star heights drainage assessment...star heights drainage assessment ce #117103 august 7, 2018 3915...

Star Heights Drainage

Assessment

Prepared for the

Southern Sandoval County Flood Control Authority

Prepared By:

3915 Carlisle Blvd. NE Albuquerque, NM 87107 (505) 331-1587 Conley Engineering, LLC Project Number: 117103 August 7, 2018

Star Heights Drainage Assessment CE #117103

August 7, 2018

3915 Carlisle Blvd NE 505.331.1587

Albuquerque, NM 87107 [email protected]

Table of Contents

Executive Summary ………………………………………………………………………………………………………… i

Introduction ……………………………………………………………………………………………..………………….….. 1

Scope of Study .………………………………………………………………………………………………………..…….…. 1

Existing Data Review ……………………………………………………………………………………………….….…… 2

Field Review ……………………………………………………………………………………………………….……….…… 3

Hydrology …………………………………………………………………………………………………………………….…. 3

Hydraulic Analysis of Existing Culverts …………………………………………………………………….………. 4

Proposed System Improvements ……………………………………………………………………………………… 6

Conclusion ………………………………………………………………………………………………………………………. 7

Appendices

Appendix A: Drainage System Maps

Appendix B: Drainage Sub-Basin Maps and Culvert Locations

Appendix C: Existing Culvert Hydraulic Analysis

Appendix D: System Reports


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i

Executive Summary

The study area is a residential neighborhood (Star Heights) that is located approximately 0.5 miles west of Unser Blvd. and adjacent to Southern Boulevard on the south. The specific study boundaries are Tulip Road on the north, the Lisbon Channel on the east, Southern Boulevard to the south, and Baltic Way Road to the west. The study area is approximately 955 acres and is mostly developed with single family homes with some vacant lots on the interior of the study area. This effort investigated the existing drainage systems and components within the drainage easements in the study area. These included natural unlined arroyos, concrete and rip-rap lined arroyos, grade control structures, at-grade street crossings, and culverts. Field work included walking the drainage easements to assess the general condition of the systems and to identify deficiencies that would need to be addressed. Flow rates from a recently completed master drainage study of the area were used to determine the existing culvert capacities. Using this information, general improvements to the systems were developed that would improve the hydraulic capacity and performance of the systems. Deficiencies identified include undersized culverts, lack of culverts at roadway crossings, no lining of arroyos, lack of erosion control measures, significant erosion in many areas along the arroyos, excessive plant and tree growth in the arroyos, aged grade control structures that are being flanked or undermined (structures compromised) by storm water, an insufficient number of storm drain catch basins, and a lack of curb-&-gutter on residential streets to control and direct runoff to the arroyos. Issues affecting maintenance include limited width right-of-way and a lack of access roads along the easements. In general, across the area of interest, the ability of the current infrastructure to convey the 100-year design storm flows is between 8% and 43% deficient. There are many areas that require near term improvements and all systems will benefit from general maintenance. Improvements within individual reaches will help to more efficiently and safely convey the anticipated peak flows. These improvements can be phased and many of these efforts can be completed as discreet elements in the systems. Suggested system improvements are basic drainage components and include curb-and-gutter, catch basins, storm drains, modifications to existing culverts, installation of new culverts and concrete box culverts (CBC), repair of existing grade control structures, construction of new grade control structures, reshaping the existing unlined channels, and general open channel improvements.

mailto:[email protected]


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Page 1

Introduction

The study area is a residential neighborhood that is located approximately 0.5 miles west of Unser Blvd. and adjacent to Southern Boulevard on the south. The specific study boundaries are Tulip Road on the north, the Lisbon Channel on the east, Southern Boulevard to the south, and Baltic Way Road to the west. The study area is approximately 955 acres and is mostly developed with single family homes with some vacant lots on the interior of the study area. A map of the study area is shown on Page 2. A master drainage study was completed in 2013 by Smith Engineering Company titled Black Watershed Park Management Plan, Technical Addendum, August 2013 (referred to as the Black Watershed Study in this report) and which includes the study area. The Black Watershed Study shows off-site flows moving into the drainage easements from the north and these combine with on-site flows in the drainage easements. The area generally slopes from west-to-east and runoff is through existing easements and on the streets. Four of the drainage easements drain east to the Lisbon Channel while the fifth (the southern-most easement) drains east and then south into the Black Arroyo located south of Southern Boulevard.

Scope of Study

The scope of work for this report included the following items:

Data Review • Review as-builts for the project area • Review the Black Watershed Park Management Plan, Technical Addendum, August 2013 • Using data from the above referenced hydrology report, sub-divide the drainage basins (by

percent of area contributing to a drainage facility) to determine the flows that will reach the drainage easements

Field Assessment of Easements

• Perform a field assessment of the conditions of existing drainage facilities including open channels, culverts and street crossings, and channel entrance conditions

• Assess field conditions related to current problems in the facilities • Identify at-risk locations based on observations in the study area

Hydraulic Analysis for Existing and Proposed Improvements

• Perform hydraulic analysis for culvert hydraulics/street crossings for the design storm event • Develop general options for culvert and street crossings • Develop general options for open channel conveyance improvements • Perform Manning’s hydraulics for open channel conveyance options • Develop options for channel entrance improvements to collect flows (e.g. curbs, inlets,

headworks) Report

• Prepare a report for the drainage assessment • Recommend channel improvement options • Recommend culvert improvement options • Prepare drainage basin divide exhibits from existing SSCAFCA files from the existing Black

Watershed Study



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Existing Data Review

As-Built Information As-builts for the project area were provided to CE by SSCAFCA staff and these documents included information on public utilities (water, sanitary sewer, roads, and drainage facilities). The storm drainage infrastructure shown in the as-builts consists of unlined open channels, at-grade road crossings, and culverts. The drainage easements vary in width from 50 feet to 20 feet and most, but not all, of the as-builts indicate that these are joint drainage and utility (public and private) easements. The plans show only sanitary sewer in the easements, however the field review of the easements found evidence of communications, cable TV, and power in various easements.

Star Heights Drainage Analysis Map (not to scale)



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Page 3

Most as-builts for roads, water, sanitary sewer, and drainage infrastructure date between the late 1970’s and mid 1980’s. There are construction drawings for a special assessment drainage project dated 1984 that resulted in the construction of several culverts in System C that replaced at-grade drainage crossings at roads. There are culverts in Systems B, D, and E however there are no as-builts for this drainage infrastructure.

Field Review

Field visits were performed to determine the general condition of the drainage easements (also referred to as “systems” in this report) and to verify existing infrastructure. Each of the five drainage easements in the study area were given designations A through E starting on the north end of the study area and moving south. The overall map of the systems and specific location maps are shown on Plates 1 through 5 in Appendix A. Each of the drainage systems was given a designation to identify the reach, sub-reach, tributaries, and sub-tributaries that are in the system. Typical identification of the drainage systems is as follows:

C System Designation C1 Reach C1A Sub-reach C1A1 Tributary C1A1a Sub-tributary

The specific location maps show the system designations and the reach designations for each system. Field data and observations were collected by walking each of the drainage easements and notes were recorded regarding existing infrastructure condition and observed performance, general condition of the easement, and drainage problems observed in the systems. It should be noted that there were not any surveys completed for this study and that the system assessment is based on engineering judgement and the field observations.

Hydrology

The Black Watershed Park Management Plan, Technical Addendum, August 2013 was reviewed and is the basis for the peak flow rates that are used for the analysis of the existing culverts in the project area. The report provides three modeling scenarios (EXISTING, DEVEX, and ULTIMATE) and the 100-Year, 24-Hour storm was used in each of these development scenarios in determining the peak flow rates. This study uses the DEVEX peak flow rates developed in that report for analyzing the existing culvert performance. Peak flow rates at culvert locations were developed by taking the major basin areas shown in the Black Watershed Study and dividing them into smaller sub-basins. Peak runoff rates for the sub-basins were determined by dividing the area of a sub-basin by the major basin area and multiplying that percentage times the peak runoff rate for the major basin. Peak flow rates for the sub-basins are then added together at the analysis points to determine the approximate peak flows at the culvert locations. The boundaries of the sub-basins were determined from existing topographic mapping and from basin breaks observed during the field visits. The weighted peak flow rates for the sub-basins that are used to determine the approximate peak flows reaching the drainage easements are presented on Plate 6 in Appendix B. Plate 6 also includes the Analysis Points (AP#) that were used for the analysis of the existing culvert performance. The sub-basin designations, boundaries, analysis points, and existing culvert locations and designations are shown on Plates 7 through 14 in Appendix B.



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There are two existing detention basins in the study area. These are the Sunset Pond and the Sugar Ridge Pond. Per the Black Watershed Study, the peak flow out of the Sugar Ridge Pond is 120 cfs at the crossing under Sugar Road. This flow combines with by-pass flows from the Sugar Ridge by-pass system and overland flows from Basin 106.6A to total 315 cfs at the head of Reach C3. The Black Watershed Study shows a peak outflow of 37 cfs from the Sunset Pond. This combines with 28 cfs from Basin 105.1 for a combined flow of 54 cfs (reduced from 65 cfs due to routing losses) into System B at Tulip Road. ASCG prepared construction plans for the Sunset Pond in 2008 that show a peak outflow from the Sunset Pond of 30 cfs and which compares favorably with the Black Watershed Study outflow rate. However, the ASCG plans also show 24 cfs from Idalia Road and 30 cfs from Tulip Road being added to the pond outflow for a peak flow rate into System B at Tulip Road of 84 cfs (as compared to 54 cfs from the Black Watershed Study). We cannot account for this discrepancy. However, for the purpose of the culvert analysis at Culvert 1-B1, we used the peak flow rate as listed in the ASCG plans as it provides a more conservative analysis of the culvert.

Hydraulic Analysis of Existing Culverts

Existing Culvert Location and Capacity Culvert were designated by a number and the reach in which they are located. For example, 1-B1 is Culvert Number 1 located in Reach B1. The locations and designations of the existing culverts are shown on Plates 8 through 14 in Appendix B. The existing culverts were analyzed to determine their ability to convey the 100-Year, 24-Hour DEVEX peak flows that reach each these facilities. Construction plan as-built data was only available for the culverts in System C and are taken from the “City of Rio Rancho Assessment District No. 2 Road & Drainage Plans” prepared in 1984. Although the plans do not state the vertical datum used for the design, we assume that, since they were prepared in 1984, the plans use NGVD 29 for the design elevations and this is listed on the titles of the culvert analysis print outs for System C. The physical properties of the remaining culverts in Systems B, D, and E were determined by field measurements (culvert size, material, dimensions of headwalls, etc.) and observations regarding road elevations relative to existing culvert vertical location and are identified on the culvert analysis printouts through the use of “100.00” as the upstream invert elevation on the culvert. The tailwater elevation for most of the culverts in the study area is unknown as there is no survey data of the downstream channels with which to perform a hydraulic grade line (HGL) calculation to determine the tailwater elevations. For the purposes of this analysis, we assumed a tailwater depth equal to:

(dc + D)/2 where dc = critical flow depth in the culvert and D = the diameter of the culvert This formula is based on FHWA data that the hydraulic grade line of the flow at the outlet of a culvert is generally at a point half-way between critical depth and the top of the culvert barrel. This approximates a tailwater depth that can be used in analysis’ in which the actual tailwater depth is unknown. It should be noted that if tailwater depths are higher than this value, the estimated culvert capacity may be reduced.

The exception to this is Culvert 1-B1 at Lisbon Avenue. Using flow data and the downstream channel data from the Gannett-Fleming West letter report, a downstream HGL was calculated using Manning’s Equation and this was used as the tailwater elevation for the analysis of the culvert.



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The following assumptions were made for the analysis of the culverts: • Culverts are clean • There are no impediments to flow at the outlets of the culverts that would create a backwater • Downstream water surface elevations (tailwater elevations) are such that they do not affect culvert

capacity • Width of the flow path over road is approximately equal to the road width • Slopes for culverts without as-built data are assumed to be 0.02 ft/ft

The computer modeling program Culvert Studio was used to model the culverts and this computer program uses the methodology from the FHWA HDS-5 for the analysis of the culverts. Table 1 lists the culverts and their capacity using the peak flow rate for the 100-Year, 24-Hour DEVEX conditions from the hydrological analysis from the Black Watershed Study. Printouts of the computer modeling of the existing culverts are provided in Appendix C.

Table 1: Culvert Performance Using 100-Year, 24-Hour DEVEX Peak Flow Rates

Culvert Designation

Reach

Location Culvert Number

and Size Culvert

Material Qp, cfs

Estimated Flow

Through Culvert, cfs

Estimated Flow Over-

Topping Road, cfs

1-B1* B1 Lisbon Avenue 1 – 3’ T x 6’ W Box Concrete 119 119 0 2-C2A1** C2A1 Thunderbird Road 1 – 30” Dia. CMP 47 39 8 3-C2A1** C2A1 Montego Court 1 – 36” Dia. CMP 60 59 1 4-C2A** C2A Montego Court 1 – 30” Dia. CMP 12 12 0 5-C2A** C2A Bali Road 1 – 42” Dia. CMP 85 83 2 6-C2** C2 Ivory Road 2 – 42” Dia. CMP 147 147 0 7-C2** C2 Montego Road 2 – 48” Dia. CMP 156 156 0 8-C3** C3 Granite Road 2 – 54” Dia CMP 324 298 26 9-C3** C3 Bali Road 2 – 54” Dia. CMP 343 305 38

10-C1** C1 Lisbon Avenue 5 – 36” Dia. CMP 575 329 246 11-D1 D1 Ivory Road 1 – 36” Dia. CMP 73 72 1 12-D2 D2 Ivory Road 1 – 48” Dia. CMP 56 56 0 13-D2 D2 Cascade Road 1 – 48” Dia. CMP 106 106 0 14-D1 D1 Comanche Road 2 – 48” Dia. CMP 199 199 0 15-D1 D1 Lisbon Avenue 2 – 48” Dia. CMP 280 236 44 16-E1 E1 Spur Road 2 – 38” x 57” Arch CMP 343 237 106 17-E1 E1 Southern Blvd. 1 – 4’ T x 10’ W Box Concrete 396 396 0

*Culvert elevations taken from Gannett-Fleming West drawings in letter to City of Rio Rancho dated 07/07/1. **Culvert elevations are taken from 1984 as-built drawings and are assumed to be NGVD29 elevations

Culvert 1-B1 was planned to be a 36-inch tall culvert. However, the culvert analysis for 1-B1 was performed as a 27” tall x 72” wide culvert. During construction, the first 66 feet of the culvert was reported to have been constructed at 36 inches tall while the last 12 feet of culvert was constructed at a height of 27 inches to accommodate a vertical conflict with an existing gas line. Therefore, the 27-inch height is used for the culvert analysis contained in Appendix C.



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Proposed System Improvements

Improvements to Existing Culverts The analysis of the existing culverts indicates that, generally, the culverts will perform well provided they are clean of sediment and debris. Eight (8) of the seventeen (17) culverts can convey the design flow without flows over-topping the roadway and, of the ones that do overtop the roadway, 4 are not significant flow rates. However, there are 5 that have over-topping flows of 8% or more of the peak flow rates reaching the culvert. In most cases, the roads at the crossings are lower in elevation than the surrounding properties and the flows will move back into the drainage easement without adversely affecting adjacent properties. However, the over-topping does result in erosion of soils between the curb-and-gutter and the headwalls and there are some locations where over-topping flows could move onto adjacent properties. Improvements that can be made to the existing culverts to increase their efficiency and to reduce the amount of over-topping that is estimated to occur. These improvements include:

• Scheduled maintenance of culverts to clean sediment and debris • Remove trees and bushes that may be blocking the entry and exits of the culverts • Place concrete flatwork between curb-and-gutter and the headwall to reduce erosion at locations

where there is the possibility of flows over topping the culverts onto the roadway • Construct a headwall adjacent to existing headwall and bevel the entry to the culvert to increase

the inlet capacity of the culvert • Raise the existing headwall to produce a deeper headwater elevation and increase flow through

the culvert Note that each location is unique and improvements can be made that are appropriate for the flow rates and physical geometry of a specific location.

Improvements to Drainage Facilities in the Systems (Easements) A majority of the existing drainage facilities are unlined natural open channels with and without grade control structures. There are also limited concrete lined sections and storm drains in the area. The system reports are provided in Appendix D and, in addition to observations of the systems, they list possible drainage infrastructure improvements that may be effective for each reach. It should be noted that each of these reaches is unique and solutions will vary based on the analysis of each system. This report provides a high-level assessment of the facilities and we recommend that a more detailed study be conducted for each reach prior to design of improvements. The effort can provide a definitive solution based on residential density, drainage patterns, and existing physical properties (slope, easement width, location, etc.) associated with each of systems. Recommended general improvements for the drainage systems include:

• No changes to the existing systems • Unlined channels with Grade Control Structures to control erosion • Hard lined channels (concrete and shotcrete) both trapezoidal and rectangular • Storm drains • New curb-and-gutter and inlets • Concrete box culverts at road crossings • Maintenance roads where possible



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Storm Drains, Catch Basins, and Curb-and-Gutter There are several locations where it would be advantageous to construct curb-and-gutter, catch basins, and storm drains to direct and collect overland flow from roads. One of these locations is at Athens Court at the top of Reach A1. There are significant off-site flows that reach the start of System A at the east end of Athens Court. Currently flows move from the cul-de-sac onto the easement and spread onto adjacent properties. Installation of curb-and-gutter and catch basins in Athens Court that would connect to a new storm drain in Reach A1 would keep flows from moving onto the properties and would reduce sediment deposition that currently occurs on Lisbon Avenue resulting from unconfined overland flows through this reach. Hard Lined Channel Options While there are some reaches that could remain natural and unlined, there are a lot of reaches that would benefit by having a hard lining constructed in the system. The hard-lined sections could include reinforced Portland cement concrete (RPCC) channels, reinforced shotcrete channels, or grouted rip-rap sections. These sections could be either trapezoidal or rectangular depending on available easement width. Rectangular sections require less width but will require railing or fencing for fall protection and access points for cleaning and maintenance. Trapezoidal sections allow for easier access for maintenance of the channel and generally do not require fencing or railing, but they do require more easement width. Generally, reaches with high peak flow rates are good candidates for hard lining however, there may be areas that would justify a hard-lined section based on other criteria including possible risk to adjacent property. New Concrete Box Culverts As improvements are made to the existing channels, the existing culverts can be improved to more efficiently convey flows beneath the roads. The most efficient way to do this is to construct a concrete box culverts (CBC) under the roads. If the channels section upstream and downstream of the culvert is trapezoidal, a concrete transition above and below the crossings will be required to collect and direct flows into and out of the culvert. The transitions are designed based on flow depth and velocity. The advantage of the transition is that the flows are directed into the CBC without reduction in velocity or added headloss. These CBCs can be constructed at a steep slope to maintain high flow velocity, promote transport of sediment through the box, and move any debris through the box resulting in less clogging of the culvert. The bottom width of the CBC should match the channel bottom width and they can be constructed as tall as practical to provide significant freeboard and to provide ease of cleaning. These transitions and CBCs are site specific and can be constructed regardless of whether the channels are natural or hard lined, trapezoidal or rectangular. CBC sizes are very location specific and the design should take into account possible types and frequencies of debris flow in the channel.

Conclusion

Although the drainage systems in the study area have been in-place for over 35 years the systems are, generally, performing well. There are many areas that require near term improvements and all systems will benefit from general maintenance and individual improvements in the reaches to more efficiently and safely convey the anticipated peak flows. Improvements can be phased and many of these efforts can be completed as discreet elements in the systems. Design and construction of new infrastructure, and even some repairs, will require significant coordination to accommodate or relocate existing utilities for the proposed drainage infrastructure improvements. Some of the problem areas that require immediate attention can be completed without having to reconstruct entire reaches and the suggested system improvements are basic drainage components including curb-and-gutter, catch basins, storm drains, CBCs, repair of existing grade control structures, re-shaping of existing unlined channels, and general open channel improvements.



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APPENDIX A

Drainage System Maps

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APPENDIX B

Drainage Sub-Basin Maps and Culvert Locations

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report text for additional

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AP3A

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EXISTING CULVERT

LOCATION

MAPPING, MAJOR DRAINAGE BASIN BOUNDARIES, AND MAJOR BASINS TAKEN FROM

BLACK WATERSHED PARK MANAGEMENT PLAN, TECHNICAL ADDENDUM, AUGUST 2013.

AutoCAD SHX Text


109.A

109.B

109.D

109.E

106.8A

106.8B

106.8C

106.8D

106.8E

106.8F

106.8G

106.8H

106.8I

106.8J

106.8K

106.8L

AP1D

AP4C

AP5C

AP1C

AP2C

AP3C

AP6C

AP9C

AP11C

AP10C

AP8C

AP7C

AP2D

TR

EA

SU

R

E

B

A

LTIC

A

VE

B

A

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IC

B

A

LI C

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BALI CHANNEL

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AutoCAD SHX Text


106.6A

106.6B

106.6D

106.9A

106.9B

106.9C

106.9D

107.A

106.8J

106.8K

106.8L

106.8M

106.8N

106.6C

AP2C

AP3C

AP12C

AP8C

AP7C

AP13C

AP18C

AP19C

AP20C

AP15C

AP14C

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IS

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AutoCAD SHX Text


114.F

114.E

114.D

114.A

114.C

114.B

110.A

110.B

109.A

109.B

109.C

109.D

109.E

109.F

109.G

113.A

113.C

113.D

113.B

AP1D

AP3D

AP1E

AP2D

AP2E

AP4E

AP3E

AP5D

AP4D

AP7D

AP14E

AP5E

B

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IVORY

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HOOD ROAD

PECOS

CASCADE WAY

ARKANSAS CHANNEL

B

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AutoCAD SHX Text


106.9C

106.9D

107.A

107.B

107.C

108.B

108.A

110.B

109.E

109.G

106.8N

113.C

113.D

113.B

108.C

AP13D

AP3D

AP21C

AP22C

AP12D

AP11D

AP10D

AP9D

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AP6D

AP5D

AP4D

AP7D

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CHANNEL

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115.A

115.C

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114.F

114.E

114.D

114.A

114.C

114.G

114.H

114.I

114.J

114.K

113.A

113.C

113.D

113.B

AP8E

AP11E

AP1E

AP2E

AP4E

AP3E

AP14E

AP5E

AP6E

AP7E

AP9E

AP10E

AP12E

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SOUTHERN BOULEVARD

HOOD RD

SPUR RD

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YEN

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AutoCAD SHX Text


108.B

112.A

112.B

112.C

112.D

112.E

115.D

115.A

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113.C

113.D

113.B

113.E

108.C

AP13D

AP19E

AP11E

AP12D

AP11D

AP10D

AP14E

AP20E

AP18E

AP17E

AP16E

AP13E

AP12E

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lisle

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AutoCAD SHX Text



August 7, 2018



APPENDIX C

Existing Culvert Hydraulic Analysis


August 7, 2018



APPENDIX D

System Reports

(See Appendix A for System and Reach Locations)

Star Heights Drainage Assessment



System A - Reach A1 Characteristics of Drainage Easement

• Minimal development in area • Easement width unknown • Appears to be joint Public Utility Easement (PUE) and Drainage Easement (DE) • Fairly flat slopes • Shallow flow • Heavy growth throughout • No well-defined flow path from Athens Court to Lisbon Avenue • Flows through easement are to one Double “D” inlet west side of Lisbon • Double “D” has 24” CMP outlet pipe to east side of Lisbon and discharges to outfall channel • Outfall channel from Lisbon Avenue to Lisbon Channel is concrete channel about 2 feet wide and 2

feet deep Observations

• Utilities exposed through the easement • Minimal access for maintenance • Erosion • No curb on Athens Court to direct flows to existing drainage easement • Double “D” inlet clogs • Flows from drainage easement most likely move onto Lisbon Avenue and are collected by 4 - Type

“C” catch basins on the east side • Flow from Lisbon Avenue is collected in the 4 - Type “C” catch basins – they may not have capacity to

collect all flows resulting in ponding Solutions

• Construct C&G and cattle guard inlets in Athens to collect flows • Install RCP storm drain from Athens to the Lisbon Channel • Construct maintenance roads along new system




System B – Reach B1 Characteristics of Drainage Easement

• Moderately developed area • Heavy growth throughout • Easement width unknown • Appears to be joint Public Utility Easement (PUE) and Drainage Easement (DE) • Flow path through easement is well defined • CBC under Lisbon conveys flows from east side to west side and connects to an existing 6-foot wide x

4-foot deep vertical walled channel the flows to the Lisbon Channel • Fairly flat slopes at the bottom third of the easement with steeper slopes going west • Arroyo well defined throughout easement • Shallow flow at the bottom third through well-defined natural arroyo • Steep and narrow deep (4’ to 6’) arroyo in top 2/3 • Pipe discharge at top of drainage easement (Tulip Road) from the Sunset Pond • Double Type “D” catch basins on east side of Lisbon to collect local street flows

Observations

• Utilities exposed in the arroyo throughout the reach • Minimal access for maintenance • Sediment deposition in the Vertical walled outfall channel to the Lisbon Channel • Sediment deposition in the CBC under Lisbon due to reduction in flow area of CBC thereby reducing

flow rate • Sediment deposition at the entrance to the CBC under Lisbon Road reducing flow capacity • Channel erosion and incising throughout the top 2/3 of the easement • Erosion at the top of the easement due to pipe outfall from the Sunset Pond • Property on east side of easement on Tulip Road is at risk of property erosion

Solutions

• Reconstruct the curb-and-gutter at Tulip Road to improve the overland flow interception • Construct small sedimentation pond in easement south of Tulip Road to drop out sediment • Install RCP storm drain in the upper 2/3 of this easement • Construct check dams with inlets along the length of the storm drain to collect area flows • Transition from RCP to open channel for the bottom 1/3 of the easement • Reconstruct the last 12 feet of the CBC at Lisbon to remove the culvert area reduction in the CBC (will

require relocation of existing gas line) • Reconstruct the vertical walled channel to steeper slope • Construct maintenance roads along the new system




System C – Reach C1 Characteristics of Drainage Easement

• Moderately developed area • Moderate growth throughout easement mostly on side slopes • 30’ easement width • Easements shown in as-builts as joint Public Utility Easement (PUE) and Drainage Easement (DE) • Flow path through easement is well defined • 5- 36” CMP culverts under Lisbon convey flows from the north side to the south side and connect to

an existing 10’ bottom width concrete lined trapezoidal channel with 2:1 side slopes that flows to the Lisbon Channel

• Fairly flat slopes through this reach • Well-defined natural arroyo with steep side slopes • Several Grade Control Structures (GCS) throughout reach • Ends on north at confluence of Channels C2 and C3

Observations

• Utilities exposed in the arroyo throughout the reach • SAS located on west side of 30’ easement 5’ off property lines • Top ¼ of SAS manholes are above grade • Minimal access for maintenance • Erosion on side slopes • Most of the GCS have been flanked by flows and are ineffective • Slopes between GCS are not at equilibrium slopes so flows result in sediment transport through the

reach • Sediment is slowed at the entrance to the 5-36” CMPs resulting in clogging of the culverts • Possible over-topping of the roadway at Lisbon Avenue due to culvert clogging • Evidence of over-topping on the north side of Lisbon • Evidence of over-topping of the sidewalk culverts on the south side of Lisbon

Solutions

• Remove existing trapezoidal channel from Lisbon Road to Lisbon Channel and construct new rectangular channel

• Remove existing 5-36” CMP culverts and construct new CBC under Lisbon Road • Construct new vertical walled concrete lined channel from Lisbon Road north to the confluence of C2

and C3 • Construct maintenance road along the new system





• Moderately developed area • Flows are through well-defined unlined arroyos with steep side slopes (some vertical) • Moderate growth throughout easement in arroyo and on side slopes • 30’ easement width for C2 from the confluence of C1 and C2 west to the confluence of C2A and C2B • Easements in as-builts shown as joint Public Utility Easement (PUE) and Drainage Easement (DE) • Utilities in the easement • 2 - 48” CMP culverts under Montego Street • 2 – 42” CMP culverts under Ivory Road • Several Grade Control Structures (GCS) are located through each the reaches • Shotcrete drop structure at the confluence of C2 and C1

Observations

• Minimal access for maintenance • Steep side slopes • Erosion on side slopes varies from modest to severe – sometimes vertical edges • Shotcrete drop structure at confluence is broken and in poor condition • Severe erosion on side slopes between drop structure and Montego Street • Sediment deposition at the culverts at Montego Street • Evidence of flow over-topping the curb at the culverts on the east side of Montego Street • Severe erosion at the GCS between Montego Street and Ivory Road • Sediment deposition at the culverts at Ivory Road • Evidence of flow over-topping the curb at the culverts on both the east and west sides of Ivory Road • GCS structures west of Ivory Road are not working and are subject to severe erosion including

flanking of the structures • Significant side slope erosion through this reach

Solutions

• Construct concrete open channel and maintenance road from confluence of C and C2 west to Montego Street

• Construct CBC under Montego Street with catch basins to intercept overland flow • Construct concrete open channel and maintenance road from Montego Street west to Ivory Road • Construct CBC under Ivory Road with catch basins to intercept overland flow • Construct concrete open channel and maintenance road from Ivory Road west to the confluence of

C2A and C2B • Construct maintenance road along the new system




System C – Reach C2A Characteristics of Drainage Easement

• Moderately developed area • Flows are through well-defined unlined arroyos varying from wide with shallow flow to narrow with

steep side slopes (some vertical) • Moderate growth throughout easement in arroyo and on side slopes • 40’ easement width from confluence of C2 north to Bali Road, 30’ from Bali Road to approximately

200 feet north, and then 20’ up to Thunder Road • Easements in as-builts shown as joint Public Utility Easement (PUE) and Drainage Easement (DE) • Utilities in the easements • 1 - 48” CMP culvert under Bali Road • 1 – 30” CMP culvert under Montego Court • Several Grade Control Structures (GCS) are located through each of the reaches

Observations

• Minimal access for maintenance in 20’ easement • Significant aggradation between confluence of C2 and C2A, and Bali Road • Culvert at Bali Road is clogged with sediment to about 10” below crown of pipe – ineffective flow

area • Evidence of flow over-topping the curb both sides of Bali Road • Steep side slopes in channel north of Bali Road • Erosion on side slopes varies from modest to severe – sometimes vertical edges • Channel is incising in some reaches • GCS structures north of Bali Road are not working • Culvert at Montego Court is completely clogged with sediment – ineffective flow area • Evidence of flow over-topping the SE curb • Walls on NW side of Montego Court (entrance to culverts) are at risk; footing exposed • Arroyo between Montego Court and Thunder Road is mostly natural and a shallow, meandering flow

path • Flows from Thunder Road are through rundown into arroyo with some evidence of over-topping of

the C&G at this location

Solutions • Construct concrete open channel and maintenance road from confluence of C2 and C2A north to Bali

Road then to approximately 200’ north of Bali Road • Construct CBC under Bali Road with catch basins to intercept overland flow • Install RCP storm drain from approximately 200’ north of Bali Road to Montego Court and construct

catch basins at Montego Court to collect street flows • Install RCP storm drain from Montego Court from Thunder Road and construct catch basins at

Thunder Road to collect street flows • Construct maintenance road along the new system




System C - Reach C2A1 Characteristics of Drainage Easement

• Moderately developed area • Flows are through well-defined unlined arroyos with steep side slopes (some vertical) • Moderate growth throughout easement in arroyo and on side slopes • 30’ easement width from confluence of C2A west to Thunder Road • Easements in as-builts shown as joint Public Utility Easement (PUE) and Drainage Easement (DE) • Utilities in the easements • 1 – 36” CMP culvert under Montego Court • 1 – 30” CMP culvert under Thunder Road • Several Grade Control Structures (GCS) are located through each of the reaches

Observations

• Minimal access for maintenance in 30’ easement • Several GCS between confluence and Montego Court and they appear to be working well • 36” culvert at Montego Court is completely clogged with sediment – ineffective flow area • Several GCS between Montego Court and Thunder Road, and while they appear to be working well,

these are getting flanked and there is erosion around the GCS • Steep side slopes in parts of the channel including some vertical erosion cuts • Significant growth in the flow areas • 30” culvert at Thunder Road is clogged with sediment to about 10” of crown of pipe – ineffective flow

area • Evidence of flow over-topping the curb both sides of Thunder Road • Exposed utilities on downstream side due to erosion • GCS structures between Thunder Road and Tulip Road appear to be working well with some minor

flanking flows • Steep side slopes with minor erosion • Overland flows at Tulip Road are over-topping the rundown and causing local erosion around the

existing curb-and-gutter • Utilities are in close proximity to rundown from Tulip Road

Solutions

• Install RCP storm drain from confluence of C2A and C2A1 to Montego Court and construct catch basins at Montego Court to collect street flows

• Install RCP storm drain from Montego Court to Thunder Road and construct catch basins at Thunder Road to collect street flows

• Install RCP storm drain from Thunder Road to Tulip Road and construct catch basins at Tulip Road to collect street and over-land flows

• Construct beehive inlets over the storm drain to collect local flows in the easement • Construct maintenance road along the new system




System C – Reach C2B Characteristics of Drainage Easement

• Moderately developed area • Flows are through well-defined unlined arroyos with steep side slopes (some vertical) • Moderate to heavy growth throughout easement in arroyo and on side slopes • Estimated 30’ easement width from confluence of C2A west approximately 900 feet then 20’ up to

Mindoro Road • Easements may be joint Public Utility Easement (PUE) and Drainage Easement (DE) • Utilities are present in the easements • Several Grade Control Structures (GCS) are located through this reach

Observations

• Easement is accessible for maintenance • Several GCS between confluence and Mindoro Road and these are either buried by sediment and are

non-functional, are getting flanked by flows, or there is erosion around the GCS • Steep side slopes in parts of the channel including some vertical erosion cuts • Significant growth in the flow areas • Flows from Mindoro Road move into the easement overland and through a hardened channel section

Solutions

• Install RCP storm drain in C2B from confluence of C2B and C2A west to Mindoro Road and construct catch basins at Mindoro Road to collect street flows

• Install RCP storm drain at C2B1 to collect street flows from Treasure Road • Construct beehive inlets and de-silting basins over the storm drain to collect local flows in the

easement • Construct a maintenance road along the easement




System C – Reach C2B1 Characteristics of Drainage Easement

• This channel collects flows from Treasure Drive and conveys them to C2B • Some concrete slope paving at the beginning of the channel with CMU walls on both sides of the

easement • Flows are through well-defined natural channel section • Moderate growth throughout easement in arroyo and on side slopes • Estimated 30’ easement width from confluence of C2B up to Treasure Drive • Easements may be joint Public Utility Easement (PUE) and Drainage Easement (DE)

Observations

• Easement is accessible for maintenance • Flows from Treasure Drive move into the easement overland and through a channel section with

concrete slope paving on both sides • Some minor erosion along the bottom of the channel • Flows move into channel from Treasure Drive through a 6-foot wide curb opening so not much flow

moves into easement – most by-passes on Treasure Drive Solutions

• Construct catch basins in Treasure Drive to collect street flows • Install RCP storm drain in C2B1 from Treasure Drive to the proposed storm drain in C2B • Construct beehive inlets and de-silting basins over the storm drain to collect local flows in the

easement • Construct a maintenance road along the easement





• Moderately developed area • Flows are through well-defined unlined arroyos with steep side slopes • open channels through these reaches • Moderate growth throughout easement mostly on side slopes • 30’ easement width from confluence with C2 to Bali Street - flatter slopes this reach • 20’ easement width from Bali Street to Granite Street - steep slopes this reach • 20’ easement width from Granite Street to Sugar Street - flatter slopes this reach • Easements in as-builts shown as joint Public Utility Easement (PUE) and Drainage Easement (DE) • 2 - 54” CMP culverts under Bali Street • 2 – 54” CMP culverts under Granite Court • 2 – 54” CMP culverts under Sugar Street - one CMP connects to pond outfall and one CMP connects to

Type “D” inlets on north side of Sugar Street • Several Grade Control Structures (GCS) are located through each the reaches • This easement ends at Sugar Road south of the Sugar Pond

Observations

• SAS located on east side of 30’ easement 5’ off property lines in the reach between the confluence and Bali Road

• Minimal access for maintenance • Erosion on side slopes varies from modest to severe • Most of the GCS appear to be effective • Slopes between GCS between Granite Court and Bali Road are steep so flows result in sediment

transport through the reach • Sediment is slowed at the entrance to the culverts however, no evidence of clogging of the culverts • Evidence of over-topping of the curb on both sides of Bali Road due to insufficient rundowns from

the street to arroyo • Evidence of over-topping and flanking of the curb at Sugar Road on the south side from overland

flows due to insufficient rundowns from street to arroyo Solutions

• Construct new RCP storm drain through this easement • Connect the new RCP to the existing 2-54” CMP culverts at Sugar Road • Construct catch basins to intercept overland flow on Sugar Road • Remove existing 2-54” CMP culverts under Granite Court and replace with RCP storm drain • Construct catch basins to intercept overland flow on Granite Road • Remove existing 2-54” CMP culverts under Bali Road and replace with RCP storm drain • Construct catch basins to intercept overland flow on Bali Road • Connect new RCP storm drain to the proposed open channel at confluence • Construct maintenance road along the new system




System D - Reach D1 Characteristics of Drainage Easement

• Moderate to fully developed area • Moderate growth throughout easement on bottom and on side slopes • Apparent 50’ easement width from Lisbon Channel west to Ivory Road; varies from 40’ to 20’ west of

Ivory Road • Easements may be joint Public Utility Easement (PUE) and Drainage Easement (DE) • Flow path through easement is well defined • 2 - 48” CMP culverts under Lisbon convey flows from the west to an existing trapezoidal channel with

concrete slope paving on each side and an unlined bottom concrete lined trapezoidal channel that flows to the Lisbon Channel

• West of Lisbon Road between Lisbon Road and Comanche Road, the arroyo is unlined and has several GCS throughout the reach

• Well-defined natural arroyo with steep side slopes in areas and some vertical cuts from erosion • Several Grade Control Structures (GCS) throughout this reach with flanking and erosion around the

structures • Caliche type soil in the reach that is directing flows away from the main arroyo path • 2 - 48” CMP culverts under Comanche Road with concrete aprons on the up and downstream ends of

the culverts and these culverts are clean with no sediment deposition • Evidence of over-topping of the C&G on the east side of Comanche Road • Channel between Comanche Road and confluence of D1 and D2 is eroding and there is incising of the

channel in areas • Several GCS and these are either being flanked by flows and are exhibiting significant erosion around

the structures • Severe incising of the channel in this reach • The channel side slopes that are out of the Normal High Water Elevation (HWE) flow areas appear

stable • 1 – 42” CMP culvert under Ivory Road that is partially clogged with debris on the downstream end

and has sediment deposits about 20” deep on the upstream end of the culvert • Overland flow into the arroyo on the east side of Ivory Road from contributing upstream basins • Short concrete lined channel section west of Ivory Road culvert and then unlined for remainder of

reach • Flow area meanders through this reach • Approximately 600 feet of the channel flow area west of Ivory Road is not in the easement • Far west end of reach approaching Thunder Road is in a very steep area • No overland flows move into this easement from Baltic Road

Observations

• Minimal access for maintenance • Channel down from Lisbon Road to the Lisbon Channel is eroding in some areas • Channel west of Lisbon Road is incising and has vertical earth along the channel • GCS are getting flanked by flows and there is extensive erosion around these structures • Evidence of flow over-topping the curb on the east side of Comanche Road • Channel west of Comanche is steep and is incising and head cutting • Flows are flanking the GCS and causing significant erosion around the GCS • Slopes between GCS are not at equilibrium slopes so flows result in sediment transport through the

reach • Wall on north side of channel west of the confluence of Channel D1 and Channel D2 is at risk • Significant plant growth on downstream side of culvert at Ivory Road resulting in low velocities and

sediment deposition, thus producing sediment deposition at the upstream end of the culvert

• Erosion on side slopes of flow area west of Ivory Road • Significant erosion and incising of flow area east of Thunder Road

Solutions

• Remove existing trapezoidal channel from Lisbon Road to Lisbon Channel and construct new concrete line trapezoidal channel

• Remove existing 2-48” CMP culverts under Lisbon Road and replace with Concrete Box Culvert (CBC) • Construct trapezoidal concrete lined channel from Lisbon Road west to Comanche Road • Remove existing 2-48” CMP culverts under Comanche Road and replace with Concrete Box Culvert

(CBC) • Construct trapezoidal concrete lined channel from Comanche Road west to Ivory Road • Remove existing 1-42” CMP culvert under Comanche Road and replace with Concrete Box Culvert

(CBC) • Construct trapezoidal concrete lined channel from Ivory Road west approximately 500 feet • Construct trapezoidal earthen channel with GCS from 500 feet west of Ivory Road to Baltic Road • Construct maintenance road(s) along the new system




System D - Reach D2 Characteristics of Drainage Easement

• Moderately developed area • Moderate plant growth throughout easement on bottom and on side slopes • Apparent 40’ easement width from confluence of Channel D1 and Channel D2 to Ivory Road;

apparent 30’ west of Ivory Road to Cascade Street; apparent 20’ easement width from Cascade Street to Baltic Road

• Easements may be joint Public Utility Easement (PUE) and Drainage Easement (DE) • Flow path through easement is well defined • Unlined arroyo from confluence of Channel D1 and Channel D2 up to Cascade Street • 1 - 48” CMP culvert under Cascade Street • Arroyo is concrete lined west of Cascade Street then transitions to unlined bottom and GCS with

armored sides east of Ivory Road • 1 - 48” CMP culvert under Ivory Road with concrete aprons each side; appears to be working well • Meandering earthen flow area west of Ivory Road with wide shallow flow patterns and GCS along

flow path • Cascade Street is a low-flow street section (no culverts this location) • No flows move from Baltic Road to this easement

Observations

• Minimal access for maintenance • The channel bottom between the confluence of D1 and D2, and Cascade Street Road is head cutting • The 48” CMP culvert under Cascade Street has about 14” sediment deposition on outlet and about 8”

sediment deposition at inlet side reducing flow area • There are two GCS in this area that are not functioning well; one is failing structurally (falling over)

and the other is experiencing sever erosion • As flow through natural channel approaches Cascade Street (at the west end of the system), flow area

becomes steeper and there is channel incising and head cutting occurring • Flows move over Cascade Street as there is no culver at this location • Evidence of head cutting of flow area just east of Cascade Street (west end of the system)

Solutions

• Construct trapezoidal concrete lined channel from the confluence of Channel D1 and D2 west to Cascade Street

• Remove existing 48” CMP culvert under Cascade Street and replace with CBC • Construct trapezoidal concrete lined channel from Cascade Street west to Ivory Road • Remove existing 48” CMP culvert under Ivory Road and replace with CBC • Construct catch basins on Ivory Road to collect overland flows • Construct rectangular concrete lined channel from Ivory Road west to the confluence of Channel D1

and Channel D2A • Construct unlined earthen channel from the confluence of Channel D2 and D2A to Cascade Street • Construct CBC under Cascade Street • Construct unlined earthen channel from Cascade Street west to the toe of the slope that is east of

Baltic Road • Construct maintenance road(s) along the new system




System D - Channel D2A Characteristics of Drainage Easement

• Moderately developed area • Flows are through well-defined unlined arroyos with steep side slopes (some vertical) • Moderate to heavy growth in easement in arroyo and on side slopes • 30’ easement width from the confluence of D2 and D2A to Cascade Way • Easements in as-builts shown as joint Public Utility Easement (PUE) and Drainage Easement (DE) • Two SAS manholes located in the easement indicating SAS in easement • Several Grade Control Structures (GCS) are located through the reach • Significant plant and tree growth in the flow area • Overland flow collection at Cascade Way through curb cut and asphalt rundown

Observations

• Minimal access for maintenance • Steep side slopes east of Cascade Way • Erosion on side slopes varies from modest to severe – sometimes vertical edges • Several Grade Control Structures (GCS) are located through the reach with two structural failures

(fallen over), flanking flows, and severe erosion around the structures • Significant side slope erosion east of Cascade Way

Solutions

• Install RCP storm drain from the concrete channel at the confluence of D2 and D2A west to Cascade Way

• Construct catch basins and standing curb in Cascade Way to collect surface flows • Construct maintenance road along the new system




System E – Reach E1 Characteristics of Drainage Easement

• Moderate to fully developed area • Moderate growth throughout easement on side slopes between Southern Blvd. and Spur Road • Apparent 50’ easement width from Southern Blvd. to 1450 feet west at the confluence of E1, E2 and E3 • Easements may be joint Public Utility Easement (PUE) and Drainage Easement (DE) • Flow path through easement is well defined • Unlined arroyo between Southern Blvd. and Spur Road with wire tied rip-rap drop structures in arroyo • 2 - 36” x 54” (rise x width) CMP arch culverts under Spur Road • Concrete lined trapezoidal channel with vertical walls along shoulders each side from Spur Road to

approximately 450 feet west; appears to be working well • Dumped rip-rap at start of concrete lined channel • 24” RCP culvert drains Spur Way (on south to the system) • Undefined meandering flow path through the system west of the concrete channel • Heavy growth (trees, brush, grasses) through the reach • Randomly dumped rip-rap of varying size throughout the reach • Concrete rundown from the north at easement off of Ivory Road

Observations Southern Blvd. to Spur Road

• Minimal access for maintenance • Significant erosion and head cutting in the unlined channel between Southern Blvd. and Spur Road • Wire-tied rip-rap drop structure in this reach is being undermined by flows • Erosion occurring under the concrete apron just down from the arch culverts • Walls on each side are at risk • Appears to be some street flows moving over the curb and eroding the earth around the downstream

headwall of the arch culverts Spur Road West to End of Concrete Channel

• Significant sediment deposition at the entrance to the 2 - 36” x 54” (rise x width) CMP arch culverts but not currently blocking culvert flow area

• West End of Concrete Channel to Confluence of E1, E2 and E3

Undefined meandering unlined channel experiencing erosion and head cutting throughout the reach • Bottom of flow area not stable; severe erosion at the confluence of E1, E2 and E3 • Significant amount of growth through the reach • Some walls and fences in this reach are at risk

Flows

• 274 cfs at the confluence increasing to 370 cfs at Spur Road Solutions

• Construct new rectangular concrete line channel between Southern Blvd. and Spur Road • Remove existing 2 - 36” x 54” (rise x width) CMP arch culverts under Spur Road and replace with a

concrete box culvert (CBC) • Retain the trapezoidal concrete lined channel from Spur Road to dumped rip-rap • Construct concrete transition from trapezoidal channel to rectangular CBC at Spur Road • Construct new trapezoidal concrete channel between end of the current trapezoidal concrete channel

and the confluence of E1, E2 and E3 • Connect the existing 24” RCP culvert from Spur Court to the new channel • Connect the existing concrete rundown from Ivory Street (on north) to the new concrete channel • Construct maintenance road(s) along the new system





• Fully developed area • Moderate to significant growth throughout easement including in the main flow path • Apparent 50’ easement width from the confluence of E2 and E3 west to the confluence of E2 and E2A;

apparent 30’ easement from confluence of E2 and E2A west to Rodeo Road • The flow path from the confluence of E2 and E2A west to Pecos Road is meandering and is natural

and unlined • Main flow path through reach is a natural low flow channel • The crossing at Pecos Road is a concrete lined low flow crossing across the road • The flow path from the Pecos Road west to Rodeo Road is meandering and are natural and unlined • The main flow path is a well-defined natural low flow channel with two GCS’s in the flow path • Significant growth along the banks of the flow path

Observations

• Minimal access for maintenance along the entire reach • Main flow path shows evidence of flows overtopping (flattened grasses and debris on sides) the low

flow channel • Main flow channel is incised due to head cutting • Significant erosion along the unlined channel • Several dumped rip-rap structures have been undermined by flows • Some fences on each side are at risk • Sediment deposition on both Pecos and Rodeo Road • Appears to be some localized flooding at the entrance to the channel at Rodeo Road

Solutions

• Construct new concrete line channel from the confluence of E2 and E3 west to Pecos Road • Construct Concrete Box Culvert (CBC) under Pecos Road • Construct concrete rundowns at the CBC to collect overland flows • Construct new concrete line channel from Pecos Road west to the confluence of E2A • Install new RCP storm drain from the confluence of E2A west to Rodeo Road • Construct new catch basins on Rodeo Road to collect overland flows • Construct maintenance road(s) along the new system




System E – Reach E2A Characteristics of Drainage Easement

• Fully developed area • Moderate to significant growth throughout easement generally on the sides • Apparent 40’ easement width from the confluence of E2 west to Hood Road; apparent 20’ easement

from Hood Road west to Baltic Avenue • The flow path from the confluence of E2 west to Hood Road is meandering and is natural and unlined • Main flow path is a natural low flow channel • The crossing at Hood Road is a concrete lined low flow crossing across the road • The flow path from the Hood Road west to the confluence of E2A1 and E2A2 is natural and unlined

with no defined flow path • One GCS in the flow path at the confluence of E2A1 and E2A2 • The flow path from the confluence of E2A1 and E2A2 west to Baltic Avenue is meandering and is

natural and unlined; significant growth throughout this reach; flows are generally from backyards and undeveloped land

Observations • Minimal access for maintenance along the entire reach • Main flow channel is incised due to head cutting and there is significant erosion in areas along the

reach • The GCS at the confluence of E2A1 and E2A2 is ineffective and flows are moving under and around

(flanking) the structure • Significant amount of natural debris in the flow area • Trash has been dumped in the easement west of Hood Road • Flows in the E2A2 Reach are through a lined arroyo and have high velocities as they enter E2A

resulting in localized erosion • Flow path west from confluence of E2A1 and E2A2 is steep • Some fences and walls on each side of this reach are at risk

Solutions

• Construct new concrete lined channel from the confluence of E2 west to Hood Road • Construct Concrete Box Culvert (CBC) under Hood Road • Construct concrete rundowns at Hood Road to collect overland flows • Construct new concrete lined channel from CBC under Hood Road west to the confluence of E2A2 • Connect the existing concrete rundown in E2A2 to the new concrete lined channel • Connect the new concrete lined channel in E2A to the proposed concrete lined channel in E2A1 (see

E2A1 write-up) • Construct unlined channel with GCS from E2A2 west to Baltic Avenue • Construct maintenance road(s) along the new system




System E - Reach E2A1 Characteristics of Drainage Easement

• Fully developed area • Moderate to significant growth throughout easement • Apparent 20’ easement from confluence with E2A north and west to Cielo Vista Park • The flow path from the confluence with E2A north to Pecos Road is subject only to the rainfall that

falls on the easement (no off-site flows to this reach) • Flow path from Pecos Road north and then west to Cielo Vista Park is meandering and is natural and

unlined; flows are generally from backyards and undeveloped land

Observations • Minimal to no access for maintenance along the entire reach • Significant amount of natural debris and growth in the flow area • Some erosion in the flow path from the confluence of E2A1a west to Cielo Vista Park

Solutions

• Construct concrete lined channel from confluence with E2A north to Pecos Road • Construct Concrete Box Culvert (CBC) under Pecos Road • Construct inlets on Pecos Road to collect overland flows into the CBC • Construct new unlined channel with GCS from Pecos Road north and west to Cielo Vista Park • Connect the new RCP storm drain in E2A1a to the proposed unlined channel in E2A1 (see E2A1a

write-up) • Construct maintenance road(s) along the new system




System E – Reach E2A1a Characteristics of Drainage Easement

• Fully developed area • Moderate growth including tress throughout easement • Apparent 20’ easement from confluence with E2A1 west to Baltic Way with CMU walls on each side • The easement has a 24” diameter plastic pipe storm drain that collects flows on Baltic Way and which

transitions to a 24” CMP and then daylights about 150 feet east of the start of the system into dumped broken concrete at the outlet

• Remainder of the easement is unlined and has minimal growth

Problems • Minimal to no access for maintenance along the reach • Inlet to the existing storm drain is the open end of the pipe • Plastic pipe is deteriorating due to UV exposure • CMP outlet pipe is approximately 50% plugged with sediment • The flow path from the dumped concrete to the confluence with E2A1 is experiencing erosion • House to south of pipe entrance at cul-de-sac is at risk

Solutions

• Construct improved inlet (new C&G and PCC rundown) at the entrance to the storm drain system on Baltic Way

• Install new RCP storm drain from new inlet east to the confluence with the proposed unlined channel in E2A1

• Line the surface with material to reduce local erosion in the easement • Construct energy dissipater structure at the confluence of the unlined channel in E2A1 • Construct a maintenance road along the new system




System E – Reach E2B Characteristics of Drainage Easement

• Fully developed area • Moderate growth throughout easement • Apparent 20’ easement from confluence with E2A west to Everest Street • Flow path from confluence with E2A west to Rodeo Road is unlined, has minimal growth, and flows

in easement are what falls on it; flows in Rodeo Road currently by-pass this easement • Flow path from Rodeo Road west to Everest Street is unlined and has moderate to heavy growth in

the flow path as well as on the sides of the channel • Overland flows from Hood Street move into the easement • CMU walls on each side of easement from Hood Road west to Everest Street • Overland flows from Everest Street move into the easement on the west

Problems

• Minimal to no access for maintenance along the reach • Channel flow path just west of Rodeo Road is higher in elevation than the residence to the south

placing the residence at risk in the event the channel breaches the levy on the south side of the channel

• Erosion and head cutting is occurring throughout the reach from Rodeo Road to Everest Street with significant head cutting west from Hood Street

• Some evidence of runoff moving onto property on the south side of the easement at Hood Street • One GCS between Hood Street and Everest Street that is ineffective and has erosion occurring at the

downstream side • Walls at risk between Hood Street and Everest Street

Solutions

• Construct new concrete lined channel from confluence of E2A west to Rodeo Road • Construct new catch basins and concrete rundowns in Rodeo Road to collect street flows • Install new RCP storm drain from the new concrete channel at Rodeo Road west to Hood Road • Construct new catch basins and curb-and-gutter in Hood Road to collect street flows • Install new RCP storm drain from the new concrete channel at Hood Road west to Everest Street • Construct new catch basins and curb-and-gutter in Everest Street to collect street flows • Line the easement surface with material to reduce local erosion in the easement • Construct a maintenance road in the easement





• Fully developed area • Moderate tree and growth through easement from confluence with E2 west and north to E3A • Moderate growth from E3A north to Hood Road • Apparent 50’ easement width from confluence with E2 west to Tula Road; 30’ easement from Tula

Road west to E3A; approximate 20’ easement from E3A north to Hood Road • Easements may be joint Public Utility Easement (PUE) and Drainage Easement (DE) • Undefined meandering flow path through the system • Flows from easement move over surface of Tula Road on concrete low flow flat work • Easement from E3A north to Hood Road is between walls and fences • Flows in the easement are primarily from the rain that falls on the easement • Some household trash and construction debris in the easement • Flows at Hood Road do not enter the easement

Observations

• Minimal access for maintenance • Moderate localized erosion in the unlined channel from the confluence with E2 west to Tula Road • Some ineffective dumped rip-rap and dumped construction materials (asphalt) from the confluence

with E2 west to Tula Road • Easement is somewhat flat from E3A north to Hood Road with little or no erosion; CMU walls and

fences on each side through this reach Solutions

• Construct new trapezoidal concrete lined channel between the confluence of E2 and Tula Road • Construct new Concrete Box Culvert (CBC) under Tula Road • Construct rundowns in Tula Road to direct street flows into trapezoidal channel • Construct unlined channel from Tula Road west to E3A • Clean and re-grade the existing earthen drainage way and install small check dams from E3A north to

Hood Road • Construct maintenance road(s) along the new system




System E – Reach E3A Characteristics of Drainage Easement

• Drainage easement 20’ wide and is located on residential property • Drainage system is an RCP storm drain with an inlet located on Zuni Road and which discharges to

E1

Observations • Inlet is plugged with sediment and is minimally effective • Reach is located on residential property making maintenance difficult • Cannot construct access road through property

Solutions

• Construct added curb-and-gutter on Zuni Road to direct flows to proposed inlets • Construct additional inlets on Zuni Road to collect overland flows • Remove existing 24” RCP storm drain and replace with an up-sized RCP storm drain

star heights drainage assessment...star heights drainage assessment ce #117103 august 7, 2018 3915...

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