HomeMy WebLinkAbout06-03-09 Drainage and Flooding Committee minutes
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MINUTES OF THE DRAINAGE AND FLOODING COMMITTEE
JUNE 3, 2009
1. Call to Order.
The meeting was called to order by Chairman Mike Mosteit at 5:05 p.m.
Committee Members Present: Chairman Mike Mosteit, Vice Chairman Mike Clausen, Chuck
Enge/ken and Tommy Moser.
Committee Members Absent: Howard Ebow no longer on City Council.
Other Council members Present: None
Members of City Employees Present: City Secretary Martha Gillett, City Manager Ron Bottoms,
Assistant City Manager John Joerns, GIS Technician Isaac Rodriguez, Public Works Director
Steve Gillett, and City Engineer Rodney Slaton.
Others present: Margaret Compton, and Melissa Rothmund, Roxann Mouton, Charles Nute, Kim
Still, Flo Ann Counts, Billie Bowles, Jim Counts, Cheryl Westmoreland, Richard and Ellen Winn,
Bryan Moore, Adam Yanelli of Bayshore Sun, Gary Struzick and Brian Addicks of Klotz
Associates.
2. Consider approval of Minutes of Drainage and Flooding Committee Meeting held on May 18, 2009.
Motion was made by Committee member Engelken to approve the minutes as presented. A
second by Committee Member Clausen. The motion carried.
Ayes: Tommy Moser, Mike Mosteit, Mike Clausen and Chuck Engelken.
Nays: None
Abstain: None
Absent: None
3. Petitions, Remonstrance's, communications, and citizens and taxpayers wishing to address the
Drainage and Flooding Committee.
Roxanne Mouton - Valleybrook and Spencer Highway - Ms. Mouton noted she had questions for
the committee. She wanted to know what projects were planned for the area and showed pictures
to the drainage committee of flooding concerns.
Jim Counts - Garden Club on Kansas Street - Mr. Counts informed the committee he is
representing the Garden Club. He informed them of the flooding concerns with the building and
the high costs of repairs. Requested the area be culvert area be cleaned up. He also informed the
committee he had already spoke with City Engineer Rodney Slaten. He showed the committee
some pictures.
Margaret Compton - 10901 Dogwood - Ms. Compton requested the committee consider the
highest level or repairs and upgrades to resolve the drainage issues in Fairmont Park East.
Larry Dunbar - 6342 Dobridge Drive, Sugar/and, Texas - informed the committee he was a Civil
Engineer that had been hired by the Fairmont Park Homeowner's Association. He noted he had
questions about some of the numbers and costs in the Drainage Study Report. He will be
providing the committee with a written report.
Cheryl Westmoreland - Sycamore St. - Ms. Westmoreland asked for additional time for the
Fairmont Homeowner's Association to have time to review the report.
Brian Moore - 511 S. Utah - Mr. Moore noted flooding at Utah and D has only been a problem in
the past two years. He noted he thinks the storm sewer may be stopped up and asked the City to
check it out.
4. Receive report from Klotz and Associates on Fairmont Park East and Brookglen Drainage Study.
Gary Struzick of Klotz and Associates provided the committee with an overview of the report
regarding Fairmont Park East and Brookglen Subdivision Drainage.
Mr. Struzick informed the committee they were recommending Alternative 3 as the best solution for
the Fairmont Park East Subdivision.
Mr. Struzick informed the committee that they recommend working with the Harris County Flood
Control to determine the best solution for the Brookglen area. Since this ditch does not belong to
the City, Harris County Flood Control should absorb the costs.
Committee Member Engelken noted concerns with additional study time and noted he would like
these issues to be resolved quickly. He further noted he felt we needed to contact Judge Emmitt
and Sylvia Garcia.
5. Administrative Reports
Assistant City Manager John Joerns provided a report on questions that were asked by
Committee Member Moser.
Public Works Director Steve Gillett informed the committee that he would be providing the
monthly Drainage Report to Council Monday, June 8, 2009. The committee had additional
questions for Mr. Gillett.
Chairman Mosteit requested staff bring forward the fill dirt ordinance for review to address
the runoff of silt from properties that were filled. Public Works Director Steve Gillett stated
this was going to be reviewed with the upcoming Storm Water Ordinance required by the
Phase 1/ permit through the Texas Commission on Environmental Quality (TCEQ).
John Randolph with Harris County Flood Control District advised the F101-06 project is
moving forward. In addition the channels for pipelines from Valleybrook are being looked
at for improvements.
Desilting from Valleyview to Lomax School Road will take place in the next two months.
Harris County Flood Control has reviewed the city's Master Drainage Plan and comments
were provided to Klotz tonight.
Chairman Mosteit requested the status on drainage on L Street.
Harris County Representative John Saavedra reported on the four items he was asked
about at the previous meeting.
Desilting on Fairmont Parkway will begin this week or early next week.
The Culverts Mr. Don Davis spoke on at the last meeting has been reviewed. The County
has determined that the culvers in question did not impede flow and that their removal
would not improve drainage from the detention pond. The County will not be taking action
on this request.
Advised Mr. Randolph his presence was needed at this meeting and he is present.
6. Set date for next meeting
The Drainage and Flooding Committee set the next meeting date for June 24, at 5:00 p.m.
in the Council Chambers.
7. Committee Comments
A. Matters appearing on agenda
B. Inquiry of staff requiring a statement of specific factual information or a recitation of
existing policy.
Committee members Chuck Engelken and Mike Clausen brought items to the table.
Chairman Mosteit requested a cost analysis for drainage repairs. Noted the numbers
would be helpful in the upcoming budget process.
City Manager Ron Bottoms advised this has been done and the information would be
forwarded to the committee.
8. Adjournment
There being no further business to come before the Committee, the meeting was
adjourned at 7:40 p.m.
Respectfully submitted,
Martha Gillett, TRMC, CMC
City Secretary
Approved thisc2 ~ day of
'2fr~~i~~t
4
F AIRMONT PARK EAST
&
BROOKGLEN DRAINAGE STUDY
Draft Submittal
CITY OF LA PORTE
MA Y 2009
k lot z 4~~ ass 0 cia t e 5
KLOTZ ASSOCIATES, INC.
PROJECT NO.: 0127.009.000
Texas PE Firm Registration No. F-929
F AIRMONT PARK EAST
&
BROOKGLEN DRAINAGE STUDY
CITY OF LA PORTE
MAY 2009
k lot z 43t ass 0 cia t e s
KLOTZ ASSOCIATES, INC.
PROJECT NO.: 0127.009.000
Texas PE Finn Registration No. F-929
TABLE OF CONTENTS
SECTION 1 INTRODUCTION
1.1 Purpose and Scope ................................................................................... 1-1
1.2 Authorization ........................................................................................... 1-2
SECTION 2
2.1
2.2
2.3
2.4
2.5
SECTION 3
3.1
3.2
3.3
3.4
3.5
3.6
SECTION 4
4.1
4.2
4.3
4.4
DRAINAGE ANALYSIS
Overland and Street Flow ........................................................................
Hydrology ........................................ ... .... ................. .................. .............
Inlet Capacity Analysis............................................................................
Storm Sewer Capacity Analysis.... ................. ..........................................
Alternatives Evaluated.............................................................................
2.5.1 Design Frequencies ..................................................................... ....
2.3.2 Hydraulic Grade Line .............................. .......................................
COST ESTIMATE & CONCLUSION
Alternative 1.... .......... ...............................................................................
Alternative 2A...................................... ....................................................
Alternative 2B ..........................................................................................
Alternative 3.......................................................... ...................................
Alternative 4.............................................................................................
Conclusions & Recommendations...........................................................
EV ALUA TION OF B112-00-00 AND B112-02-00
Background ..............................................................................................
Existing Model.........................................................................................
Confluence of B 112-00-00 with B 112-02-00 ..........................................
Conclusions & Recommendations ............................... ...........................
2-1
2-1
2-2
2-3
2-4
2-6
2-6
3-1
3-2
3-3
3-3
3-4
3-5
4-1
4-1
4-2
4-3
SECTION 5 RECOMMENDATIONS
5.1 Recommended Drainage Improvements .................................................. 5-1
Klotz Associates Project No. 0127.009.000
May 2009
TOC-1
Fairmont Park East & Brookglen Drainage Study
City of La Porte
FIGURES
Figure 1
Photograph of B 112-00-00 Confluence with B 112-02-00 Northeast
Quadrant Looking Downstream
Photograph of B 112-00-00 Looking Downstream
Figure 2
TABLES
Table 1
Table 2
Table 3
Table 4
Table 5
Summary of Storm Frequency Peak Flows for Fairmont Park East
Alternative 1 Cost Estimate
Alternative 2A Cost Estimate
Alternative 2B Cost Estimate
Alternative 3 Cost Estimate
Table 6
Alternative 4 Cost Estimate
Table 7
Cost Estimate - Mitigate in B 1 06-02-00 to Attenuate Increased Peak
Flows for All Alternatives
GRAPHS
Graph 1
Existing and Proposed Fleetwood Drive Profile Grade Line with Side
Street Low Point Elevations
TOC-2
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
Exhibit 1
Exhibit 2
Exhibit 3
Exhibit 4
Exhibit 5
Exhibit 6
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
EXIDBITS
Vicinity Map
Fairmont Park East Drainage Area & Storm Sewer Map
Fairmont Park East 6-inch Ponding Depth above Top of Curb
Fairmont Park East 12-inch Ponding Depth Above Top of Curb
Fairmont Park East 18-inch Ponding Depth Above Top of Curb
Confluence of B 112-00-00 and B 112-02-00
APPENDICES
Existing Storm Sewer Capacity Analysis
Hydraulic Model Results, Calculations & HGL's for Alternatives
Hydraulic Evaluation for Conveyance of Excess Runoff in Roadway
Alternative-1 Add Parallel Trunk Line to Existing Storm Sewer with
Pavement Repair for One Travel Lane to Sycamore Dr.
North
Alternative-2A Remove Existing Storm Sewer Trunk Line and Replace
with 5-year Capacity Trunk Line
Alternative-2B Remove Existing Storm Sewer Trunk Line and Replace
with lO-year Capacity Trunk Line
Alternative-3 Add Parallel Storm Trunk Line to Existing Storm
Sewer with Pavement Repair for One Travel Lane to
Spruce Dr. North
Alternative-4 Lower Roadway Profile from Mesquite Dr. to Spruce
Dr. South and Replace Storm Trunk Line with a 5-year
Capacity Trunk Line
Hydrologic Data
Existing & Proposed Fleetwood Drive Profile Grade Data
Data CD
TOC-3
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
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 B 106-02-00. Fairmont Park East Section One is located south of HCFCD Unit
BI06-02-00 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 B 112-02-00 and Willow Springs Gully
(B112-00-00) for alternatives to reduce water surface elevations upstream of the
confluence in tributary B112-02-00. BI12-02-00 is a concrete lined trapezoidal channel
that flows from east to west where it merges with BI12-00-00, (See Exhibit 6). Flooding
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Klotz Associates Project No. 0127.009.000
May 2009.
Fairmont Park East & Brookglen Drainage Study
City of La Porte
in Brookglen subdivision is due to backwater from Bl12-00-00 backing up into Bl12-02-
00. Bl12-02-00 has about 200-acres of contributing drainage area and the channel is
approximately 2,500-feet in length between Bl12-00-00 and Canada Road. Willow
Springs Gully (Bl12-00-00) 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
our findings from performing a drainage analysis on the storm sewer system in Fairmont
Park East subdivision and provide alternatives for drainage improvements with associated
construction costs. In addition, Klotz Associates is tasked with investigating channel
geometry at the confluence of HCFCD Unit Bl12-00-00 and HCFCD Unit Bl12-02-00
to determine improvement alternatives to reduce water surface elevations 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; therefore, the results are only estimates and should be verified by the use of a
survey and detailed methods during design. 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
May 2009
Fairmont Park East & Brookg1en Drainage Study
City of La Porte
SECTION 2
FAIRMONT PARK EAST
DRAINAGE ANALYSIS
2.1 Overland & 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
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Fairmont Park East & Brookglen Drainage Study
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 encompassed by the side property lines and from the back property line
to the center 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 Porte nomagraph.
These inlet times were compared to the City of Houston method for consistency.
Overland slope comparisons provided lower inlet times and higher flows. Detailed
analysis of the existing storm sewer is estimated and should be verified during design
using topographic survey and/or as-built record drawings. To verify the capacity of the
existing storm sewer, a 3-year storm event was used to calculate runoff similar to historic
methods and was determined to be about 180.0 cubic feet per second ((cfs)) for a 106.6-
acre area using a runoff coefficient of 0.55. A 5-year storm even generates about 225.0
(( cfs)) for the same area.
Peak discharges for rainfall frequencies between the 3-year even up to the 100-year even
are included in Table 1.
2.3 Inlet Capacity Analysis
The City requires inlets and storm sewers to be designed for a minimum 3-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
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Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
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). Overall,
total inlet flow capable entering the storm sewer can be estimated to be 225.0 (cfs) (45
inlets x 5 (cfs)/inlet = 225.0 (cfs)). With a 3-year overall runoff of 180.0 (cfs) for 106.6
acres (194 (cfs) for C = 0.60) the total inlet capacity is adequate.
2.4 Storm Sewer Capacity Analysis
Existing storm sewer sizes were field measured along the main trunk line on the east side
of Fleetwood Drive; using LiDAR manhole rims and curb inlet tops were combined with
field measurement to determine elevations. Field survey collected for design of overland
sheet flow swales was checked against LiDAR at the outfall pipe to determine accuracy
of the LiDAR data 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. Existing storm sewer sizes were obtained
from the City of La Porte and field verified, (See Exhibit 2).
The outfall pipe is a sixty-inch (60-inch) corrugated metal pipe (CMP) with invert
elevation six-inches (6-inches) above HCFCD Unit B106-02-00 channel flow line.
Typically, storm sewers are designed with velocities of 6.0 feet per second (fps), based
on this, the capacity of a 60-inch CMP has a cross sectional area of 19.6 (sf) capable of
producing 118.0 (cfs) (6.0 fps x 19.6 (sf) = 118 (cfs)). This is inadequate to carry the
peak runoff for Fairmont Park East at 180.0 (cfs) for the 3-year event. Verification of
these results were performed in a Hydroflow model which calculated an existing capacity
of 116.0 (cfs), (See Appendix A).
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Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
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
storm pipe. The existing storm sewer capacity was analyzed based on a top of pipe
starting water surface elevation of 14.69 (NA VD 88, 2001 Adj.) and invert elevation of
9.69 (NA VD 88, 2001 Adj.).
Exhibits 3, 4 and 5 is a ponding analysis that shows excess runoff cannot enter into the
storm sewer system. An inadequate number of inlets can cause this, the inlet capacity
may not be enough, or it could be due to an undersized storm sewer system. Increases in
ponding elevation are in 6-inch increments. When ponding depth approaches I8-inches
over the top of the curb, or inlet, areas that become inundated show some consistency
with repetitive loss data. Ponding elevations very from street to street based on runoff
instead of tail water backing up into the system from the channel.
2.5 Alternatives Evaluation
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
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Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
outfall. Replace pavement on the northbound side of Fleetwood Drive without
lowering 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.
3. Partial Pavement Improvements with Partial Storm Improvements - 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 Improvements - 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.
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Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
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
of about 15.8 (NA VD 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 along adjacent side streets, that cross Fleetwood Drive, is caused by surcharged
pipes resulting in the hydraulic grade line (HGL) emerging above natural ground. When
the HGL is kept below the pipe soffit or below natural ground then the storm sewer is
considered adequately. 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 Spruce Dr. South. 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 Noo 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
SECTION 3
FAIRMONT PARK EAST COST ESTIMATE & CONCLUSION
All the alternatives investigated involve removing the existing 60-inch CMP outfall pipe
and replaced with a larger capacity reinforced concrete box (RCB) outfall, headwall, and
wing walls. Alternatives I, 2A, 3 and 4 propose an 8'x 6' RCB and Alternative 2B
proposes a 9'x 6' RCB to provide needed capacity.
Alternatives described in this report increase peak flows over existing conditions at the
outfall; therefore, HCFCD may require mitigation of these increases in peak flows
downstream that will have significant impacts to cost estimates. Construction estimates
described herein do not include mitigation options or costs.
3.1 Alternative 1 Add Parallel Trunk Line to Existing Storm Sewer with Pavement
Repair for One Travel Lane to Sycamore Dr. North
Alternative I 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 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 225.5 (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.
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Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
The associated construction estimate in today's dollars is approximately $1.08 million
and consists of 10% for contingencies. Add 12% for engineering and surveying and the
total estimate reaches $1.21 million.
3.2 Alternative 2A Remove Existing Storm Sewer Trunk Line and Replace with 5-year
Capacity Trunk Line
Alternative 2A 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 limits of the trunk line replacement are from the outfall
to North Sycamore.
This configuration has a design capacity of 225.0 (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 $1.36 million and includes 10%
for contingencies. Add 12% for engineering and surveying and the total estimate reaches
$1.52 million. Increases in cost over Alternative 1 are due to replacing the entire storm
sewer with new pipe over leaving the pipe in use.
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Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
3.3 Alternative 2B Remove Existing Storm Sewer Trunk Line and Replace with 10-
year Capacity Trunk Line
Alternative 2B is similar to Alternative 2A but is designed to provide a lO-year event
level of protection. The trunk line is increased to 9'x 6' RCB's downstream to provide a
lO-year capacity.
The construction estimate for Alternative 2B is approximately $1.90 million with a 10%
contingency and with engineering and surveying added in the estimate totals $2.13
million.
3.4 Alternative 3 Add Parallel Storm Trunk Line to Existing Storm Sewer with
Pavement Repair for One Travel Lane to Spruce Dr. North
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 225.0 Ccfs) for a 5-year event at the outfall
and keeps the HGL below Fleetwood Drive.
The associated construction estimate is approximately $1.21 million including 10% for
contingencies. Add 12% for engineering and surveying and the total estimate reaches
$1.35 million. The costs are similar the Alternative 2A 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
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Fairmont Park East & Brookglen Drainage Study
City of La Porte
Other design configurations will relieve ponding and flooding during normal rainfall
events that occur more frequently than the 100-year frequency. Depending on the design
frequency, a 3-year design costs approximately 20% less than the estimates presented
above and itemized in Table-2 thru Table-7.
3.5 Alternative 4 Lower Roadway Profile from Mesquite Dr. to Spruce Dr. South and
Replace Storm Trunk Line with a 5-year Capacity Trunk Line
Alternative 4 is based on lowering Fleetwood Drive from Mesquite Drive to Linwood Dr.
and removing and replacing the existing storm sewer trunk line. This alternative provides
a level of protection for a 5-year event and path for sheet flow leave the subdivision. The
average drop in the profile is 1.25-feet with the deepest drop accruing at Mesquite of
1.70-feet and the smallest at Spruce Dr. of O.04-feet.
Conveyance calculations were performed using a profile grade sloping down toward
BI06-02-00 at 0.078% between Mesquite and Linwood and profile grade of 0.186%
between Linwood and Spruce Dr. From the ponding analysis depicted in Exhibits 3, 4 &
5 properties become inundated between I-foot and 1.5-feet above the top of curb. Under
proposed conditions, Alternative 4 conveys about 74.0 cfs at a depth of 1.20-feet in the
northern roadway section and approximately 114.0 cfs at a depth of 1.20-feet for the
southern section roadway section. This is in addition to 5-year capacity of the storm
sewer trunk line at 216.0 cfs for total discharge equal 330.0 cfs.
Estimated construction costs are approximately $1.97 million with a 10% contingency
and $2.21 million after engineering and surveying.
3-4
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
3.6 Conclusions & Recommendations
Factors that may affect cost and design are re-routing the existing storm sewer through an
adjacent storm sewer system. 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. Furthermore, the
additional capacity required to relieve flooding in the subdivision for a 5-year even is on
the order of 100 cfs which would require a 54-inch pipe.
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 both vertically and horizontally in the pipeline corridor for storm pipe or storm
sewer crossings. Additional considerations are the added review and coordination time
for each pipeline company to 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.
Each alternative listed here increase runoff that will require mitigation. The only location
to place mitigation for this project is within the HCFCD B I 06-02-00 channel from the
outfall downstream to B I 06-00-00. Table 6 represents the costs associated with
alternative which should be added to each of the alternatives listed above. To mitigate
within the channel, approximately 33 ac-ft of available storage can be achieve for
$770,000.
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 I.O-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
3-5
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
the Mesquite and HCFCD Unit BI06-02-00 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 may be found ill the tables at the back of this report.
3-6
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
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). Bl12-02-00 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 BI12-02-00 and Willow Springs
Gully (B112-00-00) for improvements alternatives to reduce water surface elevations in
tributary B 112-02-00 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: 1 V 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.
4-1
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
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 BIl2-02-00
due to full development contributing runoff to the channel. Downstream of the
confluence with BI12-02-00 flow increases to 3,429 (cfs), an increase of 165 (cfs).
Within the reach between Spencer Highway and Bl12-02-00, 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, flows in the channel 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
through 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.
4.3 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 BIl2-00-00 upstream and
downstream of the confluence is similar for the same normal depth of l2.5-feet. With
this logic, flows were calculated for 4-feet to measure the effects of the confluence
configuration on tributary BIl2-02-00 using empirical formulas. The 4-foot depth was
4-2
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
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 (cfs) downstream
or a difference of 74 (cfs). For the same depth in tributary B1l2-02-00 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 Bl12-00-00 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
B 112-02-00 due to backwater conditions.
4.4 Conclusions & Recommendations
Reductions in water surface at the confluence can be achieved by reducing the backwater
influence of Bl12-00-00. 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 B1l2-00-00,
undeveloped area just downstream of Fairmont Parkway on the east bank of B 112-00-00
or possible areas north of Spencer Highway to name a few examples.
Construction estimates for removing the 890-foot bench section are approximately $1.10
million with a lO% contingency. Detention basin unit costs are typically in the range of
$8,000-$12,000 per acre-foot of detention. The buyout locations adjacent to Bl12-02-00
total approximately 2.20 acres. For a depth in the channel of lO-feet, approximately 22.0
ac-ft of storage is available from these locations at an average cost of $220,000.
It is concluded that reductions in the water surface elevation within B 112-02-00 can be
achieved by reducing the backwater effects of Bl12-00-00 and/or by addressing the high
4-3
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
flows coming into the City from upstream. Reducing backwater effects in B 112-00-00
involve channel modifications downstream of the confluence by modifying the channel
cross section or removing restrictions outside of the City limits or providing detention
upstream of the confluence. Locations where detention can be placed upstream are
limited to areas, which are located outside the City limits. Further study and
implementation of improvements are the responsibility of HCFCD who own and
maintain these channel. It is recommended the City request the Harris County Flood
Control District investigate drainage options along B112-00-00 to reduce flooding in
Brookglen Subdivision.
4-4
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
SECTION 5
RECOMMENDA TIONS
5.1 Recommended Drainage Improvements
Fairmont Park East
Alternative 3 is recommended to provide drainage for a 5-year storm event and lower the
hydraulic grade line thereby, reducing ponding elevations at low points for side streets
intersecting Fleetwood Drive. Alternative 3 involves adding a parallel storm sewer trunk
line to the existing storm trunk line under the northbound pavement section from
Mesquite to N. Spruce with least inconvenience to the public over the other alternatives.
Estimated construction cost is $1,206,000. A junction box at N. Spruce is proposed to tie
the existing storm sewer serving areas north of N. Spruce into the new parallel storm pipe.
This alternative is selected because the difference in cost from the least expensive option,
Alternative 1, is approximately $100,000 and lowers the hydraulic grade line for both the
existing trunk line and proposed trunk line below street level. Alternative 3 is similar to
Alternative 1 but require less pavement repair by using a shorter trunk line over
Alternative 1.
Mitigation may be required and coordination with HCFCD is needed for this project.
Brookglen Subdivision
It is recommended that the City request Harris County Flood Control District (HCFCD)
investigate alternatives to reduce water surface elevations in HCFCD Unit BI12-00-00
and Unit B 112-02-00. The City of La Porte is limited from implementing improvements
that lower water surface elevations in the channel due to cost effectiveness and City
limits. These are channels that are owned and maintained by HCFCD.
5-1
Klotz Associates Project No. 0]27.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
Flooding and limited channel capacities within the City along BI12-00-00 are a result of
conditions that occur through the entire channel reach and are not just concentrated
within City limits. Removing the benches in Bl12-00-00, downstream of the confluence
with B112-02-00 and providing mitigation elsewhere are expensive and may serve to
lower flooding in the City; however, downstream backwater effects outside City limits
along with high flood flows from upstream areas of B112-00-00 create significant
changes to the flooding in this area of the City. To reduce flooding in Brookglen, the
HCFCD will need to implement improvements that address drainage issues both, inside
City limits and outside City limits.
5-2
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
Figures
Photographs Taken at HCFCD B112-00-00 & B112-02-00
Figure 1 - Bl12-00-00 Confluence with Bl12-02-00 Northeast Quadrant Looking Downstream
Figure 2 - B 112-00-00 Looking Downstream
1-1
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
Tables
Construction Cost Estimates
Table 1
Fairmont Park East Subdivision
Summary of Storm Frequency Peak Flows for the Drainage Area
Rainfall Time of
Area Runoff Coefficient Intensity Peak Discharge
Frequency Concentration
(acres) (C) I, (in/hr) Q, (cfs)
(Year) TC, (min)
3-yr 106.6 0.55 37.8 3.04 II 180.0 I
5-yr 106.6 0.55 37.8 3.60 II 225.0 I
lO-yr 106.6 0.55 37.8 4.11 II 240.8 I
25-yr 106.6 0.55 37.8 4.80 II 282.0 I
100-yr 106.6 0.55 37.8 5.85 II 343.0 I
TB-l
Klotz Associates Project No. 0127.009.000
May 2009
Fairmont Park East & Brookglen Drainage Study
City of La Porte
Alternative-1
Add a Parallel Storm Trunk under the Northbound Pavement of Fleetwood Drive
From HCFCD Unit 8106-02-00 (Outfall) to Sycamore Dr. North (2,950 LF)
Remove and Replace Northbound Pavement
Table 1
Item Item Description Unit Estimated Unit Price Total Cost
No. Quantity
1 Mobilize & Prepare Right-of-Way (5% of Total) LS 1 $ 46,500.00 $ 46,500.00
2 Remove & Dispose of Existing Pavement on One SY 4,425 $ 3.10 $ 13,720.00
Side
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 SY 4,425 $ 40.00 $ 177,000.00
Subgrade)
6 Inlets Types A, B, C EA 22 $ 2,233.33 $ 49,140.00
7 24" Reinforced Concrete Pipe LF 330 $ 51.00 $ 16,830.00
8 36" Reinforced Concrete Pipe LF 541 $ 70.00 $ 37,870.00
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 $ 185.00 $ 102,860.00
12 5' x 5' Reinforced Concrete Box LF 291 $ 230.00 $ 66,930.00
13 6' x 5' Reinforced Concrete Box LF 823 $ 200.00 $ 164,600.00
14 8' x 6' Reinforced Concrete Box LF 205 $ 350.00 $ 71,750.00
15 60" Equalizer Pipe Between Both Storm Trunks LF 120 $ 185.00 $ 22,200.00
16 Junction Box EA 1 $ 10,000.00 $ 10,000.00
17 Manholes EA 10 $ 3,000.00 $ 30,000.00
18 Wingwall with Headwall EA 1 $ 25,000.00 $ 25,000.00
19 5" Concrete Riprap SY 75 $ 42.00 $ 3,150.00
20 Cement Stabilized Sand Ton 879 $ 40.00 $ 35,160.00
21 Adjust & Grout Manholes EA 10 $ 1,000.00 $ 10,000.00
22 SWPPP LS 1 $ 20,000.00 $ 20,000.00
Trunk Line & Pavement - Subtotal Construction: $ 985,140.00
10% Contingency $ 98,514.00
Trunk Line & Pavement - Total Construction: $ 1,083,654.00
Total Construction & Enaineerina (12%): $ 1,213,692.48
Klotz Associates Project No. 0127.009.000
May 2009
Table 2
Fairman! Pari< East and Brookglen Drainage Study
Cijyof La Porte
Alternative-2A
Remove Existing Storm Trunk Line Adjacent to the Northbound Pavement of Fleetwood Drive from
HCFCD Unit 8106-02-00 (Outfall) to Sycamore Dr. North and Install New Storm Trunk Designed for a 5-
year Event Minimize Pavement Replacement & Utility Conflicts
Item Item Description Unit Estimated Unit Price Total Cost
No. Quantity
1 Mobilize & Prepare Right-of-Way (5% of Total) LS 1 $ 55,800.00 $ 55,800.00
2 Remove & Dispose of Existing Pavement SY 293 $ 3.10 $ 910.00
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 SY 293 $ 40.00 $ 11,740.00
(Include Subgrade)
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 $ 51.00 $ 16,830.00
9 48" Reinforced Concrete Pipe LF 236 $ 100.00 $ 23,600.00
10 60" Reinforced Concrete Pipe LF 540 $ 185.00 $ 99,900.00
11 6' x 5' Reinforced Concrete Box LF 310 $ 200.00 $ 62,000.00
12 7' x 5' Reinforced Concrete Box LF 849 $ 336.00 $ 285,270.00
13 8' x 6' Reinforced Concrete Box LF 1,015 $ 350.00 $ 355,250.00
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 $ 20,000.00 $ 20,000.00
Trunk Line & Pavement Repair - Subtotal Construction: $ 1,234,280.00
10% Contingency $ 123,428.00
Trunk Line & Pavement Repair - Total Construction: $ 1,357,708.00
Total Construction & Enaineerina (12%): $ 1,520,632.96
Klotz Associates Project No. 0127.009.000
May 2009
Table 3
Fairmont Park East and Brookglen Drainage Study
City of La Porte
Alternative-2B
Remove Existing Stonn Trunk Line Adjacent to the Northbound Pavement of Fleetwood Drive from
HCFCD Unit 8106-02-00 (Outfall) to Sycamore Dr. North and Install New Storm Trunk Designed for a 10-
year Event Minimize Pavement Replacement & Utility Conflicts
Item Item Description Unit Estimated Unit Price Total Cost
No. Quantity
1 Mobilize & Prepare Right-of-Way (5% of Total) LS 1 $ 55,800.00 $ 55,800.00
2 Remove & Dispose of Existing Pavement SY 293 $ 3.10 $ 910.00
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 SY 293 $ 40.00 $ 11,740.00
(Include Subgrade)
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 $ 51.00 $ 16,830.00
9 60" Reinforced Concrete Pipe LF 236 $ 185.00 $ 43,660.00
10 5' x 5' Reinforced Concrete Box LF 540 $ 230.00 $ 124,200.00
11 7' x 5' Reinforced Concrete Box LF 310 $ 336.00 $ 104,160.00
12 8' x 6' Reinforced Concrete Box LF 1,138 $ 350.00 $ 398,300.00
13 9' x 6' Reinforced Concrete Box LF 724 $ 890.00 $ 644,360.00
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 1,417 $ 40.00 $ 56,700.00
18 SWPPP LS 1 $ 20,000.00 $ 20,000.00
Trunk Line & Pavement Repair - Subtotal Construction: $ 1,727,640.00
10% Contingency $ 172,764.00
Trunk Line & Pavement Repair - Total Construction: $ 1,900,404.00
Total Construction & Enaineerina (12%): $ 2,128,452.48
Klotz Associates Project No. 0127.009.000
May 2009
Table 4
Fairmont Park East and Brookglen Drainage Study
City of La Porte
Alternative-3
Add a Parallel Storm Trunk under the Northbound Pavement of Fleetwood Drive
From HCFCD Unit 8106-02-00 (Outfall) to Spruce Dr. North
Remove and Replace Northbound Pavement (2,200 LF)
Item Item Description Unit Estimated Unit Price Total Cost
No. Quantity
1 Mobilize & Prepare Right-of-Way (5% of Total) LS 1 $ 46,000.00 $ 46,000.00
2 Remove & Dispose of Existing Pavement SY 3,300 $ 3.10 $ 10,230.00
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 SY 3,300 $ 40.00 $ 132,000.00
Subgrade)
6 Inlets Types A, B, C EA 18 $ 2,233.33 $ 40,200.00
7 24" Reinforced Concrete Pipe LF 270 $ 51.00 $ 13,770.00
8 5' x 5' Reinforced Concrete Box LF 548 $ 230.00 $ 126,040.00
9 6' x 5' Reinforced Concrete Box LF 556 $ 200.00 $ 111,200.00
10 7' x 5' Reinforced Concrete Box LF 581 $ 336.00 $ 195,220.00
11 7' x 6' Reinforced Concrete Box LF 521 $ 330.00 $ 171,930.00
12 8' x 6' Reinforced Concrete Box LF 217 $ 350.00 $ 75,950.00
13 60" Equalizer Pipe Between Both Storm Trunks LF 120 $ 185.00 $ 22,200.00
14 Junction Box EA 1 $ 10,000.00 $ 10,000.00
15 Manholes EA 9 $ 3,000.00 $ 27,000.00
16 Wingwall with Headwall EA 1 $ 25,000.00 $ 25,000.00
17 5" Concrete Riprap SY 75 $ 42.00 $ 3,150.00
18 Cement Stabilized Sand Ton 1,051 $ 40.00 $ 42,050.00
19 Adjust & Grout Manholes EA 9 $ 1,000.00 $ 9,000.00
20 SWPPP LS 1 $ 20,000.00 $ 20,000.00
Trunk Line & Roadway - Subtotal Construction: $ 1,095,950.00
10% Contingency $ 109,595.00
Trunk Line & Roadwav - Total Construction: $ 1,205,545.00
Total Construction & Enaineerina (12%): $ 1,350,210.40
Klotz Associates Project No. 0127.009.000
May 2009
Table 5
Fairmont Park East and Brookglen Drainage Study
City of La Porte
A1ternative-4
Removal and Replace Roadway with Lower Profile Grade Line for Fleetwood Drive
Replace Existing Storm Trunk Adjacent to Pavement
From HCFCD Unit 8106-02-00 (Outfall) to Spruce Dr. South (2,400 LF)
Item Item Description Unit Estimated Unit Price Total Cost
No. Quantity
1 Mobilize & Prepare Right-of-Way (5% of Total) LS 1 $ 88,900.00 $ 88,900.00
2 Remove & Dispose of Existing Pavement SY 13,137 $ 3.10 $ 40,730.00
Full Width, Intersections & Crossing Streets
3 Remove & Dispose of Existing Storm Pipe LF 2,715 $ 16.00 $ 43,440.00
4 Roadway Excavation CY 5,355 $ 3.60 $ 19,280.00
5 Storm Excavation CY 1,496 $ 4.60 $ 6,890.00
6 7" Reinforced Concrete Pavement SY 13,137 $ 40.00 $ 525,470.00
(Include Subgrade)
7 Curb Ramps EA 34 $ 3,300.00 $ 112,200.00
8 Inlets Types A, B, C EA 34 $ 2,233.33 $ 75,940.00
9 24" Reinforced Concrete Pipe for Additional Curb LF 510 $ 51.00 $ 26,010.00
Return Inlets
10 54" Reinforced Concrete Pipe LF 305 $ 125.00 $ 38,130.00
11 60" Reinforced Concrete Pipe LF 236 $ 185.00 $ 43.660.00
12 6' x 5' Reinforced Concrete Box LF 589 $ 200.00 $ 117,800.00
13 8' x 5' Reinforced Concrete Box LF 570 $ 295.00 $ 168,150.00
14 8' x 6' Reinforced Concrete Box LF 1,015 $ 350.00 $ 355,250.00
15 Manholes EA 11 $ 3,000.00 $ 33,000.00
16 Wingwall with Headwall EA 1 $ 25,000.00 $ 25,000.00
17 5" Concrete Riprap SY 75 $ 42.00 $ 3,150.00
18 Cement Stabilized Sand Ton 1,305 $ 40.00 $ 52,220.00
19 SWPPP LS 1 $ 20,000.00 $ 20,000.00
Trunk Line & Roadway - Subtotal Construction: $ 1,795,220.00
10% Contingency $ 179,522.00
Trunk Line & Roadwav - Total Construction: $ 1,974,742.00
Total Construction & Enaineerina (12%): $ 2,211,711.04
Klotz Associates Project No. 0127.009.000
May 2009
Table 6
Fairmont Park East and Brookglen Drainage Study
City of La Porte
Mitigation for Alternatives
Detention Mitigation in HCFCD Unit 8106-02-00 for Increases in Storm Water Runoff from Proposed
Improvement Alternatives (4,800 LF of Channel)
Item Item Description Unit Estimated Unit Price Total Cost
No. Quantity
1 Mobilize & Prepare Right-of-Way (5% of Total) LS 1 $ 30,200.00 $ 30,200.00
2 Channel Excavation CY 54,088 $ 7.45 $ 402,960.00
3 Backfill Sta. 48 $ 125.00 $ 6,000.00
4 Embankment CY 5,409 $ 7.50 $ 40,570.00
5 Proposed Concrete Restrictor at Confluence of LS 1 $ 50,000.00 $ 50,000.00
B106-02-00 & B106-00-00
6 36-IN CMP Removal and Replacement LF 40 $ 72.00 $ 2,880.00
7 42-IN CMP Removal and Replacement LF 40 $ 77.00 $ 3,080.00
8 Broadcast Seed (Temp) Warm SY 65,873 $ 0.08 $ 5,270.00
9 Broadcast Seed (Temp) Cool SY 65,873 $ 0.07 $ 4,620.00
10 Block Sodding SY 4,267 $ 2.50 $ 10,670.00
11 Drill Seeding (Perm) Warm SY 65,873 $ 0.07 $ 4,620.00
12 Drill Seeding (Perm) Cool SY 65,873 $ 0.08 $ 5,270.00
13 Fertilizer AC 2 $ 3,000.00 $ 4,540.00
14 Vegetative Watering MG 907 $ 14.17 $ 12,860.00
15 5" Concrete Riprap SY 500 $ 42.00 $ 21,000.00
16 SWPPP LS 1 $ 20,000.00 $ 20,000.00
Excavation and Channel Stabilization in HCFCD 8106-02-00 $ 624,540.00
10% Contingency $ 62,454.00
Channel 8106-02-00 EXDansion for Detention - Total Construction: $ 686,994.00
Total Construction & Enaineerina (12%): $ 769,433.28
Klotz Associates Project No. 0127.009.000
May 2009
Table 7
Fairmont Park East and Brookglen Drainage Study
City of La Porte
B112-00-00 Bench Removal from B112-02-00 to 890-
feet Downstream
Item Item Description Unit Estimated Unit Price Total Cost
No. Quantity
1 Traffic Control LS 1 $ 10,000.00 $ 10,000.00
2 Site Preparation and Restoration LS 1 $ 10,000.00 $ 10,000.00
3 Concrete Liner Demolition SY 22,560 $ 6.00 $ 135,360.00
4 Channel Excavation CY 4,800 $ 8.00 $ 38,400.00
5 Concrete Liner (1.1:1 SS) SY 10,560 $ 40.00 $ 422,400.00
6 Concrete Liner (1.5:1 SS) SY 8,640 $ 40.00 $ 345,600.00
7 Transition to 10'x8' Box Culvert LS 1 $ 5,000.00 $ 5,000.00
8 Transition to Downstream End LS 1 $ 5,000.00 $ 5,000.00
9 Rip Rap at Downstream End SY 500 $ 45.00 $ 22,500.00
10 SWPPP LS 1 $ 10,000.00 $ 10,000.00
Subtotal $ 1,004,260.00
1
07-2008
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DRAINAGE AREA &
STORM SEWER MAP
NAVD88 2001 Adj. Aerial Source: HGAC 2008
Area (ac) C Q(3-YR) Q(5-YR)
A 106.6 0.55 188.9 cfs 223.1 cIs
B 19.9 0.55 52.8 cIs 60.8 cIs
C 19.1 0.55 50.8 cIs 58.5 cIs
D 16.9 0.55 45.1 cfs 51.9 cIs
CITY OF LA PORTE
FAIRMONT PARK EAST &
BROOKGLEN DRAINAGE STUDY
KLOTZ PRQ.l NO.: 0127.009.000
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Appendix A
Analysis of Existing Storm Sewer Capacity
APPENDIX A
STREET NAME AND STATION REFERENCE
Fainnont Park East
Refer to the following list for residential streets and stationing along Fleetwood Drive used in the
model results:
Street Names Crosses Fleetwood From The Station Location
Mesquite Drive East & West Sta. 2+05.0
Burch Drive East & West Sta. 4+38.0
Collings wood Drive East & West Sta. 7+25.0
West Mulberry Drive East & West Sta.1O+15.5
East Idlewood Drive East & West Sta. 13+06.5
West Dogwood Drive East & West Sta. 15+85.0
East Linwood Drive East & West Sta. 18+64.0
Spruce Drive South East & West Sta.21+74.0
Spruce Drive North East & West Sta. 24+ 1 0.0
Sycamore Drive South East & West Sta.27+15.0
Sycamore Drive North East & West Sta. 29+51.0
Spencer Highway East & West Sta. 33+60.0
Klotz Associates Project No. 0127.009.000
May 2009
Appendix A-I
Painnont Park East & Brookg1en Drainage Study
City of La Porte
Existing Storm Sewer
City of La Porte 3-year Rational Method
25-year Starting Water Surface in Channel
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Appendix B
Analysis of Proposed Alternatives
Alternative-1
Add a Parallel Storm Trunk under the Northbound Pavement of Fleetwood Drive
From HCFCD Unit B106-02-00 (Outfall) to Sycamore Dr. North
Remove and Replace Northbound Pavement
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Remove Existing Storm Trunk Line Adjacent to the Northbound Pavement of
Fleetwood Drive from HCFCD Unit BI06-02-00 (Outfall) to Sycamore Dr. North
and Install New Storm Trunk Designed for a 5-year Event
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Channel Report
Hydraflow Express Extension for AutoCAOO Civil 30@ 2008 by Autodesk, Inc.
Wednesday, May 27 2009
Alternative-4: Fleetwood Drive Capacity at 5 = O.0780k
User-defined
Invert Elev (ft)
Slope (%)
N-Value
Calculations
Compute by:
No. Increments
Highlighted
= 17.50 Depth (ft) = 1.20
= 0.08 Q (cfs) = 73.95
= Composite Area (sqft) = 33.27
Velocity (ft/s) = 2.22
Wetted Perim (ft) = 36.46
Q vs Depth Crit Depth, Yc (ft) = 0.67
= 20 Top Width (ft) = 35.30
EGL (ft) = 1.28
(Sta, EI, n)-(Sta, EI, n)...
(0.00, 19.50)-(6.00, 19.05, 0.035)-(11.00, 19.00, 0.035)-(15.50, 18.00, 0.035)-(16.00, 18.00, 0.013)-(16.00, 17.50, 0.013)-(18.00, 17.50, 0.013)
-(30.00,17.77,0.013)-(42.00,17.50,0.013)-(44.00, 17.50,0.013)-(44.00,18.00,0.013)-(44.50, 18.00,0.013)-(49.00,19.00,0.035)-(54.00,19.05,0.035)
-(60.00, 19.50, 0.035)
\ /
'--- .-I
\ ~ 7 /
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V ~ ............. ~
.- ......
Elev (ft)
20.00
19.50
19.00
18.50
18.00
17.50
17.00
-5
o
Section
Depth (ft)
2.50
2.00
1.50
1.00
0.50
0.00
5
-0.50
10
15
20
25
30
35
40
45
50
55
60
65
Sta (ft)
Channel Report
Hydraflow Express Extension for AutoCAOO Civil 300 2008 by Autodesk, Inc.
Wednesday, May 27 2009
Alternative-4: Fleetwood Drive Capacity at S = 0.078%
User-defined
Invert Elev (ft)
Slope (%)
N-Value
Highlighted
= 17.50 Depth (ft) = 1.20
= 0.08 Q (cfs) = 73.95
= Composite Area (sqft) = 33.27
Velocity (ft/s) = 2.22
Wetted Perim (ft) = 36.46
Q vs Depth Crit Depth, Yc (ft) = 0.67
= 20 Top Width (ft) = 35.30
EGL (ft) = 1.28
Calculations
Compute by:
No. Increments
(Sta, El, n)-(Sta, El, n)...
(0.00,19.50)-(6.00,19.05,0.035)-(11.00, 19.00,0.035)-(15.50,18.00,0.035)-(16.00, 18.00,0.013)-(16.00,17.50,0.013)-(18.00,17.50,0.013)
-(30.00,17.77,0.013)-(42.00,17.50,0.013)-(44.00, 17.50,0.013)-(44.00,18.00,0.013)-(44.50, 18.00,0.013)-(49.00,19.00,0.035)-(54.00,19.05,0.035)
-(60.00, 19.50, 0.035)
Depth (ft)
Performance Curve
Elev (ft)
3.00
20.50
2.00
19.50
1.00
18.50
0.00
o
10 20
30
40
50
60
70
80
17.50
90
100
110
120
130
Q (cfs)
Normal Depth
"-------------.---- ------~-------
Wp
(ft)
0.844 0.52 13.09
0.20 1.988 2.578 0.77 22.18
0.30 5.334 5.160 1.03 28.61
0.40 10.94 7.960 1.37 28.81
0.50 17.99 10.76 1.67 29.01
0.60 24.19 13.71 1.76 30.93
0.70 31.31 16.74 1.87 31.85
0.80 38.92 19.86 1.96 32.77
0.90 47.01 23.08 2.04 33.69
1.00 55.54 26.38 2.11 34.62
1.10 64.52 29.78 2.17 35.54
1.20 73.95 33.27 2.22 36.46
1.30 83.82 36.84 2.28 37.38
1.40 94.14 40.50 2.32 38.30
1.50 104.9 44.26 2.37 39.23
1.60 86.50 48.84 1.77 50.56
1.70 95.82 53.91 1.78 53.24
1.80 105.9 59.24 1.79 55.91
1.90 116.9 64.84 1.80 58.59
2.00 128.6 70.71 1.82 61.26
Hydraflow Express - Alternative-4: Fleetwood Drive Capacity at S
0.078% - OS/27/09
1
Hydraflow Express - Alternative-4: Fleetwood Drive Capacity at S
0.078% - OS/27/09
2
Channel Report
Wednesday, May 27 2009
Hydraflow Express Extension for AutoCAD@ Civil 300 2008 by Autodesk, Inco
Alternative-4: Fleetwood Drive Capacity at 5 = 0.1860/0
User-defined
Invert Elev (ft)
Slope (%)
N-Value
Calculations
Compute by:
No. Increments
Highlighted
= 17.50 Depth (ft) = 0.10
= 0.19 Q (ds) = 0.678
= Composite Area (sqft) = 0.84
Velocity (ft/s) = 0.80
Wetted Perim (ft) = 13.09
Q vs Depth Crit Depth, Yc (ft) = 0.01
= 20 Top Width (ft) = 12.89
EGL (ft) = 0.11
(Sta, EI, n)-(Sta, EI, n)...
(0.00, 19050)-(6.00, 19005, 0.035)-(11.00, 19000, 0.035)-(15.50, 18000,00035)-(16.00, 18.00, 00013)-(16000, 17.50, 00013)-(18.00, 17050, 0.013)
-(30.00,17077,00013)-(42000,17.50,00013)-(44000, 17.50,0.013)-(44000,18.00,00013)-(44.50, 18.00,00013)-(49.00,19000,0.035)-(54.00,19.05,00035)
-(60.00, 19050, 00035)
\ /
i\-. ---J
\ /
\ 1/
1\
~ ~ ~ ~ - ~
-=-r- ..........
Elev (ft)
20.00
19.50
19.00
18.50
18.00
17.50
17.00
-5
Section
Depth (ft)
2.50
2.00
1.50
1.00
0.50
0.00
-0.50
o
35
65
40
45
50
55
60
5
10
15
20
25
30
Sta (ft)
Channel Report
Hydraflow Express Extension for AutoCAD@ Civil 3D@ 2008 by Autodesk, Inc.
Wednesday, May 27 2009
Alternative-4: Fleetwood Drive Capacity at S = 0.1860/0
User-defined
Invert Elev (ft)
Slope (%)
N-Value
Highlighted
= 17.50 Depth (ft) = 0.10
= 0.19 Q (cfs) = 0.678
= Composite Area (sqft) = 0.84
Velocity (ft/s) = 0.80
Wetted Perim (ft) = 13.09
Q vs Depth Crit Depth, Yc (ft) = 0.01
= 20 Top Width (ft) = 12.89
EGL (ft) = 0.11
Calculations
Compute by:
No. Increments
(Sta, EI, n)-(Sta, EI, n)...
(0.00,19.50)-(6.00,19.05, 0.035)-(11.00,19.00, 0.035)-(15.50,18.00, 0.035)-(16.00,18.00, 0.013)-(16.00,17.50,0.013)-(18.00,17.50,0.013)
-(30.00,17.77,0.013)-(42.00,17.50,0.013)-(44.00, 17.50, 0.013)-(44.00,18.00,0.013)-(44.50,18.00, 0.013)-(49.00,19.00,0.035)-(54.00,19.05,0.035)
-(60.00, 19.50, 0.035)
Depth (ft)
Performance Curve
3.00 20.50
Elev (ft)
2.00 19.50
1.00 18.50
0.00 17.50
o 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Normal Depth
Q (cfs)
Veloc
(ftlS)
0.10 0.678 0.844 0.80 13.09
0.20 3.063 2.578 1.19 22.18
0.30 8.221 5.160 1.59 28.61
0.40 16.86 7.960 2.12 28.81
0.50 27.73 10.76 2.58 29.01
0.60 37.27 13.71 2.72 30.93
0.70 48.25 16.74 2.88 31.85
0.80 59.99 19.86 3.02 32.77
0.90 72.44 23.08 3.14 33.69
1.00 85.59 26.38 3.24 34.62
1.10 99.44 29.78 3.34 35.54
1.20 114.0 33.27 3.43 36.46
1.30 129.2 36.84 3.51 37.38
1.40 145.1 40.50 3.58 38.30
1.50 161.7 44.26 3.65 39.23
1.60 133.3 48.84 2.73 50.56
1.70 147.7 53.91 2.74 53.24
1.80 163.3 59.24 2.76 55.91
1.90 180.1 64.84 2.78 58.59
2.00 198.2 70.71 2.80 61.26
Hydraflow Express - Alternative-4: Fleetwood Drive Capacity at S
0.186% - OS/27/09
1
0.01 12.89 0.11
0.08 21.78 0.22
0.16 28.00 0.34
0.26 28.00 0.47
0.34 28.00 0.60
0.43 29.90 0.72
0.50 30.80 0.83
0.58 31.70 0.94
0.65 32.60 1.05
0.72 33.50 1.16
0.79 34.40 1.27
0.86 35.30 1.38
0.92 36.20 1.49
0.99 37.10 1.60
1.06 38.00 1.71
1.12 49.33 1.72
1.01 52.00 1.82
1.07 54.67 1.92
1.13 57.33 2.02
1.19 60.00 2.12
Hydraflow Express - Alternative-4: Fleetwood Drive Capacity at S
0.186% - OS/27/09
2
Alternative-3
Add a Parallel Storm Trunk under the Northbound Pavement of Fleetwood Drive
From HCFCD Unit B106-02-00 (Outfall) to Spruce Dr. North
Remove and Replace Northbound Pavement
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Removal and Replace Roadway with Lower Profile Grade Line for Fleetwood Drive
(Allow Road to Convey Extreme Event Flow Overland to
HCFCD Unit BI06-02-00 along Fleetwood Drive)
Replace Existing Storm Trunk Adjacent to Pavement
From HCFCD Unit BI06-02-00 (Outfall) to Spruce Dr. South
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Appendix C
Hydrologic Data
hydrology
HouStorm (city of Houston STORM DRAIN DESIGN)
Nov/01/2007
version 2.1, Update:
Run @ 5/14/2009 2:06:37 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
MEASUREMENT UNITS:
5 Years
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-IS 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-I 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
A-8 0.55 2.05 15.00 15.00 5.37 0.000 6.060
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
Page 1
A-11
A-12
A-13
A-14
0.55
0.55
0.55
0.55
2.09
2.33
2.28
2.32
20.80
19.40
20.50
16.90
hydrology
20.80 4.73
19.40 4.87
20.50 4.76
16.90 5.14
0.000
0.000
0.000
0.000
5.426
6.232
5.959
6.552
-----------------------------------------------------------------------------
----------------------------------------------------------------------------------
----------------------------------------------------------------------------------
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
Structure
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Rise Span Number of Links Quantity
(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
Structure
Type of Grate Inlet Grate Grate Grate Grate Quantity
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
===================================END===========================================
NORMAL TERMINATION OF HOUSTORM.
warning Messages for current project:
Page 2
Appendix D
Existing and Proposed
Fleetwood Drive Profile Grade Data
Alternative 4
Fleetwood Drive Proposed Profile Grade Line Data
and Basis of Roadway Quantities
EXISTING'" PROPOSED PROFILE PROPERTIES
Existing CXISt.
ProJl osee! Profiles Profiles TOC- Cross Streets ProJl. PGL Exist. Toe
Exist. Exist. Prop. West East
TOe Gutter TOC Gutter TOe Gutter Gutter West East West East Proposed
Name SloDe Station EL EL HGL EL EL D~th Low EL Low EL Ditt. Ditt. Ditt. Ditt. Limits
(%l (ft (ft (ft (ft (ft (ft (ft (ft (ft (ft (ft (ft
B 1 06-02-00 0.10% 0+00 17.40 16.90 18.10 18.31 0.91 18.31 18.31 1.42 1.42 0.00 0.00 Start
MH 0.10% 0+39 17.43 16.93 18.13 19.31 1.88 19.31 19.31 2.38 2.38 0.00 0.00
M~uite PVI 2+05 17.60 17.10 18.30 19.31 18.91 1.71 17.87 16.81 0.77 -0.30 1.45 2.51
Burch 0.078% 4+38 17.78 17.28 18.48 19.41 19.01 1.63 18.20 17.40 0.92 0.12 1.21 2.01
COllingswood 0.078% 7+25 18.01 17.51 18.71 19.40 19.00 1.39 18.00 18.00 0.49 0.49 1.40 1.40
Mulberry 0.078% 10+16 18.24 17.74 18.94 19.44 19.04 1.20 18.30 18.30 0.56 0.56 1.14 1.14
Idlewood 0.078% 13+07 18.46 17.96 19.16 19.96 19.56 1.50 18.70 18.40 0.74 0.44 1.26 1.56
Doawood 0.078% 15+86 18.68 18.18 19.38 20.28 19.88 1.60 18.18 19.10 -0.01 0.92 2.11 1.18
Linwood PVI 18+64 18.90 18.40 19.60 19.96 19.56 1.06 18.03 19.01 -0.38 0.61 1.94 0.95
S. Spruce 0.186% 21+74 19.48 18.98 19.68 20.26 19.86 0.78 18.47 19.43 -0.51 0.45 1.80 0.83
N. Spruce 0.186% 24+10 19.92 19.42 19.92 19.96 19.56 0.04 18.98 19.09 -0.44 -0.33 0.98 0.87 End Pvmt.
S. SyCamore 0.186% 27+15 20.48 19.98 20.48 20.56 20.16 0.08 19.30 20.24 -0.69 0.25 1.27 0.32 End STM
N. Sycamore 0.186% 29+51 20.92 20.42 20.90 20.50 -0.02 19.89 20.46 -0.53 0.04 1.01 0.44
Inlet PVI 31+00 21.20 20.70 21.80 21.40 0.60
Spencer 33+60 20.91 20.41 20.91 20.51 0.00
AverllQes 1.25 18.39 18.47 0.54 0.61 1.21 1.13
NOTE: TOG = Stands for "Top of Curb"; PGL = Stands for "Profile Grade Line"; EL = Stands for "Elevation" (NAVD88, 2001 Adj.)
~--_.__.,_.._--_..._---.._-_.,-,---~---~~.._--_..~,.,.--.
Existing and Proposed
Fleetwood Drive Profile Grade Line with Side Street Low Point Elevations
(NAVD 88,2001 ADJ.)
22
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Station
--"-.---West GUtter Low"-EL---~st Gutter Low' EL ~ TOe EL-------~GutterEL'---l
_~___I:xist. :r-OC EL ___~ Exist. Gutte~__ HGL -----..-_____.J
----~_._--_.~_.._----'-_.~-_.._,----_._-~-------_._-----..-
J:\0127.009.000\06.00 Work Products\H&H Report-20090505\Cost Estimates\COST ESTIMATE
Prop PGL
Alternative 4
Fleetwood Drive Proposed Profile Grade Line Data
and Basis of Roadway Quantities
SUMMARY OF PAVEMENT QUANTITIES
Excavation
Description Lenath Width Area Area Volume
(ft) (ft) (sf) (sy) (ey)
Pipe 27+15
Fleetwood Pavement 23+05 28 64,540 7,171 2,979
Intersection Pavement (x9l 18,130 2,014 837
Cross Street Pavement (x9) 165 24 35,560 3,951 1,539
TOTAL 118,230 13.137 5,355
INTERSECTION AVERAGE PAVEMENT AREA
Inters. #1 Inters. #2 Inters. #31 Averaae
(sf (sf) (sf) I (sf)
West 1,031 1,121 8681 1,007
East 997 1,158 8681 1,007
TOTAL 2,028 2,279 1,7361 2.014
CROSS STREET AVERAGE PAVEMENT AREA
West or East Intersection to Cross Transitions Cross Street
Street Low
Transition Lenath (ftl EL (ft) (1/3 Dist. Name
305 101.7 MeSQuite
375 125.0 Burch
465 155.0 Collinoswood
485 161.7 Mulberrv
535 178.3 Idlewood
650 216.7 Doawood
654 218.0 Linwood
469 156.3 S. Soruce
507 169.0 N. Spruce
80 494 165 Average
J:I0127.009.000106.00 Work ProductslH&H Report-20090505\Cost EstimateslCOST ESTIMATE
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