Wake" ordinance. This ordinance
was passed after a recommendation
from the city's Flooding and Drainage
Committee.
It establishes a Class C misdemeanor
for anyone traversing a flooded street,
except under rescue conditions or when
protecting public safety, at such speed
that a wake would be created and cause
damage to a home or property.
The law went into effect in January
2008.
We want the public to know that
there is a mechanism," T10ens said. "If
you have identified someone causing a
wake, please report it so the city can
pursue it.
The second item concerns an
ordinance on the books since 1972. It
says that residents should refrain from
depositing on streets, sidewalks or other
public property things that might cause
flooding if swept down a storm sewer
or drainage channel.
Tietjens said this would include
clippings from landscaping as well as
trash bags or other, debris.
"All it takes is one plastic trash bag
r being swept down a storm sewer to get
a 100 percent blockage;' Tietjens said.
"There are things you can do. If you
The Bayshore Sun
Wednesday, May 6, 2009
DRAINAGE
Continued from page lA
see a neighbor blowing grass
clippings down a drain, use it
i as a teachable moment. 'Then,
they still don t listen, call the
r:� city" i
Tietjens explained that
landscaping clippings become ..:,
mulch when it disintegrates
in a storm sewer or . drainage
channel.
The third item is the city's fill
dirt policy. It basically says that
one resident cannot create an
adverse drainage effect on his
or her neighbor after adding fill
dirt to their property.
"We must maintain a net ,
zero effect;' 'Tetjens said.
"Neighbors on both sides of
F*.':.a Swale are required to keep
:their swales clean. They must
maintain a side lot line on their
',. side of the property."
He said that anyone with
:questions on a fill dirt issue can
visit,the Planning Department at
City Hall and speak with a city 4
engineer.
The fourth item deals with the
city's'channel systems.
"Policy, says that a property.
owner is responsible for mowing
and ;cleaning out the roadside
:''ditces in front of and alongside
the , property.
"Even though that right of
way is owned by the city, the
resident enjoys the benefits
of the improved drainage and
access;' Tietens said. "But it is
important to keep these ditches
clean so our,, drainage systems
.'. can work at their highest
capacity"
Tietjens added that all'of these
;• are common ordinances in most
:'; cities.
11.
"We don't want to penalize
��people, but we want to make
%t.sure that what people are doing
„ isn't adversely affecting others;'
he said.
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