Table ofContents - City of Ashland, Oregon

Adkins Consulting Engineering, LLP

ii

Table of Contents Table of Figures ............................................................................................................................................. ii List of Appendices ........................................................................................................................................ iii Chapter 1 - Executive Summary ....................................................................................................... 1-1 Chapter 2 - Background Information ................................................................................................ 2-1 The Project ................................................................................................................................................. 2-1 Site Review ................................................................................................................................................. 2-1 Existing Infrastructure ................................................................................................................................ 2-2 Chapter 3 - Existing Constraints ....................................................................................................... 3-1 Adjacent Properties ................................................................................................................................... 3-1 Street/Driveway Crossings ......................................................................................................................... 3-1 Storm Culverts ........................................................................................................................................... 3-2 Storm Drains .............................................................................................................................................. 3-3 Chapter 4 - The Trail System ............................................................................................................ 4-1 Chapter 5 – Canal Seepage .............................................................................................................. 5-2 Methodology .............................................................................................................................................. 5-2 Site Descriptions ........................................................................................................................................ 5-2 Results & Discussion .................................................................................................................................. 5-3 Chapter 6 - Design Criteria ............................................................................................................... 6-1 Introduction ............................................................................................................................................... 6-1 Capacity ...................................................................................................................................................... 6-1 Storm Runoff .............................................................................................................................................. 6-1 Design Flow ................................................................................................................................................ 6-2 Maximum Upstream Water Surface Elevation .......................................................................................... 6-3 Chapter 7 - Alternatives .................................................................................................................. 7-1 Purpose ...................................................................................................................................................... 7-1 Project Alternatives.................................................................................................................................... 7-1 Net Present Value ...................................................................................................................................... 7-4 Preferred Alternative ................................................................................................................................. 7-5 Chapter 8 - Construction Timeline ................................................................................................... 8-1 Constraints ................................................................................................................................................. 8-1 Schedule ..................................................................................................................................................... 8-2

Table of Figures

Figure 2-1 Vicinity Map Figure 3-1 Existing Constraints by Property Figure 3-2 Map of Street Crossings Figure 3-3 Existing Constraints at Road Crossings Figure 3-4 Drainage Crossings Map Figure 4-1 Ashland Canal Trail Easements Figure 5-1 Seepage Test Locations Figure 7-1 Alternative Schematics Figure 7-2 to 7-9 Preliminary Cost Estimates Figure 7-10 Net Present Value Figure 8-1 Preliminary Construction Schedule ‘A’ Figure 8-2 Preliminary Construction Schedule ‘B’


iii

List of Appendices

Appendix A - Hydrology Drainage Basins Map Basin Hydrographs

Appendix B – Hydraulics Channel Report – Starlight Monitoring Station Pipeline Summary Report Pipeline Hydraulic Grade Line Computations Culvert Report – Roca Creek Culvert Report – Beach Creek Culvert Report – North Basin Culvert Report – Weller Crossing

Appendix C – Tree Report Appendix D - Site Photos Appendix E - Wetland Determination Appendix F – Works Cited


Page 1-1

Chapter 1 - Executive Summary

The Ashland Canal Piping Project (The Project) consists of piping 10,700 feet of the Ashland

Canal within the City’s jurisdiction between Starlite Place and Terrace Street in Ashland, Oregon.

The majority of the canal within the City is located in residential areas and is often paralleled by

recreational trails making it susceptible to contamination requiring treatment for potable water use

and adversely affecting downstream drainages. The City’s 2012 Comprehensive Water Master

Plan identified the project as an opportunity to reduce losses from evaporation and infiltration,

prevent contamination from a variety of sources along the canal, and reduce overflows to Ashland

Creek.

The existing open ditch portion of the canal has concrete that is in fair condition with isolated

sections of cracking mostly caused by tree roots or failing subgrade. The piped sections consist

of several segments totaling approximately 3350 linear feet of canal. The majority of the piped

sections are corrugated metal, but there are also sections of HDPE pipe and concrete pipe. There

are 5 existing monitoring stations that the city uses along the canal; the main monitoring station

located north of Starlite Place is a concrete broad-crested weir. There are seventeen turnouts

throughout the project used for irrigation. The project terminates at the Terrace Street Pump

Station where it can be pumped to the City’s treatment plant, diverted to a TID canal/piping, or

discharged to Ashland Creek.

Because the project primarily lies in a dense residential area, there are numerous constraints to

address in the design of this project. There are 86 properties that the canal crosses or is adjacent

to within the project. Some of the constraints on these properties include trees, fences, bridges,

driveways, and vaults. Trees are by in large the most common constraint for this project with

approximately 284 potentially conflicting trees on the project.

There are seven street crossings throughout this project all of which are paved with concrete curb

and gutter on both sides. The crossings are located at Morton Street, S. Mountain Avenue, Emma

Street, Elkader Street, Leonard Street, Woodland Avenue, and Starlite Place. Morton Street is

the only crossing that has a sidewalk along it. All of the street crossings are piped; Morton Street

is a single 36” x 24” arched corrugated metal pipe (CMP), and the other six crossings are dual

pipes of various sizes.

City of Ashland, Oregon

Ashland Canal Piping Project – Preliminary Engineering Report Executive Summary


Page 1-2

Four major drainages intersect with the canal within the project area; they are in order of

occurrence downstream to upstream: Weller Crossing, North Basin, Beach Creek, and Roca

Creek. North Basin is the only intersection that flows into the canal; the other three drainages are

piped under the canal. North Basin during a 50-year storm has a peak flow of 1.21 cfs into the

canal. There are 15 other drain pipes that flow into the canal most of which are footing or roof

drains with minimal impact on flow, except for two 12 inch culverts that flow into the canal from

Pinecrest Street.

Three ponding seepage tests were conducted on the canal by Adkins during November of 2018.

A seepage test was performed at a test site to represent a good, fair and poor condition section

of the canal. After the seepage tests were completed, Adkins visually assessed the condition of

the Canal. From the results of the tests and assessment, it is estimated that the canal is losing

23% of its flow rate to seepage and evaporation.

The primary design criteria for the project are flow capacity and maximum upstream water surface

elevation. TID specified a limit of 6 cfs as the baseline for design flow for the project which is

supported by the historical flow data as well as the hydraulic analysis completed by Adkins. Since

the upstream canal can’t support more flow, there is no need to over design the canal since there

would be no added benefit. A factor of safety was added to account for field adjustments during

construction; therefore, the recommended design flow is 7.2 cfs for the pipeline.

Since the upstream flows are restricted to a maximum of 6 cfs, there is no capacity to develop

pressure head for the pipeline. Open channel flow analysis of the canal section approaching the

Starlite Monitoring Station indicates that the maximum flow produces a flow depth of

approximately 1 ft upstream approaching Starlite Place. Based on this and the topographic survey

completed by Adkins, the maximum upstream water surface elevation is 2327.05 ft.

Four alternatives were evaluated for the design and presented to the City as viable alternatives

for the Project. Each of the alternatives met the design criteria of 7.2 cfs of flow and a maximum

upstream surface water elevation of 2327.05 ft.

Alternative 1: All 24-inch corrugated HDPE pipeline

Alternative 2: 30-inch corrugated HDPE pipeline with 24-inch corrugated HDPE

crossings; retain and rehabilitate the existing pipe from Elkader Street ending near Beach

Street.


Ashland Canal Piping Project – Preliminary Engineering Report Executive Summary


Page 1-3

Alternative 3: Replace the canal liner with a concrete liner and urethane underliner; retain

and rehabilitate the existing piped sections.

Alternative 4: Do nothing

Of the four alternatives, The City chose Alternative 1: 24-inch corrugated HDPE pipeline as the

preferred alternative for the project. The inlet structure will be located south of the Starlite Place

crossing and include a traveling bar screen to collect and remove debris traveling down the TID

canal. A non-contact flow meter such as an ultrasonic flow meter will be installed to monitor flows.

The inlet structure will also have an overflow bypass weir to protect the upstream canal from

overtopping in the unlikely event of a blockage of the traveling bar screen. At the Terrace Street

Pump Station, the current trash rack will be removed, and the 24-inch pipeline will be connected

into the existing wet well structure.

The 24-inch corrugated HDPE pipeline is estimated to have a total project cost of $3,095,000

(2018 dollars). This cost estimate includes project soft costs such as final design, construction

administration, public outreach, contingency, as well as all construction costs. The estimated

construction cost is $2,174,000 (2018 dollars).

Construction of the Ashland Canal Piping project is expected to begin at the end of the 2019 water

year and will primarily occur during the non-irrigation season (October 1st to April 15th).

Construction is expected to last 18 calendar months and cover two irrigation seasons.


Page 2-1

Chapter 2 - Background Information

The Project

The City of Ashland (City) receives water from Talent Irrigation District (TID) via the Ashland

Canal. The canal was constructed in the early 1900s and operates seasonally from April to

October. Much of the Ashland Canal today consists of concrete lined open ditch though, over the

years portions have been piped due to maintenance issues or development. This water is

primarily used as irrigation for users within the City; however, during drought years the canal is

used as a raw surface water source to supplement the City’s main source (Ashland Creek) for

potable municipal water. When the City is not pumping from the canal, water either siphons under

to continue to an unlined irrigation canal or is spilled at Ashland Creek.

Most of the Ashland Canal within the City is located in residential areas and often times is

paralleled by a recreational trail making the canal and water it carries susceptible to

contamination, requiring excessive treatment for potable use and adversely affecting downstream

drainages such as Ashland Creek. In 2011, the Ashland Creek E. Coli Bacteria Study, completed

by Rogue River Keeper, revealed that E. coli levels in the Ashland Canal increase substantially

as the water travels through the town. Since then, limited sampling of the canal completed by the

City during the summer of 2018 has shown that E. Coli levels increase from the time the canal

enters the city limits to the spill point at Ashland Creek.

The Ashland Canal Piping Project (The Project) consists of piping 10,700 feet of the Ashland

Canal within the City’s jurisdiction between Starlite Place and Terrace Street in Ashland, Oregon

(see Figure 2-1). The City of Ashland’s 2012 Comprehensive Water Master Plan identified the

Project as an opportunity to reduce losses from evaporation and infiltration, prevent contamination

from a variety of sources along the canal, and reduce overflows to Ashland Creek. The

Comprehensive Water Master Plan recommended The Project for short-term implementation and

estimated total costs to be $1.1 Million (September 2011 Dollars).

Site Review

The existing Ashland Canal meanders through residential areas along the westerly hillsides above

the City of Ashland, Oregon. The canal is primarily located within easements on private property

and is wholly located within the limits of the City’s Hillside Lands Overlay as defined by Chapter

18.3.10 of the City’s Land Use Ordinance. This chapter of the City’s Land Use Ordinance imposes


Ashland Canal Piping Project – Preliminary Engineering Report Background Information


Page 2-2

requirements for, but not limited to grading and erosion control, surface and groundwater

drainage, tree conservation, protection, and removal, and building location and design standards.

A preliminary geotechnical review was completed by The Galli Group of Grants Pass, Oregon to

address site geology, site seismicity, geologic hazards, geoscience considerations, and

geotechnical recommendations pertaining to the project.

The Project crosses three drainages identified in the City’s Comprehensive Plan as Riparian

Corridors with each classified as an Ephemeral Stream per Chapter 18.3.11 of the City’s Land

Use Ordinance. During preliminary engineering, a wetland investigation was performed by

Anderson Perry Inc., to delineate the extent of wetland areas at the crossings and identify the

existence of any isolated wetland areas within the project extents. During this investigation, it was

determined that no wetlands were present in the project area. This Determination will need to be

submitted for concurrence prior to completing final design. See Appendix E for a copy of the

Determination.

Existing Infrastructure

The existing open ditch portion of the canal has a concrete lining and bottom widths that vary from

3.5 to 7 feet. The concrete lining is estimated to range from 2 to 4 inches in thickness, and the

lining height on the canal slopes varies from 1.5 to 2.5 feet. The canal lining appears to be in fair

condition with isolated areas of cracking that often is caused by tree roots heaving or penetrating

the lining and in some cases by what appears to be failing subgrade.

The canal has a number of culverts or piped sections the longest of which is a double-barrel, arch

type smooth bore (asphalt lined) corrugated metal pipe constructed in 1977 which is

approximately 1775 feet long stretching north from Elkader Street. The existing pipe/culvert

materials include corrugated metal, high-density polyethylene, and reinforced concrete pipes. The

existing culverts/pipe sections vary in age and account for a total of 3350 linear feet of the canal.

Many of the smaller sections are crossings at public streets or driveways while the larger sections

seem to have been installed to allow or accommodate development of adjacent properties which

the pipe is crossing. Photo 1 shows the crossing at Leonard Street.

The City uses five monitoring stations along the canal to measure flow. Starlite Monitoring Station,

located approximately 500 feet north of Starlite Place, is a formed concrete broad-crested weir

(see Photo 2) and the primary measuring point for tracking water deliveries from TID. The four

other monitoring stations are Cipoletti style sharp-crested weirs that slide into vertical grooves


Ashland Canal Piping Project – Preliminary Engineering Report Background Information


Page 2-3

formed in the canal lining. During irrigation season the City monitors and records flows at each of

these locations.

A number of delivery turnouts are located along the open canal sections. Seventeen turnout

structures are concrete and appear to have been cast-in-place with the canal lining (see Photo

3); of those, three appear to be abandoned or have not seen use in many years. In addition to

the concrete boxes, there are a number of locations where pipes are penetrating through the

canal embankment; it is assumed these are being used to deliver irrigation water as well. There

is at least one service connection along the piped section to the west of South Mountain Ave.

The Project terminates at Terrace Street Pump station. There, water passes through a final weir

before passing the inlet trash rack and flows into a dual chambered wet-well at the pump station

(see Photo 4). One chamber of the wet well feeds the pumps and the other chamber provides

outlets for a TID irrigation line, the canal siphon, and the spill into Ashland Creek. Construction

drawings by Keller and Associates for the 2018 upgrades indicate three new 1,215 gpm vertical

turbine pumps designed to operate in tandem with one of the pumps reserved for backup.

1 in = 2,000 ft

Proposed Pipe Location


Page 3-1

Chapter 3 - Existing Constraints This chapter provides an overview of the existing constraints along the canal between Starlite

Place and Terrace Street. During the Preliminary Phase, the City conducted public outreach which

included meeting on site with individual residents (backyard visits) to discuss concerns while

Adkins performed a field survey and site visits to identify objects or issues that may need to be

considered in the design of the pipeline. Each adjacent property, roadway crossing, and drainage

crossing was evaluated using the City’s and Adkins’ notes and constraints were identified.

Adjacent Properties

There are 86 properties that the canal crosses or is adjacent to within the project boundaries. Of

the 86 properties 73 of them contain one or more potential conflict(s) for the proposed pipeline.

Trees are the most common conflict for the project. There are approximately 284 trees that are

potential conflicts for construction based on whether the tree was within ±10 feet of the alignment.

The 10-foot buffer includes trees with root systems in the path of the canal; the trees would likely

die as a result of construction or cause future conflict with the pipeline. Appendix C shows a report

that highlights conflicting trees larger than 6-inches in diameter that are within 10 feet of the

alignment. Photo 5 shows a tree likely to be impacted by the proposed pipeline. Other conflicts

include; roads, drain/irrigation pipes, driveways, fences, inlet vaults, signs, bridges, utilities, and

balconies. Photo 6 shows a balcony that protrudes over the canal easement at the 954 Elkader

Street property. These constraints are inventoried and listed by property according to project

stationing (downstream to upstream) in Figure 3-1.

Street/Driveway Crossings

There are seven street crossings along the canal all of which are paved with concrete curb and

gutter on both sides. There is only one sidewalk section at the Morton Street crossing. The

crossings are located at Morton Street, S. Mountain Avenue, Emma Street, Elkader Street,

Leonard Street, Woodland Drive and Starlite Place; see Figure 3-2 for a map of these crossings.

These crossings range from 25 – 35’ in width. The crossing at Morton Street is a single 36” x 24”

arched Corrugated Metal Pipe (CMP). The other six crossings are dual pipes of various sizes.

Three of these crossings in particular occur within a single 600-foot long existing piped portion of

the canal (S. Mountain Ave., Emma St., and Elkader St.). This piped portion consists of 40 year

old dual 29”x18” 14 gauge asphalt lined smooth bore CMP’s. Photo 7 shows the end of the

driveway looking across the S. Mountain Ave. crossing


Ashland Canal Piping Project – Preliminary Engineering Report Existing Constraints


Page 3-2

There are multiple potential utility conflicts at each crossing. Horizontal utility locations are shown

on the preliminary drawings based on field survey of utility locates; however these utilities should

be pot-holed and field surveyed prior to construction to verify depths and locations. These

potential utility conflicts as well as the physical constraints are inventoried and listed by crossing

in Figure 3-3.

Storm Culverts

There are four drainages that intersect the canal within the project limits (in order of occurrence

downstream to upstream - Weller crossing, North basin, Beach Creek, and Roca Creek). See

Figure 3-4 for a map of these drainages. The Roca, Beach, and Weller drainages cross the canal

in existing culverts. The North Basin drainage appears to pond on the uphill side of the canal and

overflow into the channel (see Photo 8); however, City records indicate a culvert may exist at this

location. Based on site visits and information from the Preliminary Geotechnical Review we

suspect that this culvert may have been concealed by a debris flow. This location is expected to

be reconstructed as a functioning culvert and so will be included as a constraint and considered

in the hydrologic analysis for the project.

Each basin was analyzed with Hydraflow–Hydragraphs software using TR-55 method for time of

concentration and SCS method to determine peak flows expected at the point of intersection with

the canal. Roca Creek is the largest basin with an area of roughly 145 acres and a peak flow of ±

13.2 cfs during a 50-year storm event. All four drainages are summarized in Table 3-1, further

discussed in Chapter 5 – Design Criteria, and additional information (maps and drainage reports)

are located in Appendix A.

Table 3-1: Drainage Basin Summary

Weller North Beach Roca

Area (acres) 5.3 29.8 32.2 149

Time to Concentration (min)

30.2 40 35 34

Peak Flow (cfs) 0.37 1.21 0.92 13.19

Discharge 24” RCP xing Canal (culvert

possibly buried) 24” CPP xing 24” CMP xing


Ashland Canal Piping Project – Preliminary Engineering Report Existing Constraints


Page 3-3

Storm Drains

There are more than 15 drain pipes that discharge into the canal within the project limits. Many of

these are 4-inch perforated plastic pipe roof or footing drains and contribute minimal flow to the

canal; however, two in particular are storm drain outlets and collect flow at an inlet and on the

uphill side of the canal. One of these is a 12-inch steel pipe (Photo 9) located on the 891 Roca

Street Property; This pipe is not shown in the City’s records. The other is a 12-inch CPP (Photo

10) located at 920 Pinecrest Terrace. In addition to these two storm drains, an 8-inch CPP drain

discharges into the canal on the 615 Taylor Street Property (Photo 11). Site investigations did not

reveal an apparent inlet structure for this drain so it is believe to be a roof or footing drain for the

residence.

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A B C D E F G H I J K L M N O P Q R S T

MAP LOT FEE OWNER SITE ADDRESS

START

STATION

END

STATION

SIDE FROM START TO

FINSIH TOTAL TREES

DRAIN / IRRIGATION

PIPES DRIVEWAYS FENCES

INLET

VAULTS SIGNS BRIDGES UTILITIES STAIRS

RETAINING

WALLS

PUMP

HOUSES OTHER COMMENTS

391E16BA1401HILLENGA MARK

ALANTERRACE ST 1+19.0 2+43.0

BOTH MOSTLY LEFT

(EAST)5 2 1 1 1

TREES (CEDAR: 19, 19"), PEDESTRIAN BRIDGE, FENCE

ALONG TERRACE STREET WITH GATE OVER CANAL

391E16BA1402OLSON CYNTHIA

LEE560 TERRACE ST 2+43.0 4+06.0

BOTH MOSTLY LEFT

(EAST)7 3 1 1 1 1

TREES (DECID: 19, 21" PINE:20"), SINGLE LANE VEHICLE

BRIDGE, METAL SCULPTURE, 2' TALL RETAINING WALL, 2"

DRAIN PIPE

391E16BA1400MARTIN LEONARD

C/ELIZABETH608 TERRACE ST 3+44.0 4+06.0 RIGHT (EAST) 0

OWNER WANTS NEW SERVICE CONNECTION, OWNERS

WANT PRIVACY (NO PATH), POSSIBLE IRRIGATION TO TREES

AND VEGITATION DEPENDANT ON CANAL SEEPAGE

391E16BA1400MARTIN LEONARD

C/ELIZABETH608 TERRACE ST 4+06.0 6+04.0 BOTH 2 1 1 TREE (DECID 21"), 1" DRAIN PIPE,

391E16BA1402OLSON CYNTHIA

LEE560 TERRACE ST 4+06.0 4+39.0 LEFT (EAST) 1 1 FENCE 8' OFF ALIGNMENT

391E16BA1205 ASHLAND CITY OF ASHLAND ST 6+05.0 7+43.0 BOTH 9 6 2 1TREES (DECID: 8", 9", 10", PINE: 11", 7", 15"), PED BRIDGE,

2" & 10" DRAIN PIPES

391E16BA1500 ASHLAND CITY OF 696 TERRACE ST 6+33.0 7+44.0 RIGHT (SOUTH) 0

391E16BA1300 ASHLAND CITY OF ASHLAND ST 7+42.5 10+54.0 LEFT (NORTH) 4 3 1 TREES (PINE: 18", 8" DECID: 19")

391E16BA1200BOSMA P ALLEN

AND VENESSA J400 ASHLAND ST 7+43.0 12+99.0 RIGHT (SOUTH) 36 21 1 1 13

TREES (PINE: 10, 6, 7, 20, 16, 9, 17, 18, 23, 27" DECID: 6, 6,

6, 7, 8, 8, 9, 9, 10, 16" CEDAR 7"), FENCE WITH E-GATE, 12'

WIDE DRIVEWAY, 13 RAISED GARDEN BOXES | GARDEN

IMPORTANT TO OWNER, OWNER WANTS NEW SERVICE

CONNECTION

391E16BA1100COTTLE MORGAN

CURTIS/TARA D390 ASHLAND ST 10+55.0 12+67.0 LEFT (NORTH) 4 3 1

TREES (CEDAR: 16, 16" DECID: 12"), 2" PIPE | OWNER

WOULD LIKE TO MAINTAIN PRIVACY, IRRIGATION

CONNECTION ALWAYS PLUGS, WANTS TO KEEP TRAIL

391E16BA800RATZLAFF JAMES

WILLIAMS JR621 LONG WAY 12+99.0 16+08.0 RIGHT (SOUTH) 18 11 1 1 1 2 1 1

TREES (DECID: 7, 8, 8, 8" PINE: 14, 15, 18, 18, 23, 25"

CEDAR: 6"), 20' WIDE DRIVEWAY W/ CURB, 4" PIPE FROM

PUMP HOUSE, UNDER GOUND POWER & SANITARY SEWER

LINE

391E16BA114HAMMELL TROY

M/SAMANTHA S597 HENLEY WAY 12+99.0 13+95.0 LEFT (NORTH) 0

391E16BA118JOHNSON GAIL K

TRUSTEE ET A611 LONG WAY 13+95.0 15+46.0 LEFT (NORTH) 2 1 1 TREE (PINE 29"), PIPE FROM PUMPHOUSE

391E16BA707PARK ESTATES

ASSOC INCWATERLINE RD 16+14.5 16+36.5 RIGHT (SOUTH) 2 1 1 10" CONC PIPE, SANITARY SEWER LINE

391E16BA301MORAN SHAUN J

TRUSTEE ET AL615 TAYLOR ST 16+44.0 21+59.0 RIGHT (SOUTH) 26 23 1 1 1

TREES (DECID: 9, 7" MADRN: 7, 9" PINE: 8, 8, 9, 9, 10, 11,

11, 12, 13, 14, 15, 15, 16, 17, 18, 24, 28, 30, 42"), 12' WIDE

DRIVEWAY, STONE WALKWAY STAIRS

391E16BA109WESTIGARD PETER

H TRUSTEE610 LONG WAY 17+02.0 18+21.0 LEFT (NORTH) 0

391E16BA400WRIGHT EILEEN

TRUSTEE FBO595 TAYLOR ST 18+21.0 19+24.0 LEFT (NORTH) 0

391E16BA200LARSON PAUL H ET

AL604 TAYLOR ST 19+70.0 21+59.0 LEFT (NORTH-EAST) 3 3 TREES (DECID: 12, 15" PINE: 13")

391E16BA790MORAN SHAUN J

TRUSTEE ET ALLONG WAY 21+59.0 21+66.5 RIGHT (WEST) 4 4

TREES (MADRN: 7, 10" PINE: 7, 9") 10" MADRONE AT

STATION 16+50

391E16AB2115DIENEL NICHOLAS

H TRUSTEE EWELLER LN 21+66.5 22+42.0 MOSTLY LEFT (EAST) 6 4 1 1 TREES (PINE 8, 11, 13, 13")

391E16AB2118DICHIRO ROBERT L

TRUSTEE ET635 WELLER LN 22+41.0 24+59.5 RIGHT (WEST) 8 7 1 TREES (PINE: 8, 12, 13, 18, 19, 22, 23"), SPLIT DRIVEWAY

391E16AB2116SNEIDER-BROWN J

L TRSTE FBO625 WELLER LN 22+42.0 24+15.0 LEFT (EAST) 0

391E16AB2117

WELLER LANE

HOMEOWNERS

ASSN

WELLER LN 24+15.0 25+54.0 LEFT (EAST) 2 1 1 TREES (MADRN: 7"), SPLIT DRIVEWAY

391E16AB2119HENDRICKSON

SARA K645 WELLER LN 24+59.5 26+09.0 RIGHT (WEST) 8 7 1

TREES (DECID 11" MADRN: 12" PINE: 6, 6, 10, 11, 16"), SPLIT

DRIVEWAY

391E16AB2125STUBBS MILTON

O/TRACIE E650 WELLER LN 25+54.0 27+86.0

BOTH MOSTLY LEFT

(NORTH)8 7 1

TREES ( DECID: 6, 7, 7, 7, 12" MADRN: 9, 11"), 24"

DRAINAGE PIPE (STARTS ON CATCH BASIN ON PROP#

391E16AB2124) | OWNER WOULD LIKE FENCE EXTENDED

FOR PRIVACY

391E16AB2124

WELLER LANE

HOMEOWNERS

ASSN

WELLER LN 26+09.0 27+31.0 RIGHT (SOUTH) 6 5 1TREES (MADRN: 11, 11, 12, 12, 14"), 24" DRAINAGE PIPE

GOES UNDER CANAL

391E16AB2001KEEVIL THOMAS

A/JEAN A600 FOREST ST 27+86.0 29+60.5 BOTH 10 9 1 TREES (DECID: 8" PINE: 8, 13, 17, 19, 20, 24, 24, 25")

EXISTING CONSTRAINTS BY PROPERTYASHLAND CANAL PIPING

1/4 Figure 3-1

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START

STATION

END

STATION

SIDE FROM START TO

FINSIH TOTAL TREES

DRAIN / IRRIGATION


INLET


RETAINING

WALLS

PUMP



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391E16AB1900WOLFE PATRICIA J

TRUSTEE ET650 FOREST ST 29+60.5 31+46.0 BOTH 5 5 TREES (DECID: 12, 13 PINE: 26, 26, 43")

391E16AB2209 HUMMELL BEN JR 721 MORTON ST 31+46.0 32+59.0BOTH MOSTLY RIGHT

(SOUTH)15 11 3 1

TREES (MADRN: 21" PINE: 8, 8, 8, 8, 9, 11, 12, 12, 13"), 3 - 4"

FOUNDATION DRAIN PIPES, GAS LINE

391E16AB2220INGALLS PETER

D/JAN ELLEN L671 MORTON ST 31+58.0 33+46.0 LEFT (NORTH) 1 1 TREE (PINE: 13")

391E16AB2208LOVE TIMOTHY

P/BELL LAUREL707 MORTON ST 32+59.0 34+10.0

BOTH, ENDS @

MORTON STREET11 3 2 2 1 2 1

TREES (DECID: 12", PINE 10", PINE (BLUE SPRUCE): 12"),

ASPALT AND CONCRETE DRIVEWAY, WOODEN STEPS, 2 - 4"

FOUNDATION DRAIN PIPES, UNDER GORUND POWER

391E16AB2212PARK ESTATES

ASSOC INCMORTON ST 34+69.0 37+14.0 BOTH 8 6 1 1

TREES (DECID: 10" MADRN: 6" PINE: 10, 10, 13, 29"),

UNDER GOUND POWER CROSSING (FOLLOWS ALONG

CANAL), SEWER PARALLELS CANAL (EAST), LARGE BOULDER

391E16AB2213COHEN ANDREA B

TRUSTEE ET A748 LISA LN 35+00.0 37+14.0 LEFT (EAST) 1 1

TREE (PINE: 28") | OWNER DOESN’T WANT ANYTHING ON

HIS PROPERTY, CONCERNED ABOUT PROP VALUE,

CONCERNED ABOUT TREES RELYING ON SEEPEAGE

391E16AC447

FERNANDES

JOAO/BERGAN-

FERNA

762 LISA LN 37+14.0 37+85.0 BOTH 1 1

391E16AC408MOGEL RONALD

TRUSTEE ET AL774 LISA LN 37+85.0 38+57.0 BOTH 9 4 1 3 1

TREES (DECID: 7" MADRN: 7" PINE 28, 29") SEWER, UNDER

GROUND COMM AND POWER, POWER TRANSFORMER |

OWNER WANTS NEW SERVICE CONNECTION

391E16AC406 BUCCINA JUNE 784 LISA LN 38+57.0 39+30.0 BOTH 4 4 TREES (DECID: 12, PINE: 10, 16, 17")

391E16AC405SINGER REUVEN

D/BALDOVINO B800 LISA LN 39+30.0 41+87.0 BOTH 11 11 TREES (MADRN: 9, 12" PINE: 7, 9, 9, 12, 1, 20, 28, 29, 40")

391E16AC404SHERIDAN JAMES

D825 WATERLINE RD 39+73.0 42+00.0 RIGHT (WEST) 4 4 TREES (MADRN: 9, 22, 30" PINE: 18")

391E16AC409PARK ESTATES

ASSOC INCLIBERTY ST 41+87.0 42+42.0 BOTH 0

391E16AC300D & S VENTURES

LLCLIBERTY ST 42+42.0 52+82.5 BOTH 35 31 3 1

TREES (DECID 9, 10, 11, 14, 14, 15, 19" FIR: 6" MADRN: 8,

10, 10, 12, 14, 20, 25" PINE: 6, 7, 8, 9, 9, 11, 12, 13, 15, 15,

16, 17, 22, 24, 25, 26"), 24" PIPE UNDER CURRENT CANAL

PIPING, 2 SDL COMING OFF HILLSIDE, TRAIL CROSSING, LOTS

OF BRUSH

391E16AC200 CITY OF ASHLAND LIBERTY ST 42+42.0 47+50.0 LEFT (NORTH) 4 4

391E16AD5200HARKER JEFFREY

PAUL911 BEACH ST 52+82.5 55+79.0 BOTH 14 9 1 1 1 1 1

TREES (MADRN: 9" PINE: 17, 18, 20, 24, 24, 26, 31. 32"),

FENCE WITH GATE, WOODEN STAIRCASE, PAVED

DRIVEWAY, 4" DRAIN CrOSSES PIPE, SPRINKLER SYSTEM,

LOTS OF BRUSH

391E16AD5201DIMITRE THOMAS

N TRUSTEE901 BEACH ST 54+12.0 55+52.0 LEFT (NORTH) 0

391E16AD5001ARNDT DENIS

LEROY TRUSTEE E930 BEACH ST 55+94.0 56+78.5 BOTH 2 1 1 TREE (PINE: 40"), CONCRETE DRIVEWAY

391E16AD4700 WATT RANDY/EVIE 900 BEACH ST 56+78.5 58+87.0 BOTH 3 3 TREES ( PINE 9, 11, 12, 33")

391E16AD4300 WATT RANDY/EVIE 820 BEACH ST 58+87.0 5+30.0 BOTH 6 6 TREES (DECID 8, 9, 16" PINE: 6, 8, 38")

391E16AD4200 MULLEN MIRIN 1020 WILDWOOD WAY 59+30.0 59+91.0 BOTH 5 2 2 1TREES (10, 13"), OLD WOODEN RETAINING WALL, 2 - 6"

ROOF DRAINS CROSS OVER PIPING

391E16AD4100 KENDALL KAY 1025 WILDWOOD WAY 59+91.0 61+18.0 BOTH 7 5 1 1TREES (DECID: 10, 15, 15, 16" PINE: 31"), 4" FOOTING

DRAIN, IRRIGATION CONNECION AT VAULT STA: 60+80

391E16AD4000

KNECHT

ALEXANDER/KONN

Y

890 BEACH ST 61+18.0 61+50.5 BOTH 1 1

391E16AD3100 GURWELL JULIA K 1047 WILDWOOD WAY 61+50.5 62+71.0 RIGHT (SOUTH) 4 2 1 1TREES (DECID: 9" PINE:24"), IRRIGATION CONNECTION

WITH PUMP

391E16AD3406

ROBERTS

ANTOINETTE M IRA

ET

771 MOUNTAIN AVE 61+55.0 62+47.0 LEFT (NORTH) 1 1 IRRIGATION CONNECTION WITH SPIGOT

391E16AD3200LITTLE JOHN D

TRUSTEE ET AL807 S MOUNTAIN AVE 62+47.0 64+84.0 LEFT (NORTH) 1 1 6 FOOT WOODEN FENCE

391E16AD2900HERING WILLIAM

TRUSTEE ET A1071 WILDWOOD WAY 62+71.0 64+84.5

LEFT (SOUTH), ENDS @

S. MOUNTAIN AVE13 12 1

TREES (DECID: 8, 9, 13, 13, 15" PINE: 10, 12, 18, 23, 24, 24"),

DECORATIVE ROCK RETAINING WALL

2/4 Figure 3-1

1

2

3



START

STATION

END

STATION

SIDE FROM START TO

FINSIH TOTAL TREES

DRAIN / IRRIGATION


INLET


RETAINING

WALLS

PUMP



57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

391E16AD6800BAILEY LISA G

TRUSTEE ET AL822 S MOUNTAIN AVE 65+43.0 66+30.5

BOTH, BEGINS @ S.

MOUNTAIN7 5 1 1

TREES (DECID: 7, 9" PINE: 9, 12, 21"), PAVED DRIVEWAY,

POWER TRANSFORMER

391E16AD7200QUENELL MARY

VIRGINIA840 S MOUNTAIN AVE 66+30.5 67+05.0 BOTH 4 2 1 1 TREES (PINE: 8, 36"), PAVED DRIVEWAY, CAR PORT

391E16AD7100

KOOPMAN

RONALD P

TRUSTEE ET

1133 EMMA ST 67+05.0 68+12.0BOTH, ENDS @ EMMA

ST7 5 1 1

TREES (OAK: 6, 9" PINE: 14, 18, 30"), DECORATIVE PATH

WITH STAIRCASE @ EMMA STREET

391E16AD300STIERS ROBERT

T/ALETA M1120 EMMA ST 68+55.0 69+69.0 RIGHT (WEST) 0

391E16AD400AMES CAROLYN

TRUSTEE1130 EMMA ST 68+84.5 69+56.0

BOTH, BEGNS@EMMA

ENDS@ELKATR6 4 1 1

TREES (CEDAR: 6, 6, 6, 6"), FENCE, STAIRS, BRUSH | OWNER

CONCERNED ABOUT LOOSING PRIVACY FROM BUSH

REMOVAL

391E15BC2306BENEDETTI LAURA

TRUSTEE FBO938 ELKADER ST 70+35.0 71+17.0 LEFT (EAST) 2 1 1

391E15BC2307KOERBER

BENJAMIN JAMES954 ELKADER ST 70+64.0 73+40.0

BOTH, BEGINS @

ELKATER11 4 4 1 1 1

TREES (OKA: 7" PINE: 18, 20, 23"), OLD PED BRIDGE, 3 - 4"

ROOF DRAINS, IRRIGATION LINE, COMM LINES,

HOUSE/DECK CLOSE TO CANAL | OWNER CONCEREND

ABOUT LARGE TREES NEXT TO CANAL, OWNER HAS

ENCROACHMENT PERMIT FOR DECK OVER CANAL

391E15BC2308 COX THOMAS 950 ELKADER ST 70+65.0 73+40.0 LEFT (EAST) 1 1 3" SDL

391E15BC2304WELCH WILLIAM L

TRUSTEE ET970 ELKADER ST 73+40.0 77+91.0

BOTH, GAP 75+71 TO

76+94 (BLEIWEISS

PROP)

4 1 1 2 TREE (OAK: 24")

391E15301BLEIWEISS PETER

RICHARD TRU1131 HIGHWOOD DR 75+71.0 76+94.0 BOTH 2 1 1 24" CMP UNDER CANAL

391E15BC2403DE ROUCHEY

LOUIS/AMANDA891 ROCA ST 77+91.0 82+37.0 BOTH 7 6 1 TREES (FIR: 6, 9, 10, 11, 13" MADRN:10"), 12" PIPE

391E15BC2400KINARD JOHN G

TRUSTEE ET AL875 ROCA ST 82+37.0 83+00.0 BOTH 1 1

391E15BC2500HESTER FREDERICK

C/CARLENE820 PINECREST TR 83+00.0 84+22.0 BOTH 4 1 1 1 1

TREE (OAK: 9"), SMALL PED BRIDGE, FENCE WITH GATE,

ROCK RETAINING WALL ABOVE CANAL

391E15BC2502ELDRIDGE NATHAN

P/LESLIE M840 PINECREST TR 84+22.0 84+95.0 BOTH 4 1 1 1 1

TREE (FIR: 10"), PED. BRIDGE WITH STAIRS GOING UP TO

THE HOUSE | OWNERS CONCERNED ABOUT LOOSING

ACCESS TO BOTTOM PORTION OF PROPERTY DURING

CONSTRUCTION

391E15BC3101NELSON STEVEN

J/MARY P1286 WOODLAND DR 84+95.0 85+70.5 BOTH 6 2 1 2 1

TREES (FIR: 10" OAK:6"), PEDESTRIAN BRIDGE, IRRIGATION

VAULT DOWN HILL

391E15BC1000SANDLER ALLAN F

TRUSTEE FBO1260 PROSPECT ST 85+70.5 86+18.0 BOTH 4 1 1 1 1

TREES (MADRN: 6"), PED. BRIDGE, INLET VAULT WITH

STAIRS

391E15BC1006

GOLDMAN

BRANDON

L/NANCY G

827 LEONARD ST 86+18.0 87+52.0RIGHT (SOUTH), ENDS

@ LEONARD ST6 4 2 TREES (FIR: 8, 28" OAK: 6" PINE: 24"), 2 - 4" DRAINS

391E15BC1004MCCORMACK

HOLLY825 LEONARD ST 86+18.0 87+52.0

LEFT (NORTH), ENDS 2

LEONARD ST3 2 1 TREES (FIR: 10, 10"), 4" DRAIN PIPE

391E15BC501WHIPPLE GALEN

CHARTER1313 WOODLAND DR 88+02.0 89+07.0

BOTH,

BEGNS@LEONRD

ENDS@WOODLND

5 3 1 1TREES (FIR: 14" PINE: 10, 12"), PEDESTRIAN BRIDGE OVER

CANAL, IRRIGATION VAULT

391E15BC3001

CONNOR

TIMOTHY/DRON

KATHERI

1314 WOODLAND DR 89+57.0 90+88.0BOTH, BEGINS @

WOODLAND DRIVE6 2 1 2 1

TREES (FIR: 10" MADRN: 6"), GATE FOR TRAIL EACH END OF

PROPERTY, INLET VAULT WITH TWO HEADGATES, 2" STEEL

PIPE FROM BOTTOM OF CANAL

391E15BC2900MARTIN PATRICK

M1300 WOODLAND DR 89+57.0 90+70.0 RIGHT (WEST) 1 1

391E15BC2800 DOWNS JENNIFER 880 PINECREST TR 90+88.0 91+95.0 RIGHT (WEST) 1 1 4" DRAIN PIPE

391E15BC3008MARTIN NEIL M

TRUSTEE ET AL925 PENNY DR 90+88.0 91+55.0 LEFT (EAST) 3 1 1 1

SMALL PEDESTRIAN BRIDGE WITH GATE & SMALL FENCE

SECTION, NO TRESPASSING SIGN

391E15BC3009BURNAM

MICHAEL/JESSICA945 PENNY DR 91+55.0 92+76.0 LEFT (EAST) 4 3 1 TREES (OAK 10, 10" PINE: 12")

391E15BC3004 PERINA HELEN A 900 PINECREST TR 91+96.0 93+19.5BOTH, MOSTLY RIGHT

(WEST)3 2 1 TREES (FIR: 10, 14"), 4" DRAIN PIPE

391E15BC3010 BONNEY JULIA A 955 PENNY DR 92+75.5 95+69.0 BOTH 6 4 2TREES (FIR:8" OAK: 6, 8, 16"), INLET VAULTS ON NEIGHBORS

PROP (900 & 920 PINCREST TR)

3/4 Figure 3-1

1

2

3



START

STATION

END

STATION

SIDE FROM START TO

FINSIH TOTAL TREES

DRAIN / IRRIGATION


INLET


RETAINING

WALLS

PUMP



83

84

85

86

87

88

89

90

91

391E15BC3003

NORTH

JAMIE/BROWN

ERIK

920 PINECREST TR 93+19.5 94+28.0BOTH, MOSTLY RIGHT

(WEST)2 1 1

TREE (MADRN: 8"), 12" CPP FLOWS INTO CANAL (WAS ON

955 PENNY DRIVE PROP FROM OLD RECORDS BUT NEW PLA

LATHE SHOWS IT ON 920 PINCREST TR)

391E15BC3011WHITE ELIZABETH

A BOWLUS TRPENNY DR 95+69.0 97+52.0 LEFT (NORTH) 2 1 1 TREE (MADRN: 8")

391E15BC3012WHITE ELIZABETH

A BOWLUS TR980 PENNY DR 97+52.0 97+82.0 LEFT (NORTH) 1 1 TREE (FIR: 8")

391E15BD7401BOUTACOFF ALEXIS

JR/LINDAPINECREST TR 97+98.0 102+15.5 LEFT (NORTH) 0

391E15BD7403MATTSON PETER

W TRUSTEE ET940 PINECREST TR 102+15.5 104+26.0 LEFT (NORTH) 0

391E15BD7402

TOKAREFF

RAYMOND L AND

MARS

944 PINECREST TR 104+26.0 105+41.0 LEFT (NORTH) 1 1 12' WIDE PAVED DRIVEWAY

391E15BD7400BIBEE LEONARD

DALE/PATRICIA950 PINECREST TR 105+41.0 106+67.0 LEFT (EAST) 2 1 1 12' WIDE PAVED DRIVEWAY

391E15BD7412VANDERLIND

LARRY R TRUSTEE960 PINECREST TR 106+67.0 107+23.5 LEFT (EAST) 0

TOTALS: 453 297 37 17 15 14 14 12 11 8 4 2 22

4/4 Figure 3-1

!H

!H

!H

!H

!H!H

!H7

65

4

1

23

Legend!H Street Crossing

Street Name1 - Morton Street2 - S. Mountain Avenue3 - Emma Street4 - Elkader Street5 - Leonard Street6 - Woodland Drive7 - Starlite Place

Proposed Pipe24" Corrugated Dual Wall HDPE Pipe

0 1,000500 Feet

NAME

START

STATION

END

STATION TOTAL

CANAL

PIPES

CURB /

GUTTER SIDEWALK

WATER

LINE

SEWER

LINE

STORM

LINES

OVERHEAD

POWER

UNDERGROUND

POWER

COMM

LINES

GAS

LINES

TRASH

RACK OTHER COMMENTS

MORTON ST 34+11.0 34+69.5 12 1 2 1 1 1 2 2 2

SINGLE 36X24" ARCHED CMP, SDMH IN ROADWAY WHERE

PIPE BENDS (STA: 34+38), APPROX 25' PAVED ACROSS,

RETAINING WALL FOR DRIVEWAY ON 707 MORTON ST.

PIPING CONTINES WEST OF CROSSING

S. MOUNTAIN AVE 64+84.0 65+43.5 7 2 2 1 1 1

DUAL 27X20" CMP PIPES, APPROX 31' PAVED ACROSS,

ACCESS VAULT AT STA: 64+78 JUST INSIDE THE 1071

WILLWOOD WAY PROP, MANHOLE AT STA: 65+25 LOCATED

IN DRIVEWAY. PIPING CONTINUES IN BOTH DIRECTIONS

EMMA STREET 68+12.0 68+84.5 11 2 2 2 1 1 3


MAILBOX, STAIRCASE, ROCKWALL, PIPING CONTINUES BOTH

DIRECTIONS

ELKADER STREET 69+56.0 70+64.5 11 2 2 2 1 1 2 1


WATER METERS CLOSE TO PIPE, PIPING CONTINUES NORTH

WEST, OVERHEAD POWER EAST SIDE AND CROSSING STREET

LEONARD STREET 87+52.0 88+02.0 9 2 2 1 1 2 1DUAL 36X24" CMP, APPROX 32' PAVED ACROSS, OVERHEAD

POWER BOTH SIDES OF STREET

WOODLAND DRIVE 89+07.0 89+57.0 8 2 2 1 1 1 1DUAL 36X24" CMP, APPROX 35' PAVED ACROSS, OVERHEAD

POWER TO WEST

STARLITE PLACE 107+15.0 107+67.0 13 2 2 1 1 1 1 1 1 3

15" & 18" PVC PIPES, APRROX 30' PAVED ACROSS, 18"

STORM PIPE CROSSING, MAIL BOXES, TELEPHONE PEDESTAL,

WATER METER, STORM GRATE, CURB INLET

TOTALS: 71 13 14 1 9 6 4 5 4 3 1 1 10

STREET CROSSING INVENTORIES

ASHLAND CANAL PIPING

1/1 Figure 3-3

WellerBasin

BeachBasin

NorthBasin

RocaBasin

Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan,METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community

H:\35

22-01

Ashla

nd C

anal

Piping

\GIS\

Drain

age C

rossin

gs.m

xd

LegendXINGSAshland Canal

Ashland Canal (Pipe)

0 0.1 0.2

Miles


Page 4-1

Chapter 4 - The Trail System There is roughly 5420 feet of intermittently accessible trail between Terrace Street and Starlite

Place located primarily within easements on private land (see Figure 4-1). Access to the trail is

intermittent at locations due to no trespassing signs and gates. There are seven gates located

along the trail system, not all of these gates are used to block public access. The path is mostly

composed of gravel, decomposed granite and/or soil sections of varying conditions with a 275-

foot paved section between Starlite Place and Penny Drive. There are 14 bridges over the canal

used for private and/or public access. One of the bridges is used as a driveway to the residence

at 560 Terrace Street. The other 13 bridges are pedestrian bridges of various sizes and used for

trail access or property owner access across the canal. Photo 12 shows a section of trail located

along the 650 Weller Lane Property.

Walkers, joggers, and dog-walkers regularly travel the portions of the trail that are granted public

access. The presence of animal feces (mostly dog) was regularly noted during the Ashland Creek

Bacteria Study and is considered a probable factor contributing to the E. Coli levels that are

measured in the canal. Piping the canal within the City limits was recommended in the Ashland

Creek bacteria study because it would likely lead to a reduction in additional bacterial

contamination from a variety of sources.

LegendPublic Trail EasementUtility Easement Only

0 1,000500 Feet


Ashland Canal Piping Project – Preliminary Engineering Report Canal Seepage


Page 5-2

Chapter 5 – Canal Seepage

Methodology

Three ponding tests were conducted at the Ashland Canal between Starlite Place and Elkader

Street in November of 2018. A ponding test measures how fast water seeps from the canal into

the ground, since the Ashland Canal is lined with concrete the seepage was attributed to the

cracks and holes in the liner. Each test was conducted at a preselected 100 feet long section of

canal. The locations were selected based on the condition of the canal liner. Each location was

selected to represent a good, fair, and poor condition section of the canal.

At each test location, dams were constructed out of butyl flexible rope gasket, thick plastic

sheeting and sandbags (see Photos 13 and 14). Staff gauges were installed at each end of the

ponded area to measure water levels (see Photo 15). Rain gauges were also installed to account

for precipitation even though no rainfall occurred during any of the three ponding tests.

Evaporative losses were considered insignificant for these tests due to the time of year,

temperatures and amount of shade at the sites. After the dams were built, water was fed into the

ponding site via a 4,000-gallon water truck. The ponding sites were filled until the water met the

existing high water mark on the canal lining. Each test was conducted for a full 48 hours to account

for the ground saturation period. The water levels were measured every hour during the day. As

the water level dropped, water was added to the ponding site to keep the pressure head

consistent. The testing method was derived from Texas A&M’s AgriLife Extension article on

‘Measuring Seepage Losses from Canals Using the Ponding Test Method” (Fipps, 2009).

Site Descriptions

Ponding Site No. 1 was located near the address of 944 Pinecrest Street (see Photo 16). This

ponding site was chosen as the good condition site, as it had very little sign of cracking. Site No.

1 was possibly one of the best overall sections of the canal. The test was conduction from

November 5th at 10:30 AM to November 7th at 10:30 AM. During the 48-hour test, temperatures

ranged from 30°F to 58°F.

Ponding Site No. 2 was located near the intersection of Woodland Drive and Leonard Street in

the canal south of Woodland Drive (see Photo 17). This ponding site was chosen as the fair

condition test site. The test location had moderate hardened cracks most likely due to long-term

expansion and shrinkage of volume from drying and wetting cycles (see Photo 18). Site No. 2




Page 5-3

was an accurate representation of the fair condition sections of the canal. The test was conducted

from November 7th at 1:00 PM to November 9th at 1:00 PM. During the 48-hour test,

temperatures ranged from 27°F to 64°F.

Ponding Site No. 3 was Located east of Elkader Street (see Photo 19). This ponding site was

chosen to represent the poor condition canal lining. The canal lining was severely cracked in this

location; there were lateral cracks along the wall the entire width of the test section and the lining

was pushed up and broken exposing the soil beneath in two places from tree roots (see Photo

20). Although Site No. 3 was in poor condition, it was not the worst condition site in the canal.

Due to accessibility, it was the best representation available for the test. The test was conducted

from November 13th at 10:30 AM to November 15th at 10:30 AM. During the 48-hour test,

temperatures ranged from 29°F to 59°F.

The test locations were chosen to best represent the range of conditions in the canal while still

being accessible with the equipment required for the test. See Figure 5-1 for a map if the test

locations. The Ashland Canal is not uniform, so not only were the sites different in condition but

they also varied in cross-section. Generally, the canal is trapezoidal in shape with varying

dimensional parameters. To estimate the seepage loss at each test site, the parameters

measured onsite shown in table 5-1 were used.

Table 5-1: Seepage Test Site Parameters

Site Top Width

(feet) Bottom Width

(feet) Depth (feet)

Length (feet)

Wetted Perimeter (feet)

Side Slope Volume

(ft3)

1 8.5 5.0 1.09 100 9.12 1.61 : 1 736

2 5.0 3.5 0.74 100 5.60 1.02 : 1 312

3 8.3 6.8 0.94 100 9.24 0.80 : 1 710

Results & Discussion

The results from the tests show that there is a noticeable amount of water lost through seepage

in the Ashland Canal. The seepage losses vary greatly by the condition of the canal liner. The

first test site had the least seepage of all three sites, as expected. The measured seepage losses

at site 1 ranged from 0.07 to 0.27 cfs/mile. The measured seepage was higher than reported due

to leaks in the dam. The losses in the dam were visually estimated and subtracted from the

measured losses. The following two Site’s (No. 2 and No. 3) dams sealed up much better resulting

in nearly zero losses through the dam. The estimated seepage losses range from 0.22 to 0.54




Page 5-4

cfs/mile at ponding site two. At ponding Site No. 3 the estimated seepage losses range from 0.75

to 1.15 cfs/mile. The first 24-hours of the test were used as a saturation period; the seepage rates

were still recorded but not used to estimate the average seepage rates. Table 5-2 breaks down

the results after the dam losses were accounted for on test 1.

Table 5-2: Ponding Seepage Loss Results

Site Condition Test Average

Flow (cfs)

Estimated Unit Seepage Losses

(cfs/mile) (ac-ft/mile/day)

1 Good 0.0014 0.07 0.15

2 Fair 0.0061 0.32 0.63

3 Poor 0.0183 0.97 1.92

Although test Site No. 3 was the most degraded test site and showed the highest seepage rate,

test Site No. 2 was the only site that seeped nearly completely dry overnight resulting in dry

sections in the canal. The canal did not go completely dry because the canal bottom is not a

consistent grade and has some low spots resulting in ponding. There are a number of factors that

play a part in this. First, the canal section at Site No. 2 had a considerably smaller volume than

the first two sites, less than half. Secondly, Site No. 2 had cracking on the bottom of the canal

where at Site No. 3 most of the cracks were three to five-tenths of a foot above the canal bottom.

Also, the soil underneath the canal may vary at each given location affecting the seepage rates.

The results from the tests show the seepage rates at a full flow condition. If the canal is flowing

less than full flow, the seepage will vary, and the correlation is may not be linear. See Table 5-3

for a breakdown of how much loss the canal is experiencing at full flow conditions.




Page 5-5

Table 5-3: Canal Water Loss

Water Loss Type Applicable Distance

(feet)

Average Flow (cfs)

Estimated Losses (ac-ft) for the Irrigation Season

Good Condition Canal Seepage 1,975 0.03 9.36

Fair Condition Canal Seepage 3,713 0.23 75.44

Poor Condition Canal Seepage 1,662 0.30 101.94

Evaporation 7,350 0.01 3.39

Total 0.57 190.13

The total flow rate loss during an irrigation season assuming an 840 acre-feet delivery year (2.5

cfs average flow) is estimated to be as high as 23% based on Adkins findings. The evaporation

was calculated for all of the canal sections (7,350 feet) using the Western Regional Climate

Centers evaporation station records (Western Regional Climate Center, 2018). Assuming a 169

day irrigation season, the canal from Starlite Place to the Terrace Street pump station loses 190

acre-feet of water annually through seepage and evaporation. This estimation is based on the

evaluation that 27% of the canal qualifies as good condition, 50% qualifies as fair, and 23%

qualifies as poor condition. Adkins visually assessed the canal condition on December 11, 2018.

Losses estimated over the canal are based on limited measurements made during the above

described three tests to represent the entire canal.

Another method used to measure the seepage is the inflow-outflow method. The inflow-outflow

method involves measuring the flow into and out of a defined section of the canal, the difference

representing the losses. With the inflow-outflow method, all losses are accounted for, the other

losses (turnouts, evaporation and tree uptake) must be corrected in order to get the seepage loss.

One benefit of this method is that it allows you to measure all of the losses in the canal. The

inflow-outflow method was not an option for the tests conducted by Adkins, due to the tests being

conducted outside of the irrigation season.

Another factor to consider from the canal seepage is the amount of water that trees absorb. A

noticeable percentage of the poor conditions sections of the canal is due to tree roots breaking

up the canal lining. Site 3 was in poor condition mostly from tree root destruction. The irrigation

season aligns with hot and dry temperatures which is when the trees are transporting the most

water. Some of the trees along the canal are particularly large most likely due to the availability

of water. The seepage tests took place during November which is a much cooler and damper




Page 5-6

month than the irrigation season (April 15th to October 1st); therefore the analysis assumes water

absorbed by trees was negligible.

With recent years of drought, the need to conserve water is more apparent than ever. The old

water conveyance system that is currently in use loses substantial water from seepage. The 190

acre-feet of lost water, at the TID billing rate of $51.17 per acre-foot equates to $9,722 of

purchased water lost each irrigation season. If that water was billed out at the City of Ashland’s

2018 billing rate for TID non-potable water ($0.0024 / ft3), it is estimated to gross $20,000. Now,

that does not mean that the city would see an additional revenue of $20,000 if the seepage was

eliminated, but it is one way to represent its value. The water has value somewhere; whether it’s

served as irrigation water, treated for drinking water or sent down the line. The alternatives

presented in Chapter 7 will save significant quantities of water compared to the current canal

which will only deteriorate further in the future. This section does not address any losses attributed

to the aged piped sections of the canal.

!H

!H

!H1

2

3

Legend!H Ponding Seepage Test

Canal Test Location1 - 944 Pinecrest Street2 - Woodland & Leonard3 - Elkader Street

Canal PathAshland Canal

0 650325 Feet


Page 6-1

Chapter 6 - Design Criteria

Introduction

This chapter defines the design criteria for the Project and describes the information and

methodologies used to determine these criteria. The primary design criteria identified for the

proposed pipeline are; design flow and maximum upstream water surface elevation. These criteria

were determined using information provided by the City of Ashland Public Works Department and

Talent Irrigation District (TID), as well as a topographic survey and hydraulic analysis performed

by Adkins. The design flow was established to be 7.2 cfs, and the maximum upstream water

surface elevation was established at 2327.05 ft. Other design criteria must be determined or

checked for items such as storm crossings or City storm drains that may receive increased flows

due to the canal being piped.

Capacity

Adkins performed a hydraulic analysis of the existing canal with Hydraflow-Express software

using manning’s equation for open channel steady flow. This analysis indicates a maximum

capacity of 6.35 cfs while maintaining 6-inches of freeboard as the canal approaches Starlite

Monitoring Station. A Hydraflow Express channel report can be found in Appendix B.

The Starlite monitoring station flow data provided by the City and TID indicates a max flow while

pumping at Terrace Street Pump Station of 6.1 cfs and a max irrigation flow of 3.6 cfs (no

pumping). The improvement plans for the Terrace Street Pump Station completed by Keller and

Associates indicates a pumping capacity of 5.42 cfs (two pumps operating at 1215 gpm). In

addition, TID has stated in a meeting with Adkins on April 18th, 2018 that they are limited to

delivering about 6 cfs to the City via the Ashland Canal which is supported by the flow data and

open channel flow analysis.

Storm Runoff

It is important to consider the effects of storm runoff on the existing canal for design of the

proposed pipeline. All of the storm runoff that is generated upland of the canal must be allowed

to either discharge into the pipeline or bypass the pipeline in an existing storm culvert, City storm

drain, or via overland flow. Since the City has indicated that preferably no storm runoff enters the

pipeline, the impact to each of the other destinations must be considered to ensure that increased


Ashland Canal Piping Project – Preliminary Engineering Report Design Criteria


Page 6-2

flow will not overwhelm existing infrastructure or if needed, provided criteria for replacing with

adequate solutions.

Three types of drainage basins were delineated for the Project: those crossing the canal via

culverts (4 total), those that are intercepted by City storm drains before reaching the canal (2

total), and those that overland flow into the existing canal (7 total). Peak flows were determined

for basins that cross the canal or flow into the canal with Hydraflow-Hydrographs software using

method TR-55 for time of concentration and SCS method for peak flows of 2, 10, 25, 50, and 100-

year storms. A map of the basins as well as Hydrograph reports are located in Appendix A. A

summary of the 50-yr Hydrographs is shown in Table 6-1.

It is important to note that the peak overland flow is not the algebraic sum of the peak flows for

each of the 7 individual basin. This is because the Time to peak is not necessarily the same for

each basin. In Addition, the overland flow basins include 1 basin that lies outside of the project

limits but still would be collected by the canal. This basin is located between the upstream end of

the project and Paradise Creek.

Design Flow

TID’s specified limit of 6 cfs was chosen as the baseline for design flow for The Project which is

supported by the historical flow data provided by the City/TID as well as hydraulic analysis

completed by Adkins. Theoretically, the maximum use combination (municipal + irrigation) should

be used for design flow; however, this combination (9.7 cfs) exceeds the stated capacity of TID

and the existing canal to deliver. Furthermore, while the existing canal does collect some degree

of storm runoff, it is spread out over a relatively large area of canal frontage across multiple basins,

and the impacts of allowing it to bypass The Project are considered negligible.

Table 6-1: Hydrograph Summary for 50-yr Storm at Culvert Crossings

Weller North Beach Roca Total Overland Flow into Canal

Area (acres) 5.3 29.8 32.2 149 67.7

Time to Peak (min)

498 522 1016 502 1226

Peak Flow (cfs)

0.37 1.21 0.92 13.19 0.86


Ashland Canal Piping Project – Preliminary Engineering Report Design Criteria


Page 6-3

Unless TID upsizes the entire canal upstream of the project any unnecessary over-design for

capacity would increase project cost with no added benefit to the City. However, the pipeline

should be designed with some degree of safety factor to allow for minor alterations during

construction that could adversely affect the hydraulics of the system and have an allowance for

surge capacity. This surge capacity helps ensure that unanticipated flows or blockages are less

likely to produce overtopping of embankments upstream. Therefore, we recommend a design flow

of 7.2 cfs for the pipeline. This flow is based on the capacity of the Ashland Canal within TID

jurisdiction to deliver water to the proposed pipeline of the Ashland Canal with an additional 20-

percent factor of safety. In reality, the capacity of the pipeline will likely be higher because

standard pipe materials are incrementally sized.

Maximum Upstream Water Surface Elevation

In the previously mentioned meeting with TID, TID communicated that during maximum deliveries

in the Ashland Canal (6 cfs), there is no available capacity to use for developing pressure head

for the pipeline. This means that any piping improvements completed by the City must function

hydraulically without exceeding preexisting maximum water surface elevations upstream.

Open channel flow analysis of the existing canal section approaching Starlite Monitoring Station

indicates that maximum flows produces flow depths of approximately 1 ft upstream approaching

Starlite Place. Based on topographic survey data collected by Adkins this establishes a maximum

water surface elevation at 2327.05 ft.


Page 7-1

Chapter 7 - Alternatives

Purpose

This chapter describes the four alternatives considered for the Ashland Canal Piping Project and

describes the design differences as well as costs associated with each. All of the proposed

alternatives meet the design criteria of 7.2 cfs minimum for flow and a maximum upstream water

elevation of 2327.05 feet. See Figure 7-1 for schematics of each Alternative. Although all of the

action based alternatives were viable options, after consideration, the City chose Alternative 1 for

the project.

Project Alternatives

Alternative 1

Alternative 1 consists of replacing the entire canal with 24-inch Corrugated Plastic Pipe (CPP).

This alternative calls for the deepest cut of all the options, requiring the most excavation of all

alternatives and less imported fill than Alternative 2. Approximately 5,700 linear feet of existing

pipe sections will need to be removed for the new pipe to be installed (some of the sections are

double-barrel pipes). Approximately 284 trees will require removal.

Alternative 1’s capital improvement costs were estimated to be approximately $3,095,000. The

biggest contributor to cost for this alternative is the pipe (material and installation). The alternative

will keep future maintenance and repair costs down significantly since it will be an entirely new

system from Starlite Place to Terrace Street.

Alternative 2

Alternative 2 consists of 30-inch CPP with 24-inch CPP sections at certain streets and driveway

crossings. This option retains the existing piped section starting at Elkader Street and ending near

Beach Street. The 30-inch pipe allows for a flatter slope than Alternative 1 minimizing excavation.

Alternative 2 requires more fill than Alternative 1 since the pipe maintains a higher elevation. The

older sections of the existing pipe will require rehabilitation; the recommended rehabilitation is a

cured in place pipe (CIPP). Approximately 1,500 linear feet of existing pipe will need to be

removed for the new pipe to be installed. Approximately 284 trees will require removal.

The costs associated with Alternative 2 were estimated to be around $3,950,000. The increase in

cost over Alternative 1 is mostly attributed to the cost of pipe (30” vs. 24”), increased fill material,


Ashland Canal Piping Project – Preliminary Engineering Report Alternatives


Page 7-2

and pipe rehabilitation. Similar to Alternative 1, this alternative will keep future repairs and

maintenance to a minimum. Approximately 284 trees will require removal.

Alternative 3

Alternative 3 considers lining the existing canal to seal the existing cracks. A concrete liner with

a geomembrane under-liner is recommended for this alternative. This style of liner will have the

best longevity and least seepage over the expected lifespan when compared to other types of

liners. A concrete liner alone is susceptible to cracking and seepage but does a great job of

protecting the geomembrane from a variety of sources including animal traffic, weathering, and

vandalism. Lining of the canal does not address the key issues of water quality and losses due to

evaporation. Similarly to Alternative 2, the older sections of existing pipe will require rehabilitation,

the recommended rehabilitation is a cured in place pipe (CIPP). Approximately 284 trees will

require removal as it proper canal maintenance that has been deferred.

The costs associated with Alternative 3 were estimated to be around $2,429,000. Pipe

rehabilitation is the single largest contributor to the costs of this alternative. Since this alternative

still has an open canal, maintenance costs will still be high to keep the canal free a debris and

maintain its condition.

Alternative 4

Alternative 4 is the “do nothing” alternative. This alternative would involve leaving the existing

canal as is. Existing problems with contamination, deteriorating conditions, and seepage will

continue. Although no capital costs have been associated with this alternative, ongoing operations

and maintenance costs will continue. Failure conditions are likely due to further deterioration,

repairs will be required at an unknown but probably high cost.

Alternative Comparison

Either of the first three alternatives presented will help remedy the City’s significant water losses

in the current canal each year. The piping alternatives (Alternatives 1 and 2) will have the least

water loss and have the distinct advantage of reducing the risk of contamination through the

projects heavily traveled sections of the canal. Alternative 4 (do nothing) will cost the least initially

but could lead to unforeseen lengthy and costly repairs in the future. Table 7-1 shows the

alternatives primary costs and rehabilitation costs compared for each alternative.




Page 7-3

Table 7-1: Alternative Cost Comparison

ALTERNATIVE ESTIMATED PRIMARY

PROJECT COSTS

1 $ 3,095,000

2 $ 3,950,000

3 $ 2,429,000

4 $0

The cost estimates include project soft costs such as final design, construction administration,

public outreach, contingency, as well as all construction costs. Of the action alternatives

(Alternatives 1, 2 and 3) Alternative 3 appears to have the lowest initial cost.

It is crucial to keep in mind the indirect costs and non-monetary factors. Water quality is an indirect

cost associated with this project. Water quality affects the cost to treat the municipal water as well

as affecting the water quality of Ashland Creek. For Alternatives 1, 2 and 3 it is recommended

that post-construction tree monitoring take place for 3-5 years after the project is completed. The

monitoring will look for potential negative impacts to trees outside of the project limits and

easement. It is also recommended that public outreach/education and tree health support are

implemented after construction is completed. The monetary and non-monetary values of these

effects were not addressed in this report.

For Alternatives 1 and 2 per the City of Ashland’s request, Adkins created costs estimated for

corrugated HDPE pipe, 3034 PVC, and solid wall HDPE pipe for comparison. For Alternative 3

Adkins created a cost estimate for a concrete liner and a urethane liner with a protective concrete

liner on top. See figures 7-2 through 7-9 for details on the project cost estimated for each

alternative. For planning purposes, the costs should be inflated by 3% to 5% (multiply by 1.03 or

1.05) at a minimum for each year if the project is delayed.




Page 7-4

Net Present Value

A life cycle cost analysis was performed to evaluate both the present and future costs for a 60-

year timeframe to directly compare each of the technically feasible alternatives.

The life cycle costs or net present value (NPV) is a way to present the value of a project by

summing the capital costs and operations and maintenance (O&M) minus the present worth of

the salvage value.

The NPV equation and variables are defined as (Agriculture, 2013):

NPV = C + USPW (O&M) – SPPW (S)

C = Capital Cost

USPW (O&M) = Uniform Series Present Worth of Annual O&M

SPPW (S) = Single Payment Present Worth of Salvage Value

The criteria used for the project are as follows:

Planning Period: 60 Years

Real Interest Rate: 0.70% (Business, 2016)

Useful Life of Pipe: 100 Years (Pluimer, 2006)

Since the pipe is the only part of the infrastructure that is intended to last past the planning period,

it is the only piece that has a salvage value. In the report conducted by the Bureau of Reclamation

(Reclamation, 2002) completed in Oregon, Montana, Idaho, and Oklahoma shows that a canal

liner has a lifespan of 40-60 years. The tests in Oregon were located in Central Oregon, where

the climate has a harsher freeze-thaw cycle than Ashland, so 60 years was chosen as the lifespan

for the canal liner. Since the liners lifespan matched the planning period, it has a salvage value

of $0. The typical expected lifespan of CIPP is 50-60 years, therefore giving the canal liner

alternative a salvage value of $0. Other components such as the bar screen, meters and turnouts

are considered short-lived assets and will be included in the O&M costs. Figure 7-10 shows the

NPV Analysis.




Page 7-5

Preferred Alternative

The alternatives were presented to the City and Alternative 1 was chosen for the design of this

project. Alternative 1 landed in the middle for comparative construction costs but when

considering future maintenance, rehabilitation, and treatment costs associated with Alternatives

2, 3 and 4, it was the least expensive alternative.

Inlet

The inlet structure will be located south of the Starlite Place crossing. Water flowing down the TID

canal will be screened by a traveling bar screen. The traveling bar screen will remove debris such

as leaves, sticks, and trash that may collect in the canal and travel downstream. The traveling bar

screen will unload the debris via a conveyor system into a dumpster that can easily be hauled

away by City maintenance crews or a waste disposal company. An internal spray wash will keep

the screen from clogging, minimizing the risk of the inlet being blocked. This low maintenance

system keeps the pipeline clean allowing the downstream turnouts and pump station to function

correctly and efficiently as well as minimize organic matter in the pipeline which should help to

reduce treatment costs at the water treatment plant.

To replace the Starlite Monitoring Station we recommend a non-contact flow meter such as an

ultrasonic flow meter is installed in the inlet structure. An ultrasonic flow meter will give accurate

readings during all flow circumstances especially low flow conditions. This style flow meter would

reduce the need for site visits as it could be remotely monitored and requires minimal

maintenance.

The inlet structure design will include an overflow bypass. This bypass will be two flash board

style weirs (one on each side of the structure). The overflow bypass weirs will be set at the

maximum upstream water elevation of 2327.05 feet. In the unlikely circumstance that there is a

blockage of the traveling bar screen, the overflow bypass weir would protect the upstream canal

from overtopping the banks by allowing water to bypass the bar screen into the 24-inch pipeline

downstream. The weirs will need to have a minimum crest length of 10 feet combined to pass the

design flow of 7.2 cfs without exceeding the available freeboard in the canal.




Page 7-6

Pipeline

The preliminary design for an all 24-inch pipeline requires a slightly steeper slope than the existing

canal bottom. This helps keep cost down by reducing unnecessary imported fill material other

than that which is required for proper pipe bedding. The 24-inch dual wall low head HDPE pipe is

nearly 70% cheaper per linear foot than the equivalent 30-inch pipe. Since the flows in the pipe

are limited by the upstream canal flow capacity, it is unnecessary to install a larger pipe with more

capacity.

The established design criteria requires the pipeline to accept a minimum 7.20 cfs of flow from

the upstream canal. Through modeling using Hydraflow software, it was determined that the

actual capacity of the pipe shown in the preliminary design drawings is 7.95 cfs. When the pipe

is flowing at its max capacity sections of pipe will be full flow and under pressure. It is very unlikely

that the pipe will ever encounter this flow due to the limited upstream capacities. A Storm Sewers

Pipeline Summary Report and Pipeline Hydraulic Grade Line Computation Report for the

Preferred Alternative at the design flow of 7.2 cfs is included in Appendix B.

The alignment of the new pipeline was carefully chosen to best fit the terrain, minimize tree

removal and accommodate landowners’ concerns. The City has received input from land owners

during backyard visits and as the design process proceeds the City will continue to receive input

from the land owners and the Ashland Canal Advisory Group (ACAG). As the alignment is

finalized in the final design phase, the City will obtain easements as necessary for the pipeline.

Terrace Street Pump Station

At the Terrace Street Pump Station the current trash rack will be removed and the 24-inch pipeline

will be connected through the wall of the existing wet well structure. Water will flow directly into

the dual chambered wet well where it can be pumped to the City water treatment plant, or

discharged through the TID irrigation line, the canal siphon, or the spill into Ashland Creek.

Services

There are two types of service turnouts for the pipeline depending on whether it located on the

down or uphill side of the pipeline. The first type is gravity fed, this style of service turnout will feed

just above the invert of the main pipeline into a two-inch pipe, down to a reduced service tap that

the user can attach a hose to for use. The second type is a sump service; this service will feed

out just above the invert of the pipe into a 12-inch diameter, 24-inch deep sump where users can

lower their pumps into. Since the turnouts will feed near the invert of the pipe if any water is




Page 7-7

present in the pipe the turnout will be submerged and a propeller style meter can be used to

monitor water consumption. See the details on design sheet C34 for further details.

Access

Access ports will be located near road crossings along the pipeline to allow City crews access to

inspect and maintain the pipe. The preliminary design intends for there to be access ports at most

of the road crossings. Other access points may be placed near driveways if necessary, so that a

maintenance or inspection vehicle can access the pipeline without driving down the trail.

Crossings

There are 4 creek and drainage crossings in the project, 3 of which are currently functional and 1

that is believed to have been buried by a debris flow. The preliminary design calls to either

maintain or replace each of these pipes (all are 24 inch) crossing underneath the new 24-inch

pipeline. These 4 crossing were checked for capacity versus the 50-yr storm peak flows

summarized in Chapter 6. Culvert reports for each crossing are located in Appendix B. Each

crossing will remain a 24-inch culvert as the reports indicate sufficient capacity to pass the 50-yr

peak flows.

Storm Drains

The two 12-inch drainage pipes that currently flow into the canal will have to be piped past the

new pipeline. The preliminary design proposes the 12-inch steel pipe on the 891 Roca Street

property be piped under the new pipeline and discharged in Roca Creek with the proper energy

dissipation system. The 12-inch HDPE pipe from Terrace Street on the 920 Pinecrest Terrace

property will be piped to the cul-de-sac on Penny Drive. Adkins will coordinate with the City and

Kennedy Jenks Consultants (currently working on the City’s Storm Water Master Plan) during the

final design to assess drainage capacities and determine the best location for these pipes.

Currently, most of the roof and footing drains uphill of the project flow into the canal. For the

preliminary design these are shown to be connected to the proposed pipeline. During final design,

these could be reconsidered on a case-by-case basis to be treated with Low Impact Development

(LID) measures; however, the Preliminary Geotechnical review reveals that the project area is not

conducive to LID methods, as the soil profile tends to be shallow and underlined with rock (The

Galli Group, 2018).




Page 7-8

Trail

Once the canal lining is removed and the pipe is installed and backfilled, a new trail will be

established over the pipeline. The trail will allow access to the pipe for inspections and

maintenance, as well as give pedestrians access to the trails where authorized. Public access is

dependent on landowner cooperation and there are currently several sections of the trail that the

landowner has chosen to deny public access.

The new trail in a typical section will be close to or slightly lower than the existing trail and

constructed to the standards and requirements of the City of Ashland’s Trail Master Plan. After

the pipe is properly bedded with the primary fill, the trail will be level and create at minimum one

foot of fill over the pipe.

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ASHLAND CANAL PIPING ALTERNATIVES

FIGURE

7-1

CITY OF

ASHLAND, OREGON

AutoCAD SHX Text

24" HDPE

AutoCAD SHX Text

ASHLAND CANAL PIPING PROJECT

AutoCAD SHX Text

1"=900'

AutoCAD SHX Text

30" HDPE W/ 24" XINGS

AutoCAD SHX Text

30" HDPE W/ 24" XINGS

AutoCAD SHX Text

UTILIZE EXISTING PIPES

AutoCAD SHX Text

REPLACE CANAL LINER

AutoCAD SHX Text

REPLACE CANAL LINER

AutoCAD SHX Text

ASHLAND CANAL PIPING PROJECT

AutoCAD SHX Text

1"=900'

AutoCAD SHX Text

1"=900'

AutoCAD SHX Text


AutoCAD SHX Text

REPLACE CANAL LINER

AutoCAD SHX Text


AutoCAD SHX Text


UNIT UNIT PRICE AMOUNT TOTAL PRICE

General

1 Mobilization/Demobilization (not to exceed 10%

of Total Bid Price)LS $197,700 All Req'd 197,700$

2 Temporary Protection and Direction of

Traffic/Project SafetyLS $100,000 All Req'd 100,000$

3 Construction Surveying (2% of Total Bid Price) LS $38,800 All Req'd 38,800$

4 Erosion and Sediment Control LS $50,000 All Req'd 50,000$

Demolition of Existing Infrastructure

5 Removal of Canal Lining LF $28 7,350 205,800$

6 Removal of Pipe LF $14 5,355 75,000$

7 Removal of Asphalt / Concrete LS $14,000 All Req'd 14,000$

8Removal and Disposal of Structure (Turnouts,

Manhole, Trash Rack, etc.)Each $2,000 11 22,000$

9 Reinforced Concrete LS $20,000 All Req'd 20,000$

10 Bar Screen LS $20,000 All Req'd 20,000$

11 Controls & Telemetry LS $25,000 All Req'd 25,000$

12 24-Inch Dual Wall Low Head HDPE Pipe LF $82 10,801 885,700$

13 Service Turnout Gravity Each $2,500 29 72,500$

14 Service Turnout Sump Each $3,500 4 14,000$

15 Drain Connections Each $600 16 9,600$

16 Manhole / Access Vault Each $6,000 5 30,000$

17 Weller Crossing LS $5,000 All Req'd 5,000$

18 Roca Creek LS $38,500 All Req'd 38,500$

19 Beach Creek LS $5,000 All Req'd 5,000$

20 North Basin LS $8,000 All Req'd 8,000$

21 Trail (Decomposed Granite) LF $6 8,900 53,400$

22 Fence LF $15 650 9,800$

23 Driveway Crossings SF $10 3,810 38,100$

24 Road Crossings LS $50,000 All Req'd 50,000$

25 Removal Each $325 284 92,300$

26 Planted Each $750 125 93,800$

2,174,000$

$435,000$218,000

$218,000

$50,000

3,095,000$

NO. ITEM

Inlet Structure

Pipeline

Restoration

CITY OF ASHLAND, OREGON

24-INCH CORRUGATED HDPE PIPELINE (ALTERNATIVE 1A)

COST ESTIMATE(YEAR 2018 COST)

TOTAL ESTIMATED PROJECT COST (2018 DOLLARS)

Sum of Estimated Construction Cost

Trees

Drainage Crossing

Contingency (20%)

Construction Administration (10%)

Final Design, Engineering, Permitting Easements and Geotechnical (10%)

Public Outreach

CITY OF

ASHLAND, OREGONASHLAND CANAL PIPING

COST ESTIMATE

FIGURE

7-2


General
















12 24-Inch 3034 PVC Pipe LF $86 10,801 928,900$










22 Fence LF $15 650 9,800$



25 Removal Each $325 284 92,300$

26 Planted Each $750 125 93,800$

2,222,000$

$445,000$223,000

$223,000

$50,000

3,163,000$

NO. ITEM



24-INCH 3034 PVC PIPELINE (ALTERNATIVE 1B)


Inlet Structure

Pipeline

Drainage Crossing

Restoration

Trees

Contingency (20%)Final Design, Engineering, Permitting Easements and Geotechnical (10%)


Public Outreach


CITY OF


COST ESTIMATE

FIGURE

7-3


General
















12 24-Inch Solid Wall HDPE LF $118 10,801 1,274,600$










22 Fence LF $15 650 9,800$



25 Removal Each $325 284 92,300$

26 Planted Each $750 125 93,800$

2,620,000$

$524,000$262,000

$262,000

$50,000

3,718,000$

NO. ITEM



24-INCH SOLID HDPE PIPELINE (ALTERNATIVE 1C)


Inlet Structure

Pipeline

Drainage Crossing

Restoration

Trees



Public Outreach


CITY OF


COST ESTIMATE

FIGURE

7-4


General








5 Removal of Canal Lining LF $28 7,350 205,800$ 6 Removal of Pipe LF $14 5,355 75,000$ 7 Removal of Asphalt / Concrete LS $14,000 All Req'd 14,000$



9 Reinforced Concrete LS $20,000 All Req'd 20,000$ 10 Bar Screen LS $20,000 All Req'd 20,000$ 11 Controls & Telemetry LS $15,000 All Req'd 15,000$

12 30-Inch Dual Wall Low Head HDPE Pipe LF $98 8,100 793,800$ 13 24-Inch Dual Wall Low Head HDPE Pipe LF $82 550 45,100$ 14 Rehabilitated Pipe Sections (CIPP Liner) LF $186 3,500 651,000$ 15 Service Turnout Gravity Each $2,500 29 72,500$ 16 Service Turnout Sump Each $3,500 4 14,000$ 17 Drain Connections Each $600 16 9,600$ 18 Manhole / Access Vault Each $6,000 5 30,000$


20 Roca Creek LS $38,500 All Req'd 38,500$ 21 Beach Creek LS $5,000 All Req'd 5,000$ 22 North Basin LS $8,000 All Req'd 8,000$

23 Trail (Decomposed Granite) LF $6 8,900 53,400$ 24 Fence LF $15 650 9,800$ 25 Driveway Crossings SF $10 3,810 38,100$ 26 Road Crossings LS $50,000 All Req'd 50,000$

27 Removal Each $325 284 92,300$ 28 Planted Each $750 125 93,800$

2,785,000$

$557,000$279,000

$279,000

$50,000

3,950,000$

NO. ITEM



30" & 24" CORRUGATED HDPE PIPELINE (ALTERNATIVE 2A)


Inlet Structure

Pipeline

Drainage Crossing

Restoration

Trees



Public Outreach


CITY OF


COST ESTIMATE

FIGURE

7-5


General












12 30-Inch 3034 PVC Pipe LF $135 8,100 1,093,500$ 13 24-Inch 3034 PVC Pipe LF $86 550 47,300$ 14 Rehabilitated Pipe Sections (CIPP Liner) LF $186 3,500 651,000$ 15 Service Turnout Gravity Each $2,750 29 79,800$ 16 Service Turnout Sump Each $3,750 4 15,000$ 17 Drain Connections Each $700 16 11,200$ 18 Manhole / Access Vault Each $6,000 5 30,000$





3,134,000$

$627,000$314,000

$314,000

$50,000

4,439,000$

NO. ITEM



30" & 24" 3034 PVC PIPELINE (ALTERNATIVE 2B)


Inlet Structure

Pipeline

Drainage Crossing

Restoration

Trees



Public Outreach


CITY OF


COST ESTIMATE

FIGURE

7-6


General












12 30-Inch 3034 PVC Pipe LF $150 8,100 1,215,000$ 13 24-Inch 3034 PVC Pipe LF $118 550 64,900$ 14 Rehabilitated Pipe Sections (CIPP Liner) LF $186 3,500 651,000$ 15 Service Turnout Gravity Each $3,000 29 87,000$ 16 Service Turnout Sump Each $4,000 4 16,000$ 17 Drain Connections Each $750 16 12,000$ 18 Manhole / Access Vault Each $6,000 5 30,000$





3,301,000$

$661,000$331,000

$331,000

$50,000

4,674,000$

NO. ITEM



30" & 24" SOLID HDPE PIPELINE (ALTERNATIVE 2C)


Inlet Structure

Pipeline

Drainage Crossing

Restoration

Trees



Public Outreach


CITY OF


COST ESTIMATE

FIGURE

7-7


General









7 Concrete Canal Liner SF $4 75,338 301,400$

8 Urethane Liner SF $1.60 75,338 120,600$


10 Rehabilitated Pipe Sections (CIPP Liner) LF $186 3,500 651,000$

11 Removal Each $325 284 92,300$

1,699,000$

$340,000$170,000

$170,000

$50,000

2,429,000$


URETHANE & CONCRETE LINER (ALTERNATIVE 3A)


Canal Liner

Trees




NO. ITEM

Pipe Rehabilitation

Public Outreach


CITY OF


COST ESTIMATE

FIGURE

7-8


General









7 Concrete Canal Liner SF $4 75,338 301,400$


9 Rehabilitated Pipe Sections (CIPP Liner) LF $186 3500 651,000$

10 Removal Each $325 284 92,300$

1,564,000$

$313,000$157,000

$157,000

$50,000

2,241,000$

NO. ITEM

Pipe Rehabilitation

Canal Liner

Trees



CONCRETE LINER (ALTERNATIVE 3B)




Public Outreach


CITY OF


COST ESTIMATE

FIGURE

7-9

Corrugated HDPE 3034 PVC Solid Wall HDPE Corrugated HDPE 3034 PVC Solid Wall HDPE Concrete & Urethane Concrete

Capital Costs 3,095,000$ 3,163,000$ 3,718,000$ 3,950,000$ 4,439,000$ 4,674,000$ 2,429,000$ 2,241,000$ -$

Annual O&M 12,500$ 12,500$ 12,500$ 12,500$ 12,500$ 12,500$ 39,000$ 39,000$ 50,000$

Salvage Value 354,280$ 371,560$ 509,840$ 335,560$ 456,320$ 511,960$ -$ -$ -$

Net Present Value 3,472,579$ 3,529,209$ 3,993,219$ 4,339,897$ 4,749,436$ 4,947,824$ 4,334,379$ 4,146,379$ 2,442,794$

ALTERNATIVE 1 - ALL NEW 24" PIPELINE ALTERNATIVE 2 - 30" & 24" PIPELINE ALTERNATIVE 3 - REPLACE CANAL LINER ALTERNATIVE 4 -

Do Nothing


NET PRESENT VALUE ANALYSIS

CANAL IMPROVEMENTS(YEAR 2018 COST)

FIGURECITY OF

ASHLAND, OREGONNPV ANALYSIS (60 Year) 7-10


Page 8-1

Chapter 8 - Construction Timeline Construction for the Ashland Canal Piping Project is expected to begin at the end of the 2019

water year and will primarily occur during the non-irrigation season (October 1st to April 15th). The

critical aspect of the project to ensure water deliveries is the construction of the pipeline itself;

other items that do not affect the ability to deliver water such as surface restoration,

planting/seeding, trail building, and final asphalt patching, can or are even better suited to occur

at times that take place during irrigation season.

For the Project, construction is likely to occur in a manner that is typical for canal piping projects

with limited access. An expected work force would consist of two crews: one to set erosion control

measures, demolish the lining, and level the existing canal; and the second to construct the

pipeline, once crew one has moved far enough ahead. The first crew would begin at a downstream

access point working upstream while shuttling debris back down the canal to the access point.

Once the demo crew has reached the next access point and begins work on a second section,

the pipe crew can begin work on the prior section. The piping crew will work in a backwards

fashion, traveling upstream while excavating the trench. Pipe sections will be shuttled in from the

nearest upstream access point and backfill material will be shuttled in from the nearest

downstream access point.

Constraints

There will be several factors that negatively affect the rate at which the crews can complete work

on the Project. The following is not an all-inclusive list but represents what are considered to be

the major factors that will affect the construction schedule.

Weather

Since work will occur during late fall to spring, weather will be a primary concern as Ashland

averages over 2.5-inches of precipitation during the months of November to March. Excessively

wet weather will slow crews as much of the work is expected to be performed with smaller

equipment and manpower.

Location

The Project meanders through the southwest hillsides of the City, a residential area where the

road network has low connectivity and lacks through-routes which means multiple staging areas


Ashland Canal Piping Project – Preliminary Engineering Report Construction Timeline


Page 8-2

along the length of the project would be ideal for crews to quickly retrieve equipment and

materials. Unfortunately, the Project’s location also provides limited options for staging areas that

could readily and conveniently service the length of the project. This means crews will have to

spend more time transporting equipment and materials or shuttling from section to section along

the project. The project also crosses a number of private drives and streets through which the

contractor will have to allow a reasonable amount of access for residents. This will require traffic

control to be continually adjusted during the project, which takes time away from working on the

pipeline.

Schedule

Considering these factors and the anticipated workflow, two preliminary construction schedules

were modeled for the project. Preliminary Construction Schedule ‘A’ is a conservative estimate

that the demo crew will be able to complete 300 feet/day and the pipe crew will be able to complete

200 feet/day. This estimate essentially assumes a very wet winter/spring. Preliminary

Construction Schedule ‘B’ is more optimistic than ‘A’ and assumes the demo crew will complete

500 feet/day and the pipe crew will complete 400 feet/day. Both schedules are based on a 4-day,

10-hour workweek and assume that the entire week of Thanksgiving, Christmas, and New Year’s

will be taken off. See Figures 8-1 and 8-2 for Preliminary Construction Schedule ‘A’ and ‘B’,

respectively.

Both schedules start construction in fall of 2019 and depict a timeline that will encompass two

irrigation off-seasons. This will require that a temporary inlet structure to be constructed at the

end of the construction first season to screen the canal water during the 2020 water season.

ID Task Name Duration Start Finish

1 End of Water Season 0 days Tue 10/1/19 Tue 10/1/192 Waterdown 8 days Tue 10/1/19 Wed 10/16/193 ESC 1+00 to 13+00 0.5 days Tue 10/1/19 Tue 10/1/194 Construct Temp Access at TSPS 1 day Thu 10/17/19 Mon 10/21/195 Demo 1+00 to 13+00 5 days Mon 10/21/19Wed 10/30/196 Excavate/ Construct 1+00 to 13+006 days Wed 10/30/19Tue 11/12/197 Rebuild DW @ 13+00 2 days Wed 11/13/19Mon 11/18/198 ESC 13+00 to 19+50 0.5 days Wed 10/30/19Thu 10/31/199 Demo 13+00 to 19+50 2.5 days Thu 10/31/19 Wed 11/6/19

10 Excavate/ Construct 13+00 to 19+505 days Mon 11/18/19Wed 12/4/1911 ESC 19+50 to 24+75 0.5 days Wed 11/6/19 Wed 11/6/1912 Demo 19+50 to 24+75 2 days Mon 11/18/19Wed 11/20/1913 Excavate/ Construct 19+50 to 24+753 days Wed 12/4/19 Wed 12/11/1914 Rebuild DW @ 19+50 1 day Thu 11/21/19 Mon 12/2/1915 ESC 24+75 to 34+50 (Morton) 1 day Thu 11/21/19 Mon 12/2/1916 Demo 24+75 to 34+50 (Morton) 3.5 days Wed 12/11/19Wed 12/18/1917 Remove/Reconstruct Culvert @ 27+251 day Wed 12/18/19Mon 1/6/2018 Excavate/Construct 24+75 to 34+505 days Mon 1/6/20 Wed 1/15/2019 Morton St Xing 2 days Wed 1/15/20 Mon 1/20/2020 ESC 34+50 tp 38+00 0.5 days Wed 12/18/19Thu 12/19/1921 Demo 34+50 to 38+00 1 day Thu 12/19/19 Mon 1/6/2022 Excavate/Construct 34+50 to 38+002 days Mon 1/20/20 Thu 1/23/2023 Rebuild DW @ 38+00 1 day Thu 1/23/20 Mon 1/27/2024 ESC 38+00 54+25 2 days Mon 1/6/20 Thu 1/9/2025 Demo 38+00 to 54+25 5.5 days Thu 1/9/20 Wed 1/22/2026 Install Culvert 42+50 1 day Wed 1/22/20 Thu 1/23/2027 Excavate/Construct 38+00 to 54+258 days Mon 1/27/20 Wed 2/12/2028 ESC 54+25 to56+40 0.5 days Wed 1/22/20 Wed 1/22/2029 Demo 54+25 to 56+401 1 day Wed 1/22/20 Thu 1/23/2030 Excavate/Construct 54+25 to 56+401 day Wed 2/12/20 Thu 2/13/2031 Rebuild DW @ 56+40 1 day Thu 2/13/20 Tue 2/18/2032 ESC 56+40 to 64+75 (S Mtn) 1 day Mon 1/27/20 Tue 1/28/2033 Demo 56+40 to 64+75 (S Mtn) 3 days Wed 2/12/20 Wed 2/19/2034 Excavate/Construct 56+40 to 64+754 days Wed 2/19/20 Thu 2/27/2035 Rebuild S Mtn 1 day Thu 2/27/20 Mon 3/2/2036 ESC 64+75 to 68+25 1 day Wed 2/19/20 Thu 2/20/2037 Demo 64+75 to 68+25 (Emma) 1 day Thu 2/20/20 Mon 2/24/2038 Excavate/Construct 64+75 to 68+25 (Emma)2 days Mon 3/2/20 Thu 3/5/20

10/1Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May

3rd Quarter 4th Quarter 1st Quarter 2nd Quarter 3rd Quarter 4th Quarter 1st Quarter 2nd Quarter

Task

Split

Milestone

Summary

Project Summary

External Tasks

External Milestone

Inactive Task

Inactive Milestone

Inactive Summary

Manual Task

Duration-only

Manual Summary Rollup

Manual Summary

Start-only

Finish-only

Deadline

Progress

Ashland Canal Preliminary Construction Schedule 'A'

Page 1 Figure 8-1


39 Emma/Elkader Xing 8 days Thu 3/5/20 Tue 3/24/2040 Construct Temporary Inlet at 70+258 days Tue 3/24/20 Thu 4/9/2041 Begin 2020 Water Season 0 days Wed 4/15/20 Wed 4/15/2042 2020 Water Season 78 days Wed 4/15/20 Thu 10/1/2043 Grading/ Surface Restoration 1+00 to 70+2540 days Thu 4/9/20 Tue 7/7/2044 2020 Water Season Ends 0 days Thu 10/1/20 Thu 10/1/2045 Waterdown 8 days Mon 10/5/20 Tue 10/20/2046 ESC 70+25 to 87+50 1 day Wed 10/21/20Thu 10/22/2047 Demo 70+25 to 87+50 5 days Thu 10/22/20 Tue 11/3/2048 Roca Creek Xing 1 day Tue 11/3/20 Wed 11/4/2049 Excavate/Construct 70+25 to 87+508 days Wed 11/4/20 Mon 11/23/2050 Leonard St Xing 1 day Mon 11/23/20Tue 11/24/2051 ESC 87+50 to 104+25 2 days Tue 11/3/20 Thu 11/5/2052 Demo 87+25 to 104+25 5 days Mon 11/9/20 Wed 11/18/2053 Excavate/Construct 87+25 to 104+509 days Mon 11/23/20Thu 12/10/2054 ESC 104+25 to 108+00 0.5 days Wed 11/18/20Wed 11/18/2055 Demo 104+25 to 108+00 1.5 days Wed 11/25/20Thu 11/26/2056 Excavate/Construct 104+25 to 108+002 days Mon 12/14/20Wed 12/16/2057 Rebuild Starlite Xing 1 day Wed 12/16/20Thu 12/17/2058 Construct Inlet 16 days Thu 12/17/20 Thu 1/21/2159 Grading/Surface Restoration 20 days Thu 1/21/21 Mon 3/8/2160 Punch List 25 days Mon 3/8/21 Thu 4/29/2161 Final Seeding/Planting 25 days Mon 3/8/21 Thu 4/29/2162 2021 Water Season Starts 0 days Thu 4/15/21 Thu 4/15/21

4/15

10/1

4/15

Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May3rd Quarter 4th Quarter 1st Quarter 2nd Quarter 3rd Quarter 4th Quarter 1st Quarter 2nd Quarter

Task

Split

Milestone

Summary

Project Summary

External Tasks

External Milestone

Inactive Task

Inactive Milestone

Inactive Summary

Manual Task

Duration-only


Manual Summary

Start-only

Finish-only

Deadline

Progress

Ashland Canal Preliminary Construction Schedule 'A'

Page 2 Figure 8-1


1 End of Water Season 0 days Tue 10/1/19 Tue 10/1/192 Waterdown 8 days Tue 10/1/19 Wed 10/16/193 ESC 1+00 to 13+00 0.5 days Tue 10/1/19 Tue 10/1/194 Construct Temp Access at TSPS 1 day Thu 10/17/19 Mon 10/21/195 Demo 1+00 to 13+00 2 days Mon 10/21/19Wed 10/23/196 Excavate/ Construct 1+00 to 13+00 3 days Wed 10/23/19Wed 10/30/197 Rebuild DW @ 13+00 2 days Wed 10/30/19Mon 11/4/198 ESC 13+00 to 19+50 0.5 days Wed 10/23/19Thu 10/24/199 Demo 13+00 to 19+50 1.5 days Thu 10/24/19 Tue 10/29/19

10 Excavate/ Construct 13+00 to 19+502 days Tue 11/5/19 Thu 11/7/1911 ESC 19+50 to 24+75 0.5 days Tue 10/29/19 Tue 10/29/1912 Demo 19+50 to 24+75 1 day Tue 11/5/19 Wed 11/6/1913 Excavate/ Construct 19+50 to 24+751.5 days Thu 11/7/19 Tue 11/12/1914 Rebuild DW @ 19+50 1 day Wed 11/6/19 Thu 11/7/1915 ESC 24+75 to 34+50 (Morton) 1 day Wed 11/6/19 Thu 11/7/1916 Demo 24+75 to 34+50 (Morton) 2 days Tue 11/12/19 Thu 11/14/1917 Remove/Reconstruct Culvert @ 27+251 day Thu 11/14/19 Tue 11/19/1918 Excavate/Construct 24+75 to 34+502.5 days Tue 11/19/19 Mon 12/2/1919 Morton St Xing 1 day Mon 12/2/19 Tue 12/3/1920 ESC 34+50 tp 38+00 0.5 days Thu 11/14/19 Mon 11/18/1921 Demo 34+50 to 38+00 1 day Mon 11/18/19Tue 11/19/1922 Excavate/Construct 34+50 to 38+001 day Tue 12/3/19 Wed 12/4/1923 Rebuild DW @ 38+00 1 day Wed 12/4/19 Thu 12/5/1924 ESC 38+00 54+25 2 days Tue 11/19/19 Mon 12/2/1925 Demo 38+00 to 54+25 3.5 days Mon 12/2/19 Mon 12/9/1926 Install Culvert 42+50 1 day Mon 12/9/19 Tue 12/10/1927 Excavate/Construct 38+00 to 54+254 days Mon 12/9/19 Tue 12/17/1928 ESC 54+25 to56+40 0.5 days Mon 12/9/19 Tue 12/10/1929 Demo 54+25 to 56+401 0.5 days Tue 12/10/19 Tue 12/10/1930 Excavate/Construct 54+25 to 56+401 day Tue 12/17/19 Wed 12/18/1931 Rebuild DW @ 56+40 1 day Mon 1/13/20 Tue 1/14/2032 ESC 56+40 to 64+75 (S Mtn) 1 day Tue 12/10/19 Thu 12/12/1933 Demo 56+40 to 64+75 (S Mtn) 2 days Tue 12/17/19 Mon 1/6/2034 Excavate/Construct 56+40 to 64+752 days Tue 1/14/20 Mon 1/20/2035 Rebuild S Mtn 1 day Mon 1/20/20 Tue 1/21/2036 ESC 64+75 to 68+25 1 day Tue 1/14/20 Wed 1/15/2037 Demo 64+75 to 68+25 (Emma) 1 day Thu 1/16/20 Mon 1/20/2038 Excavate/Construct 64+75 to 68+25 (Emma)1 day Tue 1/21/20 Wed 1/22/20

10/1Jul Sep Nov Jan Mar May Jul Sep Nov Jan Mar May Jul

3rd Quarter 1st Quarter 3rd Quarter 1st Quarter

Task

Split

Milestone

Summary

Project Summary

External Tasks

External Milestone

Inactive Task

Inactive Milestone

Inactive Summary

Manual Task

Duration-only


Manual Summary

Start-only

Finish-only

Deadline

Progress

Ashland Canal Preliminary Construction Schedule 'B'

Page 1 Figure 8-2


39 Emma/Elkader Xing 8 days Wed 1/22/20 Mon 2/10/2040 Construct Temporary Inlet at 70+2512 days Mon 2/10/20 Thu 3/5/2041 Water Season Begins 0 days Wed 4/15/20 Wed 4/15/2042 2020 Water Season 78.1 daysWed 4/15/20 Thu 10/1/2043 Grading/Surface Restoration 1+00 to 70+2540 days Mon 3/23/20 Wed 6/17/2044 2020 Water Season Ends 0 days Thu 10/1/20 Thu 10/1/2045 Waterdown 8 days Thu 10/1/20 Tue 10/20/2046 ESC 70+25 to 87+50 2 days Thu 10/1/20 Tue 10/6/2047 Demo 70+25 to 87+50 3.5 days Tue 10/20/20 Tue 10/27/2048 Rebuild Culvert at Roca 1 day Tue 10/27/20 Thu 10/29/2049 Excavate/Construct 70+25 to 87+504 days Thu 10/29/20 Mon 11/9/2050 Leonard St Xing 1 day Mon 11/9/20 Tue 11/10/2051 ESC 87+50 to 104+25 2 days Tue 10/27/20 Mon 11/2/2052 Demo 87+50 to 104+25 3.5 days Mon 11/2/20 Mon 11/9/2053 Excavate/Construct 87+50 to 104+254 days Tue 11/10/20 Wed 11/18/2054 ESC 104+25 to 108+00 0.5 days Mon 11/9/20 Tue 11/10/2055 Demo 104+25 to 108+00 1 day Tue 11/10/20 Wed 11/11/2056 Excavate/construct 104+25 to 108+002 days Wed 11/18/20Mon 11/30/2057 Construct Inlet 16 days Mon 11/30/20Tue 1/12/2158 Grading/Surface Restoration 70+25 to 108+0020 days Tue 1/12/21 Wed 2/24/2159 Punch List 24 days Wed 2/24/21 Mon 4/19/2160 Final Seeding/Planting 25 days Mon 4/19/21 Mon 6/14/2161 2021 Water Season Starts 0 days Thu 4/15/21 Thu 4/15/21

4/15

10/1

4/15

Jul Sep Nov Jan Mar May Jul Sep Nov Jan Mar May Jul3rd Quarter 1st Quarter 3rd Quarter 1st Quarter

Task

Split

Milestone

Summary

Project Summary

External Tasks

External Milestone

Inactive Task

Inactive Milestone

Inactive Summary

Manual Task

Duration-only


Manual Summary

Start-only

Finish-only

Deadline

Progress

Ashland Canal Preliminary Construction Schedule 'B'

Page 2 Figure 8-2

APPENDIX A

Hydrology

WellerBasin

BeachBasin

NorthBasin

RocaBasin

Interceptedby CityStorm

Interceptedby City Storm

1

2

3

4

5

6

7

Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan,METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community

H:\35

22-01

Ashla

nd C

anal

Piping

\GIS\

Appe

ndix

C Dr

ainag

e Ove

rview

Map

.mxd

LegendXINGS

Intercepted by City Storm

Runs into Existing Canal

Drains into Existing Culverts

Ashland Canal

Ashland Canal (Pipe)

0 0.1 0.2Miles

Hydraflow Table of Contents Basins (N M S).gpw

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 08 / 31 / 2018

Watershed Model Schematic..................................................................................... 1

Hydrograph Return Period Recap............................................................................. 2

2 - YearSummary Report......................................................................................................................... 3Hydrograph Reports................................................................................................................... 4

Hydrograph No. 1, SCS Runoff, North Basin........................................................................... 4TR-55 Tc Worksheet............................................................................................................ 5

Hydrograph No. 2, SCS Runoff, Beach Basin.......................................................................... 6TR-55 Tc Worksheet............................................................................................................ 7

Hydrograph No. 3, SCS Runoff, Roca Basin............................................................................ 8TR-55 Tc Worksheet............................................................................................................ 9

Hydrograph No. 4, SCS Runoff, Weller Basin........................................................................ 10TR-55 Tc Worksheet.......................................................................................................... 11

10 - YearSummary Report....................................................................................................................... 12Hydrograph Reports................................................................................................................. 13

Hydrograph No. 1, SCS Runoff, North Basin......................................................................... 13Hydrograph No. 2, SCS Runoff, Beach Basin........................................................................ 14Hydrograph No. 3, SCS Runoff, Roca Basin.......................................................................... 15Hydrograph No. 4, SCS Runoff, Weller Basin........................................................................ 16







1 - North Basin 2 - Beach Basin 3 - Roca Basin 4 - Weller Basin

1

Watershed Model SchematicHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12

Project: Basins (N M S).gpw Friday, 08 / 31 / 2018

Hyd. Origin Description

Legend

1 SCS Runoff North Basin

2 SCS Runoff Beach Basin

3 SCS Runoff Roca Basin

4 SCS Runoff Weller Basin

Hydrograph Return Period Recap

2

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type hyd(s) Description

(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

1 SCS Runoff ------ ------- 0.331 ------- ------- 0.508 0.857 1.214 1.958 North Basin

2 SCS Runoff ------ ------- 0.269 ------- ------- 0.435 0.769 0.920 1.314 Beach Basin

3 SCS Runoff ------ ------- 2.409 ------- ------- 3.542 9.875 13.19 18.70 Roca Basin

4 SCS Runoff ------ ------- 0.074 ------- ------- 0.109 0.258 0.366 0.553 Weller Basin

Proj. file: Basins (N M S).gpw Friday, 08 / 31 / 2018

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12

Hydrograph Summary Report

3

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph

No. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 0.331 2 1176 14,528 ------ ------ ------ North Basin

2 SCS Runoff 0.269 2 1248 10,379 ------ ------ ------ Beach Basin

3 SCS Runoff 2.409 2 1058 123,743 ------ ------ ------ Roca Basin

4 SCS Runoff 0.074 2 1104 3,547 ------ ------ ------ Weller Basin

Basins (N M S).gpw Return Period: 2 Year Friday, 08 / 31 / 2018


Hydrograph Report


Hyd. No. 1

North Basin

Hydrograph type = SCS Runoff Peak discharge = 0.331 cfsStorm frequency = 2 yrs Time to peak = 1176 minTime interval = 2 min Hyd. volume = 14,528 cuftDrainage area = 29.800 ac Curve number = 68.1Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 39.90 minTotal precip. = 1.80 in Distribution = Type IAStorm duration = 24 hrs Shape factor = 484

4

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)

North Basin

Hyd. No. 1 -- 2 Year

Hyd No. 1

TR55 Tc Worksheet5


Hyd. No. 1

North Basin

Description A B C Totals

Sheet FlowManning's n-value = 0.400 0.011 0.011Flow length (ft) = 293.0 0.0 0.0Two-year 24-hr precip. (in) = 1.80 0.00 0.00Land slope (%) = 9.00 0.00 0.00

Travel Time (min) = 37.07 + 0.00 + 0.00 = 37.07

Shallow Concentrated FlowFlow length (ft) = 1638.00 0.00 0.00Watercourse slope (%) = 36.00 0.00 0.00Surface description = Unpaved Paved PavedAverage velocity (ft/s) =9.68 0.00 0.00

Travel Time (min) = 2.82 + 0.00 + 0.00 = 2.82

Channel FlowX sectional flow area (sqft) = 0.00 0.00 0.00Wetted perimeter (ft) = 0.00 0.00 0.00Channel slope (%) = 0.00 0.00 0.00Manning's n-value = 0.015 0.015 0.015Velocity (ft/s) =0.00

0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Total Travel Time, Tc .............................................................................. 39.90 min

Hydrograph Report


Hyd. No. 2

Beach Basin


6

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)

Beach Basin


Hyd No. 2

TR55 Tc Worksheet7


Hyd. No. 2

Beach Basin



Travel Time (min) = 31.48 + 0.00 + 0.00 = 31.48


Travel Time (min) = 2.97 + 0.00 + 0.00 = 2.97


0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00


Hydrograph Report


Hyd. No. 3

Roca Basin


8

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)

Roca Basin


Hyd No. 3

TR55 Tc Worksheet9


Hyd. No. 3

Roca Basin



Travel Time (min) = 25.96 + 0.00 + 0.00 = 25.96


Travel Time (min) = 8.03 + 0.00 + 0.00 = 8.03


0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00


Hydrograph Report


Hyd. No. 4

Weller Basin


10

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (min)

Weller Basin


Hyd No. 4

TR55 Tc Worksheet11


Hyd. No. 4

Weller Basin



Travel Time (min) = 29.50 + 0.00 + 0.00 = 29.50


Travel Time (min) = 0.67 + 0.00 + 0.00 = 0.67


0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00



12










Hydrograph Report


Hyd. No. 1

North Basin


13

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (min)

North Basin


Hyd No. 1

Hydrograph Report


Hyd. No. 2

Beach Basin


14

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)

Beach Basin


Hyd No. 2

Hydrograph Report


Hyd. No. 3

Roca Basin


15

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)

Roca Basin


Hyd No. 3

Hydrograph Report


Hyd. No. 4

Weller Basin


16

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)

Weller Basin


Hyd No. 4


17










Hydrograph Report


Hyd. No. 1

North Basin


18

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (min)

North Basin


Hyd No. 1

Hydrograph Report


Hyd. No. 2

Beach Basin


19

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (min)

Beach Basin


Hyd No. 2

Hydrograph Report


Hyd. No. 3

Roca Basin


20

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (min)

Roca Basin


Hyd No. 3

Hydrograph Report


Hyd. No. 4

Weller Basin


21

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)

Weller Basin


Hyd No. 4


22










Hydrograph Report


Hyd. No. 1

North Basin


23

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)

North Basin


Hyd No. 1

Hydrograph Report


Hyd. No. 2

Beach Basin


24

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (min)

Beach Basin


Hyd No. 2

Hydrograph Report


Hyd. No. 3

Roca Basin


25

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

14.00 14.00

Q (cfs)

Time (min)

Roca Basin


Hyd No. 3

Hydrograph Report


Hyd. No. 4

Weller Basin


26

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)

Weller Basin


Hyd No. 4


27










Hydrograph Report


Hyd. No. 1

North Basin


28

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)

North Basin


Hyd No. 1

Hydrograph Report


Hyd. No. 2

Beach Basin


29

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)

Beach Basin


Hyd No. 2

Hydrograph Report


Hyd. No. 3

Roca Basin


30

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

21.00 21.00

Q (cfs)

Time (min)

Roca Basin


Hyd No. 3

Hydrograph Report


Hyd. No. 4

Weller Basin


31

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (min)

Weller Basin


Hyd No. 4

1 2 3 4 5 6 7

1

Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Project: Storm Flow Into Canal.gpw Friday, 08 / 31 / 2018

Hydrograph Return Period Recap2

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type hyd(s) Description

(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

1 SCS Runoff ------ ------- 0.068 ------- ------- 0.156 0.352 0.445 0.600 Basin 1

2 SCS Runoff ------ ------- 0.007 ------- ------- 0.015 0.033 0.042 0.057 Basin 2

3 SCS Runoff ------ ------- 0.027 ------- ------- 0.061 0.137 0.174 0.234 Basin 3

4 SCS Runoff ------ ------- 0.009 ------- ------- 0.021 0.047 0.059 0.079 Basin 4

5 SCS Runoff ------ ------- 0.009 ------- ------- 0.021 0.048 0.060 0.081 Basin 5

6 SCS Runoff ------ ------- 0.000 ------- ------- 0.000 0.020 0.031 0.049 Basin 6

7 SCS Runoff ------ ------- 0.000 ------- ------- 0.000 0.046 0.071 0.114 Basin 7

Proj. file: Storm Flow Into Canal.gpw Friday, 08 / 31 / 2018

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Hydrograph Summary Report3




1 SCS Runoff 0.068 2 1440 1,086 ------ ------ ------ Basin 1

2 SCS Runoff 0.007 2 1440 103 ------ ------ ------ Basin 2

3 SCS Runoff 0.027 2 1440 424 ------ ------ ------ Basin 3

4 SCS Runoff 0.009 2 1440 144 ------ ------ ------ Basin 4

5 SCS Runoff 0.009 2 1440 147 ------ ------ ------ Basin 5

6 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Basin 6


Storm Flow Into Canal.gpw Return Period: 2 Year Friday, 08 / 31 / 2018






1 SCS Runoff 0.156 2 1372 4,311 ------ ------ ------ Basin 1

2 SCS Runoff 0.015 2 1366 409 ------ ------ ------ Basin 2

3 SCS Runoff 0.061 2 1366 1,682 ------ ------ ------ Basin 3

4 SCS Runoff 0.021 2 1366 570 ------ ------ ------ Basin 4

5 SCS Runoff 0.021 2 1366 585 ------ ------ ------ Basin 5









1 SCS Runoff 0.352 2 1220 13,835 ------ ------ ------ Basin 1

2 SCS Runoff 0.033 2 1214 1,314 ------ ------ ------ Basin 2

3 SCS Runoff 0.137 2 1214 5,397 ------ ------ ------ Basin 3

4 SCS Runoff 0.047 2 1214 1,830 ------ ------ ------ Basin 4

5 SCS Runoff 0.048 2 1214 1,877 ------ ------ ------ Basin 5

6 SCS Runoff 0.020 2 1440 327 ------ ------ ------ Basin 6

7 SCS Runoff 0.046 2 1440 754 ------ ------ ------ Basin 7







1 SCS Runoff 0.445 2 1174 18,932 ------ ------ ------ Basin 1

2 SCS Runoff 0.042 2 1170 1,798 ------ ------ ------ Basin 2

3 SCS Runoff 0.174 2 1170 7,385 ------ ------ ------ Basin 3

4 SCS Runoff 0.059 2 1170 2,505 ------ ------ ------ Basin 4

5 SCS Runoff 0.060 2 1170 2,569 ------ ------ ------ Basin 5

6 SCS Runoff 0.031 2 1432 686 ------ ------ ------ Basin 6

7 SCS Runoff 0.071 2 1426 1,583 ------ ------ ------ Basin 7







1 SCS Runoff 0.600 2 1120 27,807 ------ ------ ------ Basin 1

2 SCS Runoff 0.057 2 1112 2,641 ------ ------ ------ Basin 2

3 SCS Runoff 0.234 2 1112 10,847 ------ ------ ------ Basin 3

4 SCS Runoff 0.079 2 1112 3,679 ------ ------ ------ Basin 4

5 SCS Runoff 0.081 2 1112 3,773 ------ ------ ------ Basin 5

6 SCS Runoff 0.049 2 1344 1,451 ------ ------ ------ Basin 6

7 SCS Runoff 0.114 2 1342 3,351 ------ ------ ------ Basin 7



Hydraflow Table of Contents Storm Flow Into Canal.gpw

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 08 / 31 / 2018

Watershed Model Schematic...................................................................................... 1

Hydrograph Return Period Recap............................................................................. 2

2 - YearSummary Report......................................................................................................................... 3





APPENDIX B

Hydraulics

Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Aug 31 2018

Starlight Monitoring Station

TrapezoidalBottom Width (ft) = 4.59Side Slopes (z:1) = 0.50, 0.50Total Depth (ft) = 1.50Invert Elev (ft) = 2325.64Slope (%) = 0.06N-Value = 0.024

CalculationsCompute by: Q vs DepthNo. Increments = 15

HighlightedDepth (ft) = 1.00Q (cfs) = 6.347Area (sqft) = 5.09Velocity (ft/s) = 1.25Wetted Perim (ft) = 6.83Crit Depth, Yc (ft) = 0.39Top Width (ft) = 5.59EGL (ft) = 1.02

0 1 2 3 4 5 6 7 8 9

Elev (ft) Depth (ft)Section

2325.00 -0.64

2325.50 -0.14

2326.00 0.36

2326.50 0.86

2327.00 1.36

2327.50 1.86

2328.00 2.36

Reach (ft)

Culvert ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Aug 31 2018

Weller Crossing 24 Inch Culvert

Invert Elev Dn (ft) = 2305.60Pipe Length (ft) = 50.22Slope (%) = 10.00Invert Elev Up (ft) = 2310.62Rise (in) = 24.0Shape = CircularSpan (in) = 24.0No. Barrels = 1n-Value = 0.013Culvert Type = Circular ConcreteCulvert Entrance = Groove end w/headwall (C)Coeff. K,M,c,Y,k = 0.0018, 2, 0.0292, 0.74, 0.2

EmbankmentTop Elevation (ft) = 2316.25Top Width (ft) = 20.00Crest Width (ft) = 0.00

CalculationsQmin (cfs) = 0.01Qmax (cfs) = 0.37Tailwater Elev (ft) = (dc+D)/2

HighlightedQtotal (cfs) = 0.37Qpipe (cfs) = 0.37Qovertop (cfs) = 0.00Veloc Dn (ft/s) = 0.21Veloc Up (ft/s) = 2.14HGL Dn (ft) = 2306.70HGL Up (ft) = 2310.83Hw Elev (ft) = 2310.91Hw/D (ft) = 0.15Flow Regime = Outlet Control


North Basin 24 Inch (Future) Culvert

Invert Elev Dn (ft) = 2312.61Pipe Length (ft) = 58.00Slope (%) = 0.67Invert Elev Up (ft) = 2313.00Rise (in) = 24.0Shape = CircularSpan (in) = 24.0No. Barrels = 1n-Value = 0.016Culvert Type = Circular Corrugate Metal PipeCulvert Entrance = ProjectingCoeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9





Beach Creek 24 Inch Culvert

Invert Elev Dn (ft) = 2314.22Pipe Length (ft) = 43.32Slope (%) = 3.99Invert Elev Up (ft) = 2315.95Rise (in) = 24.0Shape = CircularSpan (in) = 24.0No. Barrels = 1n-Value = 0.015Culvert Type = Circular Corrugate Metal PipeCulvert Entrance = ProjectingCoeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9





Roca Creek 24 Inch Culvert

Invert Elev Dn (ft) = 2315.81Pipe Length (ft) = 30.83Slope (%) = 19.40Invert Elev Up (ft) = 2321.79Rise (in) = 24.0Shape = CircularSpan (in) = 24.0No. Barrels = 1n-Value = 0.016Culvert Type = Circular Corrugate Metal PipeCulvert Entrance = HeadwallCoeff. K,M,c,Y,k = 0.0078, 2, 0.0379, 0.69, 0.5



HighlightedQtotal (cfs) = 13.00Qpipe (cfs) = 13.00Qovertop (cfs) = 0.00Veloc Dn (ft/s) = 4.69Veloc Up (ft/s) = 6.03HGL Dn (ft) = 2317.46HGL Up (ft) = 2323.09Hw Elev (ft) = 2323.59Hw/D (ft) = 0.90Flow Regime = Inlet Control

APPENDIX C Tree Report

Prepared by: Adkins Engineering & Survey

Client: City of Ashland

Project: Ashland Canal Piping

Date:

Alignment Name: Proposed Alignment

Station Range: Start: 1+00.0, End: 108+09.4

Point Station Offset Elevation Description (Species, Trunk Dia.(in.), Drip Line Dia.(ft)) Trunk Dia.

8375 01+71.7 -18.43 2316.07 (CEDAR 19 20)CEDAR 19 20 19

8374 02+18.1 -16.13 2313.82 (CEDAR 19 20)CEDAR 19 20 19

8373 02+59.6 -18.36 2317.01 (PINE 20 20)PINE 20 20 20

8294 03+45.7 -9.24 2319.40 (DECID 18 35)DECID 18 35 18

8293 04+03.1 -13.45 2319.17 (DECID 21 35)DECID 21 35 21

8318 06+17.5 9.94 2335.94 (DECID 21 40)DECID 21 40 21

8155 06+64.7 4.47 2320.04 (DECID 8 20)DECID 8 20 8

8153 06+64.7 -13.62 2320.87 (PINE 18 25)PINE 18 25 18

8157 06+68.2 0.29 2315.78 (PINE 11 20)PINE 11 20 11

8156 06+69.7 5.37 2320.31 (DECID 9 25)DECID 9 25 9

8152 06+81.6 -19.77 2315.00 (DECID 12 20)DECID 12 20 12

8154 06+81.9 -21.31 2320.78 (PINE 8 25)PINE 8 25 8

8158 06+85.0 5.63 2316.46 (DECID 10 20)DECID 10 20 10

8159 06+88.7 13.68 2322.53 (DECID 10 20)DECID 10 20 10

8160 06+96.4 16.47 2322.70 (DECID 8 15)DECID 8 15 8

8161 07+00.5 15.31 2322.73 (DECID 6 15)DECID 6 15 6

8162 07+09.9 2.76 2328.39 (PINE 7 20)PINE 7 20 7

8163 07+19.3 -0.86 2325.14 (PINE 15 25)PINE 15 25 15

8151 07+46.3 -15.80 2318.31 (DECID 19 30)DECID 19 30 19

8164 07+47.5 -9.85 2318.42 (PINE 8 25)PINE 8 25 8

8165 07+66.2 1.75 2320.36 (PINE 10 20)PINE 10 20 10

8149 07+72.2 -20.59 2318.84 (PINE 18 20)PINE 18 20 18

8150 07+74.9 -24.98 2316.44 (PINE 11 20)PINE 11 20 11

8166 07+96.8 12.77 2319.38 (DECID 7 20)DECID 7 20 7

8168 07+99.6 7.01 2319.65 (PINE 6 15)PINE 6 15 6

8015 08+02.5 16.06 2326.02 (PINE 20 25)PINE 20 25 20

8167 08+06.1 6.88 2319.18 (PINE 7 20)PINE 7 20 7

8016 08+17.6 17.83 2326.48 (DECID 6 15)DECID 6 15 6

8017 08+23.3 17.54 2332.22 (DECID 9 25)DECID 9 25 9

8018 08+35.3 16.73 2334.23 (PINE 16 25)PINE 16 25 16

Tree Station & Offset Report

Description: Station and offset of trees in reference to the proposed alignment. Highlighted cells are within

10' of the proposed alignment. There are 284 trees within 10' of the proposed alignment. Of the trees within

10' of the alignment 195 have a trunk that is 6"-12" in diameter, 75 are 12"-24" and 14 are over 24".

11/28/2018

PAGE 1 OF 20

8019 08+44.0 11.99 2330.98 (PINE 18 20)PINE 18 20 18

8020 08+46.0 15.46 2330.01 (PINE 27 25)PINE 27 25 27

8021 08+52.4 10.90 2330.83 (PINE 9 15)PINE 9 15 9

8022 08+52.9 14.95 2331.14 (PINE 17 30)PINE 17 30 17

8023 08+55.7 17.50 2329.34 (PINE 23 30)PINE 23 30 23

8088 08+72.7 -14.78 2317.28 (DECID 19 30)DECID 19 30 19

8033 09+06.7 6.75 2322.11 (DECID 9 20)DECID 9 20 9

8089 09+12.1 -18.39 2317.56 (PINE 23 30)PINE 23 30 23

8090 09+21.8 -13.82 2317.45 (DECID 6 10)DECID 6 10 6

8091 09+36.4 -19.23 2319.82 (PINE 24 30)PINE 24 30 24

8092 09+41.4 -15.33 2317.91 (MAD 9 20)MAD 9 20 9

8093 09+44.8 -15.16 2316.84 (MAD 7 20)MAD 7 20 7

8031 09+50.9 16.03 2326.83 (DECID 8 25)DECID 8 25 8

8029 09+62.8 15.94 2334.98 (DECID 8 20)DECID 8 20 8

8026 09+73.7 6.93 2318.41 (DECID 10 10)DECID 10 10 10

8027 09+74.2 17.66 2326.24 (DECID 15 25)DECID 15 25 15

8028 09+75.2 3.74 2317.78 (CEDAR 7 20)CEDAR 7 20 7

7986 09+85.6 -11.97 2317.45 (DECID 17 35)DECID 17 35 17

7985 10+17.2 -15.57 2316.39 (DECID 19 35)DECID 19 35 19

7984 10+23.3 -16.79 2315.95 (DECID 11 25)DECID 11 25 11

7940 10+31.6 18.05 2334.11 (PINE 28 35)PINE 28 35 28

7941 10+70.5 15.11 2324.56 (DECID 6 15)DECID 6 15 6

7980 10+73.9 5.76 2316.61 (DECID 6 10)DECID 6 10 6

7983 10+81.4 -13.77 2315.71 (DECID 14 20)DECID 14 20 14

7981 10+81.7 7.94 2322.18 (DECID 6 10)DECID 6 10 6

7979 10+83.4 8.91 2318.82 (DECID 6 10)DECID 6 10 6

7942 10+90.8 17.26 2322.18 (DECID 10 15)DECID 10 15 10

7982 11+02.0 -14.96 2314.87 (DECID 13 15)DECID 13 15 13

7886 11+73.8 -9.94 2318.71 (CEDAR 16 25)CEDAR 16 25 16

7887 12+66.3 -11.87 2320.46 (DECID 12 25)DECID 12 25 12

7888 12+69.9 -15.36 2318.61 (CEDAR 16 20)CEDAR 16 20 16

7890 12+84.7 12.96 2324.30 (DECID 16 25)DECID 16 25 16

7889 13+06.2 -17.80 2317.21 (PINE 15 30)PINE 15 30 15

7706 13+11.7 -19.66 2328.34 (PINE 14 25)PINE 14 25 14

7707 13+17.0 -20.20 2328.16 (PINE 7 20)PINE 7 20 7

7708 13+21.0 -22.93 2323.58 (PINE 8 20)PINE 8 20 8

7709 13+23.6 -21.61 2324.02 (PINE 15 25)PINE 15 25 15

7892 13+24.9 14.76 2327.70 (CEDAR 8 20)CEDAR 8 20 8

7891 13+25.5 18.74 2325.16 (DECID 6 25)DECID 6 25 6

7710 13+27.3 -23.58 2323.97 (PINE 8 20)PINE 8 20 8

7893 13+27.9 18.74 2327.66 (DECID 12 25)DECID 12 25 12

7711 13+31.9 -24.41 2313.46 (PINE 8 20)PINE 8 20 8

7802 13+32.0 13.66 2328.27 (DECID 10 20)DECID 10 20 10

7801 13+39.5 9.66 2327.82 (DECID 7 20)DECID 7 20 7

PAGE 2 OF 20

7800 13+47.7 12.89 2327.53 (DECID 6 20)DECID 6 20 6

7798 13+48.4 7.22 2322.61 (DECID 8 20)DECID 8 20 8

7712 13+55.0 -24.19 2322.06 (PINE 21 35)PINE 21 35 21

7799 13+58.0 5.12 2322.48 (DECID 8 20)DECID 8 20 8

7713 13+67.5 -16.70 2333.68 (DECID 11 20)DECID 11 20 11

7797 13+67.8 6.26 2322.34 (DECID 8 20)DECID 8 20 8

7714 13+81.0 -21.91 2322.55 (PINE 10 15)PINE 10 15 10

7796 13+86.6 15.44 2330.31 (DECID 6 20)DECID 6 20 6

7795 13+91.3 5.12 2331.28 (PINE 14 25)PINE 14 25 14

7695 14+00.0 -26.42 2319.17 (PINE 20 25)PINE 20 25 20

7696 14+08.3 -22.05 2321.89 (PINE 29 40)PINE 29 40 29

7794 14+21.3 4.33 2332.78 (PINE 15 25)PINE 15 25 15

7697 14+32.3 -22.76 2320.07 (PINE 6 10)PINE 6 10 6

7793 14+37.6 5.86 2323.30 (PINE 25 25)PINE 25 25 25

7698 14+47.3 -17.53 2317.01 (DECID 13 20)DECID 13 20 13

7699 14+52.4 -25.56 2319.83 (PINE 13 20)PINE 13 20 13

7700 14+65.9 -23.92 2319.82 (CEDAR 16 20)CEDAR 16 20 16

7792 14+72.0 6.05 2335.10 (PINE 18 25)PINE 18 25 18

7659 14+85.0 -21.64 2320.47 (PINE 27 30)PINE 27 30 27

7660 14+93.2 -21.83 2320.32 (PINE 22 30)PINE 22 30 22

7664 15+27.1 -29.60 2332.85 (PINE 23 40)PINE 23 40 23

7686 15+32.2 3.05 2320.84 (PINE 23 25)PINE 23 25 23

7666 15+37.6 -27.98 2319.59 (PINE 31 40)PINE 31 40 31

7665 15+38.0 -27.89 2319.59 (PINE 24 40)PINE 24 40 24

7663 15+43.6 -23.02 2317.37 (PINE 12 25)PINE 12 25 12

7667 15+49.3 -29.93 2334.37 (PINE 11 25)PINE 11 25 11

7668 15+54.8 -31.70 2313.62 (PINE 7 25)PINE 7 25 7

7685 15+55.0 13.31 2321.43 (PINE 18 20)PINE 18 20 18

7669 15+62.9 -25.93 2311.65 (DECID 7 20)DECID 7 20 7

7670 15+76.2 -16.23 2313.91 (DECID 8 20)DECID 8 20 8

7671 15+98.5 -21.50 2315.03 (PINE 18 30)PINE 18 30 18

7672 16+00.9 -19.62 2315.16 (PINE 14 20)PINE 14 20 14

7673 16+04.6 -25.30 2313.83 (PINE 18 30)PINE 18 30 18

7684 16+20.7 -3.19 2320.49 (CEDAR 6 10)CEDAR 6 10 6

7683 16+36.2 -12.09 2320.87 (MAD 7 15)MAD 7 15 7

7682 16+37.0 -13.13 2321.46 (MAD 10 20)MAD 10 20 10

7681 16+47.2 11.51 2323.78 (PINE 27 25)PINE 27 25 27

7680 16+53.5 15.12 2324.26 (PINE 22 15)PINE 22 15 22

7679 16+60.3 18.87 2323.74 (MAD 10 40)MAD 10 40 10

7674 16+85.6 -24.33 2316.27 (PINE 24 30)PINE 24 30 24

7678 16+87.6 12.92 2325.30 (MAD 11 15)MAD 11 15 11

7677 17+14.4 7.71 2320.82 (PINE 10 20)PINE 10 20 10

7676 17+17.9 10.87 2324.17 (PINE 11 20)PINE 11 20 11

7675 17+19.5 9.14 2339.53 (PINE 11 20)PINE 11 20 11

PAGE 3 OF 20

7560 17+29.0 9.62 2322.87 (MAD 7 20)MAD 7 20 7

7559 17+31.1 18.86 2329.08 (PINE 10 15)PINE 10 15 10

7556 17+32.6 -23.11 2319.09 (PINE 12 15)PINE 12 15 12

7562 17+43.1 8.10 2323.46 (PINE 9 15)PINE 9 15 9

7561 17+44.0 10.18 2323.46 (PINE 13 25)PINE 13 25 13

7563 17+44.4 6.81 2323.44 (PINE 9 15)PINE 9 15 9

7564 17+44.5 3.69 2318.45 (PINE 9 20)PINE 9 20 9

7555 17+46.8 -21.65 2316.91 (PINE 19 30)PINE 19 30 19

7567 17+49.7 22.65 2330.46 (MAD 18 35)MAD 18 35 18

7566 17+58.2 15.78 2327.16 (PINE 17 25)PINE 17 25 17

7565 17+60.2 8.78 2324.13 (PINE 8 20)PINE 8 20 8

7554 17+63.5 -23.72 2314.64 (PINE 21 30)PINE 21 30 21

7568 17+64.9 13.90 2326.60 (PINE 17 30)PINE 17 30 17

7569 17+66.3 15.64 2327.54 (PINE 8 20)PINE 8 20 8

7570 17+69.0 17.19 2327.28 (MAD 13 30)MAD 13 30 13

7553 17+75.0 -27.19 2315.38 (PINE 28 30)PINE 28 30 28

7571 17+79.1 2.77 2320.26 (PINE 12 15)PINE 12 15 12

7572 18+03.0 13.63 2327.67 (PINE 28 35)PINE 28 35 28

7573 18+11.2 5.97 2323.43 (PINE 16 20)PINE 16 20 16

7552 18+13.1 -22.24 2317.22 (PINE 26 30)PINE 26 30 26

7551 18+22.3 -23.29 2317.37 (PINE 23 20)PINE 23 20 23

7574 18+29.1 10.22 2325.86 (PINE 30 35)PINE 30 35 30

7519 18+52.0 -13.24 2318.02 (DECID 6 20)DECID 6 20 6

7518 18+63.9 -14.50 2318.47 (DECID 8 20)DECID 8 20 8

7509 18+66.4 11.03 2325.54 (PINE 18 30)PINE 18 30 18

7517 18+82.1 -14.82 2316.14 (DECID 8 20)DECID 8 20 8

7516 18+87.9 -17.25 2316.67 (DECID 11 20)DECID 11 20 11

7510 19+02.2 6.82 2323.48 (PINE 42 60)PINE 42 60 42

7511 19+02.7 2.82 2321.37 (PINE 8 20)PINE 8 20 8

7512 19+21.7 5.68 2317.48 (DECID 7 15)DECID 7 15 7

7515 19+38.0 -15.01 2314.97 (DECID 6 15)DECID 6 15 6

7513 19+89.3 -24.21 2318.45 (PINE 39 35)PINE 39 35 39

7397 19+92.8 0.59 2323.71 (PINE 24 30)PINE 24 30 24

7514 20+17.8 -14.37 2322.96 (DECID 15 30)DECID 15 30 15

7396 20+18.3 -0.75 2319.22 (PINE 14 20)PINE 14 20 14

7395 20+28.2 6.75 2324.13 (PINE 15 30)PINE 15 30 15

7398 20+57.8 -12.45 2322.53 (DECID 12 30)DECID 12 30 12

7393 20+65.3 9.60 2322.15 (MAD 9 20)MAD 9 20 9

7399 20+81.0 -21.09 2334.34 (CEDAR 10 15)CEDAR 10 15 10

7400 20+85.8 -19.57 2323.56 (CEDAR 13 15)CEDAR 13 15 13

7401 20+90.7 -22.59 2321.81 (CEDAR 14 15)CEDAR 14 15 14

7394 21+03.3 -5.10 2322.19 (PINE 13 30)PINE 13 30 13

7392 21+07.8 3.31 2321.38 (PINE 14 25)PINE 14 25 14

7391 21+21.3 2.72 2320.43 (PINE 15 30)PINE 15 30 15

PAGE 4 OF 20

7390 21+49.4 11.28 2322.09 (DECID 9 35)DECID 9 35 9

7388 21+70.5 3.09 2321.07 (PINE 9 25)PINE 9 25 9

7387 21+73.9 1.51 2320.64 (PINE 7 15)PINE 7 15 7

7389 21+74.0 15.09 2322.97 (MAD 7 25)MAD 7 25 7

7386 21+87.8 4.50 2320.97 (PINE 9 25)PINE 9 25 9

7385 21+97.8 11.28 2322.13 (MAD 19 35)MAD 19 35 19

7384 22+11.8 3.27 2321.57 (PINE 13 30)PINE 13 30 13

7403 22+31.8 -20.17 2316.39 (DECID 9 15)DECID 9 15 9

7383 22+34.1 7.48 2322.49 (PINE 13 30)PINE 13 30 13

7382 22+37.9 5.16 2322.59 (PINE 8 20)PINE 8 20 8

7381 22+40.5 6.93 2322.59 (PINE 11 25)PINE 11 25 11

7402 22+46.5 -19.53 2317.10 (PINE 12 35)PINE 12 35 12

7261 22+58.3 11.41 2328.36 (PINE 8 15)PINE 8 15 8

7252 22+58.7 -21.16 2324.02 (PINE 16 25)PINE 16 25 16

7262 22+61.0 5.99 2323.90 (PINE 12 25)PINE 12 25 12

7249 22+65.1 -18.34 2324.50 (PINE 12 25)PINE 12 25 12

7248 22+78.2 -22.83 2336.83 (PINE 22 30)PINE 22 30 22

7263 22+99.7 3.19 2322.75 (PINE 8 25)PINE 8 25 8

7264 23+01.4 3.91 2321.42 (PINE 13 25)PINE 13 25 13

7245 23+05.9 -18.99 2323.51 (PINE 11 25)PINE 11 25 11

7265 23+27.1 3.52 2320.12 (PINE 23 30)PINE 23 30 23

7266 23+54.6 9.53 2324.42 (PINE 22 30)PINE 22 30 22

7267 23+74.5 2.61 2322.11 (PINE 18 25)PINE 18 25 18

7232 24+00.0 -20.42 2324.72 (PINE 26 35)PINE 26 35 26

7268 24+15.5 2.11 2322.03 (PINE 19 30)PINE 19 30 19

7150 24+25.4 -20.23 2317.86 (PINE 26 35)PINE 26 35 26

7149 24+39.7 -24.63 2317.21 (MADRONE 14 30)MADRONE 14 30 14

7272 24+90.3 -3.10 2321.21 (MADRONE 7 15)MADRONE 7 15 7

7144 25+19.4 6.87 2323.23 (PINE 10 25)PINE 10 25 10

7143 25+23.3 6.42 2323.04 (PINE 16 25)PINE 16 25 16

7145 25+27.6 -26.25 2320.76 (PINE 12 35)PINE 12 35 12

7146 25+32.3 -25.05 2320.46 (PINE 14 35)PINE 14 35 14

7147 25+32.9 -23.64 2320.31 (DECID 12 30)DECID 12 30 12

7142 25+44.0 3.09 2321.41 (PINE 11 20)PINE 11 20 11

7141 25+47.0 5.64 2321.54 (PINE 6 20)PINE 6 20 6

7148 25+49.2 -27.34 2319.29 (PINE 16 30)PINE 16 30 16

7139 25+52.3 7.91 2322.36 (DECID 11 25)DECID 11 25 11

7138 25+61.7 2.96 2320.17 (PINE 7 20)PINE 7 20 7

7092 25+65.4 10.30 2324.40 (PINE 12 20)PINE 12 20 12

7140 25+66.0 7.45 2328.13 (PINE 6 20)PINE 6 20 6

7091 25+86.7 12.77 2324.18 (PINE 6 20)PINE 6 20 6

7087 26+19.4 12.72 2328.64 (MADRONE 12 35)MADRONE 12 35 12

7088 26+25.2 6.65 2325.95 (MADRONE 12 25)MADRONE 12 25 12

7089 26+28.8 9.52 2328.80 (MADRONE 11 30)MADRONE 11 30 11

PAGE 5 OF 20

7090 26+31.5 3.83 2324.73 (MADRONE 9 25)MADRONE 9 25 9

6997 26+50.9 0.20 2327.96 (MADRONE 12 35)MADRONE 12 35 12

7031 26+52.9 -23.37 2319.87 (PINE 26 35)PINE 26 35 26

6998 26+54.1 5.91 2328.08 (DECID 7 25)DECID 7 25 7

6999 26+62.1 5.11 2328.87 (MADRONE 11 30)MADRONE 11 30 11

7029 26+62.5 -26.90 2321.35 (PINE 24 20)PINE 24 20 24

7000 26+71.0 8.08 2330.80 (MADRONE 11 30)MADRONE 11 30 11

7001 26+73.0 9.89 2331.80 (MADRONE 14 30)MADRONE 14 30 14

7002 26+96.2 3.83 2327.22 (MADRONE 12 30)MADRONE 12 30 12

7020 27+61.3 7.43 2326.29 (DECID 12 20)DECID 12 20 12

7035 27+62.7 -24.02 2316.95 (PINE 12 20)PINE 12 20 12

7019 27+67.8 16.55 2333.57 (DECID 7 20)DECID 7 20 7

7018 27+69.6 9.03 2329.97 (DECID 7 20)DECID 7 20 7

7042 27+71.8 -14.17 2321.01 (DECID 14 25)DECID 14 25 14

7041 27+75.0 -14.78 2321.05 (DECID 15 25)DECID 15 25 15

7017 27+81.6 0.40 2327.31 (DECID 6 20)DECID 6 20 6

7040 27+87.9 -19.80 2320.57 (MADRONE 13 30)MADRONE 13 30 13

7039 27+94.2 -22.88 2317.48 (PINE 34 45)PINE 34 45 34

7038 28+25.9 -18.19 2316.35 (PINE 7 15)PINE 7 15 7

7037 28+29.1 -20.25 2315.86 (PINE 12 20)PINE 12 20 12

7016 28+31.5 0.45 2322.84 (PINE 20 30)PINE 20 30 20

7015 28+35.4 3.91 2327.83 (PINE 8 10)PINE 8 10 8

7036 28+36.9 -19.39 2314.91 (DECID 8 20)DECID 8 20 8

7014 28+40.4 2.30 2326.12 (PINE 19 25)PINE 19 25 19

7013 28+44.1 0.08 2324.47 (PINE 17 25)PINE 17 25 17

6925 28+59.8 0.99 2321.78 (PINE 25 35)PINE 25 35 25

6924 28+62.1 -20.25 2316.82 (DECID 12 25)DECID 12 25 12

6923 28+65.3 -22.03 2315.87 (DECID 8 20)DECID 8 20 8

6921 28+68.7 -20.25 2317.10 (DECID 10 25)DECID 10 25 10

6922 29+00.0 -23.54 2319.38 (PINE 23 30)PINE 23 30 23

6930 29+08.0 10.60 2332.48 (DECID 10 20)DECID 10 20 10

6919 29+08.5 -20.45 2318.87 (PINE 22 40)PINE 22 40 22

6928 29+16.1 5.90 2323.92 (DECID 8 30)DECID 8 30 8

6929 29+19.9 12.18 2328.97 (PINE 24 35)PINE 24 35 24

6918 29+26.8 -23.61 2318.33 (DECID 14 30)DECID 14 30 14

6927 29+27.2 2.30 2326.00 (PINE 24 40)PINE 24 40 24

6926 29+54.2 5.07 2324.15 (PINE 13 30)PINE 13 30 13

6917 29+60.2 -22.87 2315.79 (DECID 21 55)DECID 21 55 21

6873 29+82.9 -25.06 2315.13 (DECID 8 25)DECID 8 25 8

6874 30+01.2 2.06 2322.80 (DECID 13 20)DECID 13 20 13

6872 30+14.9 -21.68 2318.44 (DECID 8 25)DECID 8 25 8

6875 30+21.8 3.36 2322.93 (DECID 12 25)DECID 12 25 12

6870 30+31.0 -17.41 2317.13 (DECID 7 30)DECID 7 30 7

6871 30+33.6 -19.39 2321.08 (DECID 7 25)DECID 7 25 7

PAGE 6 OF 20

6869 30+42.6 -16.75 2316.94 (DECID 10 30)DECID 10 30 10

6868 30+43.9 -19.55 2317.14 (DECID 11 25)DECID 11 25 11

6876 30+54.9 4.52 2321.88 (PINE 43 50)PINE 43 50 43

6877 30+79.5 13.96 2325.52 (PINE 12 25)PINE 12 25 12

6867 30+96.4 -15.30 2320.08 (DECID 7 30)DECID 7 30 7

6866 31+03.9 -18.29 2318.63 (PINE 8 20)PINE 8 20 8

6879 31+06.0 -0.21 2326.13 (PINE 26 35)PINE 26 35 26

6880 31+24.4 12.74 2331.41 (PINE 26 35)PINE 26 35 26

6878 31+24.6 11.58 2326.40 (PINE 8 20)PINE 8 20 8

6827 31+58.8 -18.09 2317.44 (DECID 19 30)DECID 19 30 19

6828 31+64.8 13.85 2326.79 (MADRONE 21 35)MADRONE 21 35 21

6829 31+67.3 7.05 2323.26 (PINE 8 25)PINE 8 25 8

6830 31+69.4 3.46 2320.99 (PINE 11 30)PINE 11 30 11

6826 31+76.0 -18.00 2315.88 (MADRONE 17 35)MADRONE 17 35 17

6831 31+86.1 5.17 2321.47 (PINE 9 20)PINE 9 20 9

6825 31+91.0 -18.90 2313.43 (DECID 6 20)DECID 6 20 6

6832 31+96.1 3.85 2320.86 (PINE 8 15)PINE 8 15 8

6824 32+07.4 -20.28 2311.86 (DECID 7 30)DECID 7 30 7

6833 32+13.2 7.00 2322.06 (PINE 13 20)PINE 13 20 13

6823 32+17.0 -21.56 2315.83 (PINE 14 30)PINE 14 30 14

6822 32+23.0 -17.33 2319.25 (DECID 7 20)DECID 7 20 7

6820 32+23.1 -16.63 2317.76 (DECID 15 20)DECID 15 20 15

6821 32+24.2 -20.55 2319.92 (DECID 7 20)DECID 7 20 7

6834 32+32.3 2.96 2321.01 (PINE 12 20)PINE 12 20 12

6835 32+42.5 3.47 2321.41 (PINE 8 20)PINE 8 20 8

6836 32+43.3 2.91 2321.38 (PINE 9 20)PINE 9 20 9

6837 32+47.6 2.41 2321.19 (PINE 8 20)PINE 8 20 8

6819 32+51.6 -19.61 2316.53 (DECID 9 25)DECID 9 25 9

6838 32+53.6 2.64 2320.89 (PINE 12 25)PINE 12 25 12

6817 32+57.1 -21.97 2317.56 (ASPEN 7 20)ASPEN 7 20 7

6816 32+58.2 -16.82 2317.35 (PINE 13 30)PINE 13 30 13

6818 32+59.3 -23.22 2314.49 (ASPEN 8 20)ASPEN 8 20 8

6815 32+64.8 -12.90 2319.37 (PINE 13 30)PINE 13 30 13

6739 33+17.3 -17.15 2317.48 (DECID 20 25)DECID 20 25 20

6738 33+31.1 0.72 2321.20 (PINE 10 20)PINE 10 20 10

6736 33+41.3 -36.97 2314.96 (PINE 27 40)PINE 27 40 27

6737 33+41.4 -36.52 2314.97 (PINE 27 40)PINE 27 40 27

6735 33+44.0 -7.76 2320.05 (PINE 7 10)PINE 7 10 7

6734 33+46.7 0.40 2322.72 (DECID 12 20)DECID 12 20 12

9006734 33+61.2 0.26 (PINE 12 17 BLUE SPRUCE)PINE 12 17 12

6657 34+00.3 -13.79 2323.37 (MADRONE 6 10)MADRONE 6 10 6

6474 35+08.3 -22.49 2318.92 (DECID 12 25)DECID 12 25 12

6459 35+17.4 -16.81 2320.56 (PINE 6 20)PINE 6 20 6

PAGE 7 OF 20

6458 35+37.3 -16.80 2319.15 (FIR 12 20)FIR 12 20 12

6473 35+53.6 13.22 2324.05 (PINE 29 35)PINE 29 35 29

6471 35+58.1 11.43 2323.39 (PINE 10 20)PINE 10 20 10

6472 35+58.3 8.36 2322.89 (PINE 13 25)PINE 13 25 13

6470 35+61.2 16.34 2324.00 (PINE 19 30)PINE 19 30 19

6457 35+75.9 -19.55 2319.74 (PINE 8 20)PINE 8 20 8

6469 35+80.3 11.37 2322.89 (MADRONE 20 35)MADRONE 20 35 20

6468 35+83.0 18.94 2325.00 (PINE 23 35)PINE 23 35 23

6456 36+05.2 -21.39 2330.07 (PINE 27 30)PINE 27 30 27

6378 36+58.4 -17.50 2317.80 (CEDAR 8 20)CEDAR 8 20 8

6377 36+70.7 -17.91 2320.38 (PINE 25 30)PINE 25 30 25

6382 36+78.7 4.52 2320.93 (MADRONE 6 15)MADRONE 6 15 6

6376 36+80.9 -18.06 2322.96 (PINE 28 40)PINE 28 40 28

6381 36+86.0 3.21 2321.32 (PINE 10 20)PINE 10 20 10

6380 37+04.4 7.58 2322.87 (DECID 10 20)DECID 10 20 10

6379 37+33.1 7.26 2322.34 (PINE 19 25)PINE 19 25 19

6375 37+38.6 -15.49 2321.06 (PINE 9 20)PINE 9 20 9

6277 37+61.3 12.72 2324.75 (PINE 21 35)PINE 21 35 21

6278 37+69.1 -21.01 2319.83 (PINE 32 40)PINE 32 40 32

6276 37+75.0 14.72 2328.64 (PINE 15 30)PINE 15 30 15

6275 37+80.3 19.15 2330.36 (PINE 17 25)PINE 17 25 17

6274 37+97.7 0.20 2328.73 (MADRONE 7 15)MADRONE 7 15 7

6273 38+07.8 -17.62 2324.72 (MADRONE 7 15)MADRONE 7 15 7

6144 38+46.4 7.45 2323.93 (DECID 7 20)DECID 7 20 7

6143 38+51.7 11.36 2325.08 (PINE 29 40)PINE 29 40 29

6142 38+63.8 16.41 2325.35 (DECID 9 20)DECID 9 20 9

6141 38+75.3 15.65 2325.97 (DECID 10 25)DECID 10 25 10

6140 38+80.8 9.47 2323.41 (PINE 11 20)PINE 11 20 11

6139 38+83.5 9.36 2323.41 (DECID 6 15)DECID 6 15 6

6138 38+83.7 14.91 2328.42 (DECID 30 30)DECID 30 30 30

6137 39+03.5 7.09 2322.02 (PINE 16 30)PINE 16 30 16

6136 39+07.2 4.75 2322.04 (PINE 10 25)PINE 10 25 10

6135 39+21.0 6.23 2322.69 (PINE 10 10)PINE 10 10 10

6134 39+21.1 7.55 2323.32 (DECID 12 25)DECID 12 25 12

6133 39+33.1 6.34 2323.15 (PINE 17 25)PINE 17 25 17

6132 39+45.7 6.81 2323.04 (PINE 12 25)PINE 12 25 12

6130 39+61.1 5.58 2321.81 (PINE 9 25)PINE 9 25 9

6131 39+61.9 4.32 2321.79 (PINE 9 25)PINE 9 25 9

6129 39+76.0 16.53 2326.02 (MADRONE 12 25)MADRONE 12 25 12

6128 39+76.5 3.96 2327.97 (PINE 20 30)PINE 20 30 20

6127 40+10.9 10.47 2326.25 (PINE 29 30)PINE 29 30 29

6126 40+28.3 8.26 2325.95 (PINE 7 20)PINE 7 20 7

6008 40+49.9 7.99 2326.70 (MADRONE 12 25)MADRONE 12 25 12

6009 40+61.3 -6.29 2323.12 (PINE 11 15)PINE 11 15 11

PAGE 8 OF 20

6007 40+70.7 16.59 2328.34 (PINE 18 30)PINE 18 30 18

6006 40+73.8 12.72 2328.09 (PINE 7 15)PINE 7 15 7

6005 40+74.7 12.63 2327.86 (PINE 7 15)PINE 7 15 7

6003 40+78.3 20.56 2329.76 (MADRONE 22 40)MADRONE 22 40 22

6004 40+79.0 14.66 2327.62 (MADRONE 9 25)MADRONE 9 25 9

6002 40+83.0 21.43 2329.75 (MADRONE 30 50)MADRONE 30 50 30

6001 40+95.0 12.92 2327.44 (PINE 12 20)PINE 12 20 12

5999 41+34.3 16.98 2328.97 (PINE 14 20)PINE 14 20 14

6000 41+37.4 10.20 2325.44 (PINE 7 20)PINE 7 20 7

6010 41+40.9 -10.21 2323.69 (PINE 28 35)PINE 28 35 28

5998 41+49.3 19.66 2330.95 (PINE 25 30)PINE 25 30 25

5997 41+53.7 20.35 2331.44 (PINE 12 30)PINE 12 30 12

5996 41+73.7 20.14 2331.53 (PINE 11 25)PINE 11 25 11

6011 41+73.7 -7.38 2321.53 (PINE 40 40)PINE 40 40 40

5995 41+80.0 19.59 2331.91 (MADRONE 11 25)MADRONE 11 25 11

6012 41+81.6 -12.53 2324.93 (MADRONE 10 20)MADRONE 10 20 10

5991 41+84.5 -13.59 2326.09 (PINE 9 20)PINE 9 20 9

5994 42+31.0 12.01 2328.82 (PINE 6 15)PINE 6 15 6

5993 42+31.4 15.72 2325.40 (PINE 7 20)PINE 7 20 7

9005988 42+45.8 -12.18 (FIR 12 20)FIR 12 20 12

5990 42+49.3 -14.33 2320.99 (DECID 12 30)DECID 12 30 12

5989 42+50.5 -23.77 2317.51 (DECID 10 20)DECID 10 20 10

9005992 42+55.1 24.43 (MADRONE 20 26)MADRONE 20 26 20

5992 42+57.4 19.11 2335.16 (MADRONE 25 35)MADRONE 25 35 25

9005993 42+60.1 23.29 (MADRONE 14 20)MADRONE 14 20 14

5987 42+86.6 -27.03 2323.65 (MADRONE 15 35)MADRONE 15 35 15

5896 42+87.3 6.78 2333.08 (PINE 15 20)PINE 15 20 15

5988 42+89.0 -27.90 2322.57 (PINE 22 30)PINE 22 30 22

5897 43+01.2 16.06 2334.74 (MADRONE 12 25)MADRONE 12 25 12

5910 43+21.9 -25.30 2319.85 (MADRONE 13 35)MADRONE 13 35 13

5898 43+27.5 13.18 2333.18 (MADRONE 6 20)MADRONE 6 20 6

5899 43+41.0 6.28 2327.27 (MADRONE 8 20)MADRONE 8 20 8

5911 43+49.8 -22.79 2325.80 (MADRONE 8 30)MADRONE 8 30 8

5900 43+62.9 3.57 2327.47 (PINE 9 25)PINE 9 25 9

5909 43+66.2 -19.46 2321.39 (DECID 9 30)DECID 9 30 9

5908 43+68.7 -19.91 2320.16 (DECID 8 30)DECID 8 30 8

5901 43+76.3 2.40 2327.82 (PINE 24 40)PINE 24 40 24

5907 43+89.4 -23.29 2320.22 (PINE 26 30)PINE 26 30 26

5906 43+94.1 -26.49 2319.15 (PINE 18 20)PINE 18 20 18

5902 43+94.5 8.12 2326.61 (MADRONE 10 20)MADRONE 10 20 10

5903 44+03.7 2.32 2324.46 (MADRONE 10 20)MADRONE 10 20 10

18005850 44+17.4 5.26 (FIR 6 12)FIR 6 12 6

5905 44+17.4 -21.35 2321.67 (PINE 9 15)PINE 9 15 9

5904 44+84.2 -22.45 2319.34 (PINE 30 45)PINE 30 45 30

PAGE 9 OF 20

9005848 44+96.5 6.37 (PINE 8 20)PINE 8 20 8

9005849 45+12.6 9.29 (PINE 12 25)PINE 12 25 12

5848 45+74.4 2.89 2324.76 (" & Drip)" & Drip 10

5850 45+83.7 -24.42 2318.25 (DECID 11 20)DECID 11 20 11

5849 46+07.4 -25.83 2317.92 (MADRONE 8 20)MADRONE 8 20 8

5847 46+16.2 13.17 2328.10 (PINE 21 25)PINE 21 25 21

5843 46+19.0 29.97 2321.30 (PINE 28 30)PINE 28 30 28

5846 46+28.0 2.11 2324.12 (" & Drip)" & Drip 12

5845 46+44.0 3.77 2327.59 (" & Drip)" & Drip 12

5844 46+58.1 -21.45 2327.56 (MADRONE 6 15)MADRONE 6 15 6

5792 46+97.9 8.83 2324.61 (" & Drip)" & Drip 12

5791 47+31.1 -19.54 2319.40 (DECID 7 20)DECID 7 20 7

5790 47+31.9 -18.80 2319.56 (DECID 6 20)DECID 6 20 6

5789 47+58.2 8.48 2323.68 (PINE 15 30)PINE 15 30 15

5788 47+64.4 3.79 2323.22 (PINE 11 20)PINE 11 20 11

5787 47+66.3 7.10 2324.23 (PINE 7 10)PINE 7 10 7

5786 47+84.8 -21.71 2320.47 (PINE 27 25)PINE 27 25 27

5785 47+97.3 -15.19 2321.44 (DECID 19 35)DECID 19 35 19

5783 47+98.4 7.55 2325.16 (PINE 13 20)PINE 13 20 13

5784 47+99.7 -19.51 2319.81 (DECID 13 20)DECID 13 20 13

5728 48+33.3 4.57 2323.23 (PINE 7 15)PINE 7 15 7

5727 48+38.3 9.87 2329.13 (DECID 15 25)DECID 15 25 15

5729 48+39.5 4.45 2323.99 (PINE 6 15)PINE 6 15 6

5726 48+72.1 -15.51 2322.90 (PINE 17 35)PINE 17 35 17

5725 48+81.0 -12.61 2322.72 (PINE 12 20)PINE 12 20 12

5724 48+92.5 -18.84 2319.24 (DECID 14 30)DECID 14 30 14

5722 49+20.1 -33.10 2311.01 (DECID 24 40)DECID 24 40 24

5721 49+54.3 -13.37 2318.66 (DECID 16 20)DECID 16 20 16

5720 49+76.7 -18.61 2322.76 (DECID 11 20)DECID 11 20 11

5719 49+83.2 -7.06 2321.31 (PINE 25 30)PINE 25 30 25

5664 49+91.5 -8.05 2322.86 (DECID 10 30)DECID 10 30 10

5663 49+94.5 -7.63 2319.51 (DECID 11 30)DECID 11 30 11

5662 49+97.8 -9.13 2322.29 (DECID 9 25)DECID 9 25 9

5661 49+99.7 -10.25 2321.37 (DECID 14 30)DECID 14 30 14

5660 50+12.8 13.94 2325.80 (MADRONE 6 15)MADRONE 6 15 6

5659 50+15.4 22.71 2330.00 (MADRONE 8 15)MADRONE 8 15 8

5657 50+20.2 30.28 2327.08 (PINE 29 25)PINE 29 25 29

5658 50+22.0 23.52 2325.32 (PINE 9 20)PINE 9 20 9

5656 50+45.2 21.02 2331.41 (MADRONE 10 20)MADRONE 10 20 10

5723 51+66.1 -25.79 2314.92 (DECID 20 30)DECID 20 30 20

5631 52+36.4 -29.19 2317.37 (PINE 35 30)PINE 35 30 35

5632 52+39.4 -18.84 2322.04 (DECID 15 25)DECID 15 25 15

5633 52+43.4 -13.96 2322.42 (DECID 14 30)DECID 14 30 14

5630 52+52.8 -23.03 2319.71 (PINE 22 20)PINE 22 20 22

PAGE 10 OF 20

5595 52+88.5 0.04 2324.34 (PINE 18 25)PINE 18 25 18

5596 52+93.2 10.09 2327.35 (PINE 26 35)PINE 26 35 26

5594 53+05.1 -13.91 2321.86 (PINE 31 35)PINE 31 35 31

5593 53+27.8 -0.70 2325.56 (MADRONE 9 20)MADRONE 9 20 9

5592 54+04.0 -12.87 2324.10 (PINE 24 30)PINE 24 30 24

5557 54+76.5 1.22 2324.61 (PINE 32 35)PINE 32 35 32

5556 54+99.1 1.68 2324.19 (PINE 20 25)PINE 20 25 20

5555 55+06.2 2.22 2324.09 (PINE 17 25)PINE 17 25 17

5554 55+15.7 3.35 2325.30 (PINE 24 25)PINE 24 25 24

5553 55+18.6 11.14 2328.97 (PINE 10 15)PINE 10 15 10

5552 55+31.9 -20.68 2318.49 (PINE 19 20)PINE 19 20 19

5551 55+57.8 9.02 2325.30 (PINE 14 20)PINE 14 20 14

5507 56+08.4 -17.39 2320.71 (PINE 40 40)PINE 40 40 40

5490 56+90.9 -18.80 2319.00 (DECID 12 20)DECID 12 20 12

5489 57+16.9 -11.41 2321.54 (PINE 10 20)PINE 10 20 10

5488 57+36.6 -16.75 2318.44 (DECID 9 15)DECID 9 15 9

5486 57+44.2 2.60 2324.14 (PINE 33 40)PINE 33 40 33

5487 57+48.6 -19.37 2316.06 (PINE 11 15)PINE 11 15 11

5485 57+73.1 12.15 2328.45 (DECID 8 15)DECID 8 15 8

5484 57+85.2 -21.81 2318.57 (DECID 26 30)DECID 26 30 26

5483 57+88.7 -23.96 2317.90 (DECID 28 25)DECID 28 25 28

5491 58+03.7 -5.83 2322.25 (PINE 11 20)PINE 11 20 11

5482 58+16.9 -14.33 2321.98 (PINE 9 10)PINE 9 10 9

5481 58+20.5 -15.30 2321.90 (PINE 6 10)PINE 6 10 6

5478 58+25.6 4.41 2325.47 (PINE 12 15)PINE 12 15 12

5480 58+27.8 -16.45 2320.86 (DECID 10 15)DECID 10 15 10

5477 58+40.4 11.47 2329.14 (DECID 7 15)DECID 7 15 7

5479 58+41.6 -14.47 2321.80 (DECID 10 15)DECID 10 15 10

5432 58+46.6 -13.85 2321.42 (MADRONE 10 15)MADRONE 10 15 10

5433 58+52.9 5.69 2326.11 (PINE 9 15)PINE 9 15 9

5429 58+66.7 6.33 2326.13 (DECID 9 20)DECID 9 20 9

5431 58+68.1 -12.12 2321.75 (PINE 6 10)PINE 6 10 6

5430 58+77.0 -6.10 2322.69 (PINE 6 10)PINE 6 10 6

5428 58+78.6 7.58 2325.31 (DECID 8 20)DECID 8 20 8

5427 58+84.1 7.75 2325.34 (DECID 16 20)DECID 16 20 16

5426 58+93.1 -1.56 2323.07 (PINE 8 15)PINE 8 15 8

5425 59+11.6 -18.31 2317.84 (PINE 38 40)PINE 38 40 38

5424 59+22.7 11.24 2328.40 (DECID 10 15)DECID 10 15 10

5423 59+55.5 10.55 2327.32 (DECID 13 25)DECID 13 25 13

5407 59+67.9 -10.00 2321.64 (PINE 13 20)PINE 13 20 13

5422 59+68.9 10.75 2328.42 (DECID 10 25)DECID 10 25 10

5408 59+84.6 -13.87 2320.80 (DECID 10 25)DECID 10 25 10

5409 59+92.4 -9.76 2321.51 (PINE 10 15)PINE 10 15 10

5406 60+17.7 3.97 2323.93 (PINE 31 25)PINE 31 25 31

PAGE 11 OF 20

5405 60+34.8 4.36 2325.33 (DECID 15 20)DECID 15 20 15

5404 60+59.9 -24.42 2319.49 (PINE 23 30)PINE 23 30 23

5403 60+72.9 -19.11 2320.56 (DECID 12 20)DECID 12 20 12

5411 60+77.0 3.15 2324.66 (DECID 16 26)DECID 16 26 16

5402 60+86.0 4.42 2325.18 (DECID 15 30)DECID 15 30 15

5410 61+00.5 13.91 2333.04 (DECID 16 15)DECID 16 15 16

5400 61+20.2 -15.49 2321.46 (DECID 9 15)DECID 9 15 9

5295 61+48.9 1.34 2324.43 (DECID 9 20)DECID 9 20 9

5294 61+73.1 -23.77 2322.93 (DECID 21 30)DECID 21 30 21

5292 61+93.6 10.26 2327.61 (PINE 24 30)PINE 24 30 24

5293 61+93.9 -19.41 2322.37 (DECID 19 30)DECID 19 30 19

5290 62+62.5 -15.17 2326.14 (DECID 21 25)DECID 21 25 21

5291 62+65.9 3.31 2325.51 (DECID 15 25)DECID 15 25 15

5288 62+84.7 3.80 2326.53 (DECID 13 20)DECID 13 20 13

5289 62+94.2 -15.88 2322.18 (DECID 13 20)DECID 13 20 13

5215 63+02.8 4.73 2325.90 (PINE 24 30)PINE 24 30 24

5213 63+15.2 1.05 2326.23 (PINE 24 30)PINE 24 30 24

5214 63+17.0 2.58 2325.40 (DECID 9 15)DECID 9 15 9

5216 63+25.0 4.23 2325.39 (DECID 13 20)DECID 13 20 13

5208 63+39.5 -20.22 2320.36 (MADRONE 11 15)MADRONE 11 15 11

5217 63+50.1 16.73 2328.69 (PINE 16 25)PINE 16 25 16

5218 63+57.1 10.45 2324.92 (DECID 8 20)DECID 8 20 8

5207 63+61.1 -10.75 2324.93 (DECID 11 15)DECID 11 15 11

5219 63+68.2 13.80 2327.13 (DECID 10 20)DECID 10 20 10

5220 63+88.6 5.90 2326.79 (PINE 18 20)PINE 18 20 18

5221 63+90.7 9.37 2328.11 (PINE 12 15)PINE 12 15 12

5222 64+16.0 4.87 2326.45 (PINE 12 15)PINE 12 15 12

5206 64+16.1 -21.19 2320.93 (DECID 9 15)DECID 9 15 9

5223 64+34.4 6.49 2327.13 (PINE 16 25)PINE 16 25 16

5224 64+40.9 7.63 2326.84 (PINE 10 15)PINE 10 15 10

5225 64+49.3 6.86 2327.24 (PINE 23 25)PINE 23 25 23

5205 64+94.8 -14.91 2322.83 (MADRONE 7 20)MADRONE 7 20 7

5204 65+05.0 -19.22 2321.48 (DECID 9 30)DECID 9 30 9

5203 65+10.6 14.90 2327.98 (PINE 21 30)PINE 21 30 21

5202 65+50.3 -1.77 2326.56 (DECID 7 15)DECID 7 15 7

5201 65+56.0 -2.66 2327.88 (PINE 21 25)PINE 21 25 21

5200 65+58.8 2.02 2328.65 (PINE 12 20)PINE 12 20 12

5075 65+65.3 -23.40 2323.29 (DECID 6 10)DECID 6 10 6

5199 65+66.8 1.78 2328.75 (DECID 9 15)DECID 9 15 9

5198 65+78.8 -2.01 2329.16 (PINE 9 10)PINE 9 10 10

5074 65+89.4 -19.41 2323.80 (DECID 8 10)DECID 8 10 8

5077 66+02.4 15.09 2334.36 (PINE 36 20)PINE 36 20 36

5073 66+07.0 -23.63 2320.78 (PINE 17 15)PINE 17 15 17

5076 66+11.8 -2.61 2327.27 (PINE 8 20)PINE 8 20 8

PAGE 12 OF 20

5072 66+23.3 -22.33 2321.56 (PINE 9 15)PINE 9 15 9

5071 66+46.7 -16.06 2323.97 (DECID 7 10)DECID 7 10 7

5070 66+60.5 -8.33 2323.69 (PINE 35 20)PINE 35 20 35

3603 66+62.7 -7.69 2324.21 (PINE 36 28)PINE 36 28 36

3602 66+93.8 5.23 2322.58 (OAK 9 11.1)OAK 9 11.1 9

3604 67+01.7 -15.97 2322.81 (PINE 27 15)PINE 27 15 27

3601 67+03.7 5.27 2323.35 (PINE 18 6.3)PINE 18 6.3 18

3600 67+17.3 6.68 2322.80 (PINE 14 10)PINE 14 10 14

3599 67+21.4 16.48 2325.04 (PINE 17 6.8)PINE 17 6.8 17

3598 67+48.2 4.60 2322.62 (PINE 30 26)PINE 30 26 30

3605 67+50.9 -11.32 2322.40 (OAK 8 10)OAK 8 10 8

3597 67+58.3 14.91 2325.06 (PINE 17 13)PINE 17 13 17

3606 67+69.5 -36.54 2317.58 (PINE 48 24.6)PINE 48 24.6 48

3596 67+75.2 4.44 2322.72 (OAK 6 6)OAK 6 6 6

3540 68+12.3 -20.11 2316.16 (PINE 35 19.2)PINE 35 19.2 35

3542 68+54.7 3.94 2323.52 (CEDARX4 6 10)CEDARX4 6 10 6

3541 68+65.3 -7.02 2321.96 (OAKX2 6 14.4)OAKX2 6 14.4 6

3431 68+88.0 -10.83 2318.33 (OAK 7 8)OAK 7 8 7

3430 68+88.2 -16.85 2318.33 (OAK 6 8.3)OAK 6 8.3 6

3429 68+89.5 -8.91 2318.75 (PINE 16 17)PINE 16 17 16

3171 70+46.8 5.09 2323.49 (OAK 7 15)OAK 7 15 7

3172 70+58.8 13.39 2324.03 (OAK 12 18)OAK 12 18 12

3186 70+99.6 -20.69 2321.41 (OAK 8 17.5)OAK 8 17.5 8

3173 71+26.1 5.85 2321.46 (MAD 8 6.9)MAD 8 6.9 8

3174 71+35.3 10.03 2321.51 (OAK 6 10)OAK 6 10 6

3175 71+43.1 6.25 2321.47 (PINE 23 18)PINE 23 18 23

3176 71+81.0 6.58 2321.47 (PINE 18 12)PINE 18 12 18

3185 71+94.7 -17.84 2321.53 (PINE 12 12)PINE 12 12 12

3184 72+10.7 -14.92 2321.52 (PINE 14 12)PINE 14 12 14

3183 72+15.4 -14.36 2321.51 (PINE 6 8)PINE 6 8 6

3177 72+20.5 6.69 2321.53 (PINE 20 20)PINE 20 20 20

3178 72+35.5 6.98 2321.50 (PINE 11 8.2)PINE 11 8.2 11

3179 72+62.5 15.56 2321.53 (OAK 28 23)OAK 28 23 28

3182 72+64.6 -7.03 2321.52 (PINE 12 10)PINE 12 10 12

3180 72+91.1 8.82 2321.57 (OAK 7 8)OAK 7 8 7

3181 73+04.1 11.69 2321.60 (OAK 16 17.5)OAK 16 17.5 16

2944 73+33.1 18.37 2321.61 (OAK 12 16.4)OAK 12 16.4 12

2920 73+34.4 -20.34 2323.84 (FIR 8 11.5)FIR 8 11.5 8

2943 73+49.7 19.39 2321.63 (OAKX2 11 19.3)OAKX2 11 19.3 11

2942 73+62.7 14.08 2324.23 (OAK 9 9.1)OAK 9 9.1 9

2921 73+70.7 -16.79 2321.66 (OAK 16 16.5)OAK 16 16.5 16

2922 73+76.8 -16.86 2326.03 (OAK 16 18.5)OAK 16 18.5 16

2925 73+99.7 -16.83 2321.68 (OAK 7 17.5)OAK 7 17.5 7

2941 74+07.7 18.87 2321.66 (OAK 9 20.2)OAK 9 20.2 9

PAGE 13 OF 20

2940 74+20.4 8.73 2321.67 (OAK 24 20)OAK 24 20 24

2926 74+27.6 -16.82 2321.73 (OAK 15 17.5)OAK 15 17.5 15

2939 74+33.0 17.22 2329.00 (OAK 10 30)OAK 10 30 10

2927 74+40.7 -14.53 2324.15 (OAK 9 26)OAK 9 26 9

9002928 74+47.0 -17.39 0.00 (oak 8 15)oak 8 15 8

2938 74+50.7 11.56 2326.91 (OAK 11 8.3)OAK 11 8.3 11

2928 74+58.6 -17.79 2324.44 (OAKX3 16 20)OAKX3 16 20 16

2937 74+65.1 12.59 2321.72 (OAKX3 12 13.7)OAKX3 12 13.7 12

2929 74+73.5 -11.61 2321.84 (FIR 8 8.7)FIR 8 8.7 8

2936 74+74.5 9.51 2321.68 (OAK 7 10.3)OAK 7 10.3 7

2930 74+88.3 -14.82 2323.81 (OAK 22 9)OAK 22 9 22

2931 74+98.1 -19.00 2324.10 (OAK 23 40)OAK 23 40 23

2935 75+00.6 15.90 2326.16 (OAK 14 6.8)OAK 14 6.8 14

2932 75+10.0 -10.25 2322.55 (FIR 9 15.2)FIR 9 15.2 9

2934 75+20.4 15.51 2321.71 (FIR 12 12.8)FIR 12 12.8 12

2933 75+28.4 15.01 2321.64 (OAK 12 12.5)OAK 12 12.5 12

2840 75+53.9 13.09 2321.73 (OAK 12 18)OAK 12 18 12

2841 75+59.4 21.51 2321.74 (OAKX3 10 15)OAKX3 10 15 10

2839 75+62.2 13.84 2321.73 (PINE 12 14)PINE 12 14 12

2842 75+64.8 -12.75 2322.09 (FIR 14 14)FIR 14 14 14

2838 75+98.1 19.31 2321.76 (OAKX2 6 19)OAKX2 6 19 6

2837 75+98.1 23.94 2321.81 (OAKX2 9 23.5)OAKX2 9 23.5 9

2836 76+11.7 16.38 2330.44 (OAKX3 10 23)OAKX3 10 23 10

2835 76+33.6 10.02 2322.09 (OAKX4 6 13)OAKX4 6 13 6

2843 76+36.3 -15.04 2324.71 (OAK 16 18)OAK 16 18 16

2834 76+72.8 18.10 2322.02 (OAKX3 7 16.5)OAKX3 7 16.5 7

2704 76+84.2 7.96 2322.06 (FIR 8 10)FIR 8 10 8

2705 76+98.9 10.52 2322.17 (FIR 7 9)FIR 7 9 7

2714 77+89.8 -17.73 2324.91 (FIR 12 22)FIR 12 22 12

2713 77+90.6 -18.94 2324.93 (FIR 9 12)FIR 9 12 9

2712 78+27.6 -25.97 2324.71 (OAK 24 24.5)OAK 24 24.5 24

2709 78+28.0 16.05 2322.06 (MADRONE 6 11 X3)MADRONE 6 11 X3 6

2708 78+42.1 16.65 2322.16 (MADRONE 9 11 X2)MADRONE 9 11 X2 9

9002711 78+42.6 -9.12 0.00 (FIR 6 10)FIR 6 10 6

2707 78+46.8 15.91 2322.23 (MADRONE 11 16)MADRONE 11 16 11

2711 78+47.5 -16.69 2324.59 (FIR 6 4.5)FIR 6 4.5 6

2710 78+49.2 -7.69 2324.49 (FIR 7 7)FIR 7 7 7

2652 78+53.9 5.51 2324.92 (FIR 13 13.5)FIR 13 13.5 13

9002710 78+54.1 -8.45 0.00 (FIR 6 8)FIR 6 8 6

2706 78+55.3 5.29 2324.64 (FIR 11 11)FIR 11 11 11

2640 78+59.8 9.01 2324.39 (MADRONE 6 6.5)MADRONE 6 6.5 6

2641 78+74.8 -21.87 2324.80 (FIR 13 12)FIR 13 12 13

2651 78+81.4 14.66 2324.91 (MADRONE 13 24)MADRONE 13 24 13

PAGE 14 OF 20

2642 78+82.0 -8.04 2324.49 (FIR 14 9 DEAD)FIR 14 9 DEAD 14

2643 78+85.9 -27.29 2324.67 (FIR 14 12)FIR 14 12 14

2644 78+90.6 -27.30 2324.75 (FIR 12 13.5)FIR 12 13.5 12

2645 78+92.5 -28.82 2324.79 (FIR 9 10)FIR 9 10 9

2646 78+97.6 -24.47 2324.79 (FIR 22 16.5)FIR 22 16.5 22

2650 78+99.1 5.64 2324.72 (FIR 9 13)FIR 9 13 9

2648 79+05.7 9.24 2324.96 (FIR 13 16.5)FIR 13 16.5 13

2649 79+08.8 6.59 2324.90 (FIR 6 15.5)FIR 6 15.5 6

2647 79+27.5 17.92 2322.28 (MADRONE 13 17)MADRONE 13 17 13

3265 79+42.2 11.20 2324.61 (OAK 7 10)OAK 7 10 7

3267 79+47.2 9.01 2324.79 (FIR 10 16.5)FIR 10 16.5 10

3266 79+47.3 9.59 2324.72 (MAD 10 17.3)MAD 10 17.3 10

3268 79+47.7 11.35 2325.16 (OAK 6 15)OAK 6 15 6

3288 79+57.0 -22.85 2325.16 (OAK 16 30)OAK 16 30 16

3269 79+58.7 17.12 2322.22 (OAK 8 16.2)OAK 8 16.2 8

3270 79+59.3 20.90 2322.22 (OAK 7 8)OAK 7 8 7

3271 79+63.6 18.49 2322.22 (MADX2 9 16)MADX2 9 16 9

3272 79+71.8 15.69 2322.20 (OAKX2 10 16)OAKX2 10 16 10

3273 79+74.5 10.33 2322.22 (MAD 7 15)MAD 7 15 7

3274 79+79.7 14.11 2322.23 (OAK 11 26)OAK 11 26 11

3275 79+88.2 16.89 2322.30 (FIR 6 10)FIR 6 10 6

3276 79+92.4 14.77 2322.27 (OAKX2 8 16)OAKX2 8 16 8

3277 79+99.9 17.33 2322.30 (OAKX2 8 16.5)OAKX2 8 16.5 8

3278 80+04.0 7.12 2322.44 (FIR 9 13)FIR 9 13 9

3279 80+30.1 16.26 2322.37 (FIR 12 18)FIR 12 18 12

3287 80+35.2 -22.07 2325.10 (MADX3 9 12)MADX3 9 12 9

3286 80+39.6 -22.43 2325.06 (OAK 12 18)OAK 12 18 12

3280 80+40.4 25.91 2322.42 (OAKX2 10 26)OAKX2 10 26 10

3281 80+51.0 18.74 2322.41 (MADX3 7 23)MADX3 7 23 7

3282 80+53.5 14.06 2322.41 (MADX4 7 17.7)MADX4 7 17.7 7

3285 80+55.2 -24.06 2325.15 (MAD 20 15)MAD 20 15 20

3283 80+64.5 15.46 2322.34 (MADX2 9 25)MADX2 9 25 9

3284 80+78.0 -7.63 2322.44 (FIR 10 9)FIR 10 9 10

2532 80+92.1 -20.76 2325.06 (OAK 16 22)OAK 16 22 16

2533 80+98.8 -5.31 2325.02 (FIR 7 9)FIR 7 9 7

2534 81+08.6 -22.52 2325.31 (OAK 18 23)OAK 18 23 18

2542 81+12.0 15.94 2320.54 (MADRONE 7 16)MADRONE 7 16 7

2541 81+12.4 17.38 2320.54 (OAK 7 7)OAK 7 7 7

2540 81+14.2 8.66 2320.50 (FIR 6 11)FIR 6 11 6

2535 81+15.0 -20.39 2325.31 (PINE 9 7)PINE 9 7 9

2539 81+40.8 24.57 2322.58 (OAK 12 23 X3)OAK 12 23 X3 12

2538 81+56.2 20.85 2322.54 (OAK 10 22)OAK 10 22 10

2537 81+73.6 21.41 2322.58 (OAK 18 22)OAK 18 22 18

2536 81+75.8 -17.24 2325.47 (PINE 16 22)PINE 16 22 16

PAGE 15 OF 20

2501 81+86.6 -25.83 2325.45 (OAK 16 15)OAK 16 15 16

2502 81+96.1 -23.61 2322.63 (OAK 20 25.5)OAK 20 25.5 20

2503 82+14.8 -23.56 2325.42 (MADRONE 6 12)MADRONE 6 12 6

2507 82+18.1 10.68 2325.08 (FIR 16 16)FIR 16 16 16

2504 82+19.2 -22.17 2325.39 (FIR 10 12.5)FIR 10 12.5 10

2505 82+33.7 -21.17 2325.37 (PINE 12 10.5)PINE 12 10.5 12

2506 82+56.3 -17.62 2325.20 (OAK 18 28)OAK 18 28 18

9002458 83+29.1 13.42 0.00 (MADRONE 12 11)MADRONE 12 11 12

2456 83+34.0 -17.37 2325.16 (OAK 41 32)OAK 41 32 41

2458 83+42.4 7.98 2322.82 (MADRONE 12 11)MADRONE 12 11 12

9002459 83+52.3 8.86 (MADRONE 12 11)MADRONE 12 11 12

2457 83+57.4 -15.27 2325.19 (MADRONE 12 11)MADRONE 12 11 12

2390 83+94.2 5.48 2325.16 (OAK 9 9)OAK 9 9 9

2398 83+99.8 -13.84 2322.98 (OAK 8 13)OAK 8 13 8

2389 84+12.9 19.37 2322.89 (FIR 20 18)FIR 20 18 20

2391 84+14.2 -16.49 2323.01 (OAK 18 18)OAK 18 18 18

2388 84+24.9 14.02 2323.02 (MADRONE 8 14.5)MADRONE 8 14.5 8

2392 84+26.8 -10.86 2323.05 (OAK 10 10)OAK 10 10 10

2376 84+42.1 15.26 2325.42 (OAK 8 21)OAK 8 21 8

2375 84+53.0 9.03 2323.07 (FIR 10 12)FIR 10 12 10

2339 84+72.2 14.83 2323.11 (OAK 11 15)OAK 11 15 11

2331 84+77.8 -15.18 2325.49 (OAK 12 20)OAK 12 20 12

2330 84+78.9 -23.74 2325.45 (OAK 15 17)OAK 15 17 15

2324 85+02.7 14.78 2327.66 (MADRONE 10 16)MADRONE 10 16 10

2323 85+04.4 15.08 2327.81 (OAK 13 18)OAK 13 18 13

2273 85+09.2 -14.46 2324.99 (OAK 12 19)OAK 12 19 12

2272 85+21.9 7.45 2328.64 (OAK 6 6)OAK 6 6 6

2271 85+40.3 7.76 2329.32 (FIR 10 15)FIR 10 15 10

2274 85+44.5 -18.63 2324.06 (FIR 10 9)FIR 10 9 10

2275 85+55.1 -17.19 2325.58 (FIR 10 13)FIR 10 13 10

2278 85+58.2 -18.20 2328.19 (OAK 10 26)OAK 10 26 10

2270 85+60.5 7.04 2328.13 (MADRONE 6 13)MADRONE 6 13 6

2279 85+63.0 -17.79 2328.67 (FIR 10 15)FIR 10 15 10

2277 85+63.2 -15.75 2326.89 (FIR 10 16)FIR 10 16 10

2276 85+74.4 -12.49 2329.29 (TREE 10)TREE 10 10

2269 85+82.8 16.20 2329.94 (OAK 18 9)OAK 18 9 18

2268 85+88.0 7.91 2330.37 (FIR 28 19)FIR 28 19 28

2280 85+93.7 -20.30 2327.22 (FIR 18 12)FIR 18 12 18

2281 86+01.3 -17.77 2326.38 (OAK 18 16)OAK 18 16 18

2267 86+08.5 8.01 2328.58 (FIR 10 7)FIR 10 7 10

2266 86+12.8 7.84 2327.74 (OAK 6 12)OAK 6 12 6

2263 86+34.6 7.05 2326.76 (FIR 8 9)FIR 8 9 8

2265 86+39.6 12.48 2333.88 (OAK 10 8)OAK 10 8 10

2264 86+42.3 10.76 2333.69 (OAK 8 13)OAK 8 13 8

PAGE 16 OF 20

2306 86+43.4 -8.83 2332.12 (FIR 10 12)FIR 10 12 10

2305 86+61.2 -9.23 2329.09 (PINE 10 9)PINE 10 9 10

2262 86+61.4 10.59 2333.68 (FIR 8 10)FIR 8 10 8

2261 86+64.6 10.76 2333.79 (FIR 8 13)FIR 8 13 8

2304 86+67.1 -9.59 2329.71 (FIR 10 12)FIR 10 12 10

2302 86+70.9 -16.52 2329.91 (FIR 10 9)FIR 10 9 10

2303 86+76.4 -9.64 2330.67 (FIR 10 18)FIR 10 18 10

2260 86+82.7 7.66 2327.78 (FIR 8 13)FIR 8 13 8

2259 86+92.4 5.81 2330.29 (PINE 24 16)PINE 24 16 24

2162 87+27.8 5.00 2330.76 (PINE 12 11)PINE 12 11 12

2163 87+31.1 16.33 2329.97 (MAPLE 12 18)MAPLE 12 18 12

2161 87+76.5 -14.56 2328.27 (FIR 24 20)FIR 24 20 24

2160 88+09.4 12.79 2330.93 (PINE 12 12)PINE 12 12 12

2156 88+18.0 -13.24 2325.32 (FIR 12 12)FIR 12 12 12

2155 88+26.1 -16.79 2329.64 (FIR 12 11)FIR 12 11 12

2158 88+26.9 8.23 2332.38 (PINE 10 8)PINE 10 8 10

2159 88+28.5 11.20 2332.67 (TREE 6)TREE 6 6

2157 88+30.6 8.45 2332.66 (PINE 12 11)PINE 12 11 12

2154 88+39.6 -17.74 2327.68 (OAK 8 28)OAK 8 28 8

2149 88+52.7 9.28 2331.53 (PINE 10 8)PINE 10 8 10

2153 88+65.7 -8.54 2332.72 (FIR 14 18)FIR 14 18 14

2152 88+69.0 -19.35 2332.97 (FIR 14 12)FIR 14 12 14

2148 88+69.7 13.13 2331.65 (FIR 14 13)FIR 14 13 14

2151 88+70.9 -11.05 2326.23 (PINE 14 18)PINE 14 18 14

2150 88+78.4 -10.43 2331.18 (PINE 10 11)PINE 10 11 10

2147 88+81.0 11.24 2333.59 (PINE 18 25)PINE 18 25 18

2169 89+33.1 17.54 2333.35 (PINE 24 25)PINE 24 25 24

1958 89+69.6 -13.08 2328.68 (OAK 8 16)OAK 8 16 8

9001958 90+17.0 -7.44 (MADRONE 6 10)MADRONE 6 10 6

1959 90+37.4 -10.29 2330.19 (FIR 12 9)FIR 12 9 12

1960 90+55.0 -9.40 2327.94 (FIR 10 12)FIR 10 12 10

1901 90+72.7 10.31 2335.13 (FIR 24 14)FIR 24 14 24

1869 90+92.3 -16.63 2324.48 (PINE 12 15)PINE 12 15 12

1870 91+00.8 -16.09 2324.20 (PINE 12 15)PINE 12 15 12

1871 91+05.7 15.82 2325.03 (PINE 12 15)PINE 12 15 12

1875 91+19.4 -17.04 2323.89 (PINE 12 15)PINE 12 15 12

1873 91+19.6 -17.38 2324.69 (PINE 12 18)PINE 12 18 12

1874 91+29.0 -17.66 2325.15 (PINE 12 15)PINE 12 15 12

1872 91+39.5 -11.36 2329.40 (PINE 12 18)PINE 12 18 12

1902 91+42.1 13.96 2331.27 (FIR 10 14)FIR 10 14 10

1903 91+50.1 6.01 2331.91 (TREE 10)TREE 10 10

1904 91+60.2 6.03 2330.40 (OAK 10 20)OAK 10 20 10

1905 91+61.7 6.51 2330.28 (OAK 10 20)OAK 10 20 10

1907 91+85.5 -17.01 2328.39 (FIR 36 19)FIR 36 19 36

PAGE 17 OF 20

1906 91+94.8 5.49 2330.07 (FIR 10 10)FIR 10 10 10

1908 91+96.9 -16.39 2327.16 (FIR 18 16)FIR 18 16 18

1909 92+08.1 -16.39 2325.93 (FIR 14 14)FIR 14 14 14

9001906 92+13.1 6.81 (FIR 14 18)FIR 14 18 14

1910 92+23.0 -16.96 (FIR 24 25)FIR 24 25 24

9000082 92+44.8 16.60 (FIR 8 18)FIR 8 18 8

1801 92+81.6 -25.69 2326.63 (FIR 20 16)FIR 20 16 20

1800 92+91.2 -24.08 2327.84 (OAK 16 25)OAK 16 25 16

1799 92+98.6 -19.02 2328.83 (FIR 16 18)FIR 16 18 16

1798 93+09.3 -17.85 2329.44 (FIR 20 17)FIR 20 17 20

1796 93+15.3 8.81 2333.11 (MADRONE 8 8)MADRONE 8 8 8

1795 93+20.9 10.05 2333.08 (MADRONE 8 5)MADRONE 8 5 8

1664 93+21.2 14.25 2336.50 (FIR 6 14)FIR 6 14 6

1794 93+22.6 8.52 2332.11 (MADRONE 8 15)MADRONE 8 15 8

1797 93+38.6 -16.81 2325.79 (OAK 16 37)OAK 16 37 16

1792 93+81.8 -14.74 2326.61 (FIR 6 8)FIR 6 8 6

1791 93+94.7 -17.63 2326.02 (OAK 12 18)OAK 12 18 12

1790 93+96.6 -16.01 2325.57 (OAK 12 18)OAK 12 18 12

1789 94+07.3 -13.93 2327.36 (OAK 12 19)OAK 12 19 12

1793 94+12.4 6.54 2329.84 (OAK 6 11)OAK 6 11 6

1788 94+18.5 -15.79 2329.67 (FIR 12 16)FIR 12 16 12

1679 94+36.0 -14.29 2326.32 (OAK 12 18)OAK 12 18 12

1680 94+36.6 -12.61 2327.86 (OAK 10 14)OAK 10 14 10

1681 94+39.2 -12.65 2327.29 (OAK 8 18)OAK 8 18 8

1684 94+42.2 17.79 2334.03 (OAK 12 12)OAK 12 12 12

1683 94+43.5 9.50 2331.47 (OAK 10 10 DEAD)OAK 10 10 DEAD 10

1685 94+58.7 5.17 2330.66 (FIR 8 15)FIR 8 15 8

1682 94+61.8 -14.71 2329.11 (OAK 10 15)OAK 10 15 10

1687 94+63.3 24.99 2339.29 (OAK 8 15)OAK 8 15 8

1678 94+63.7 -15.26 2326.53 (OAK 12 15)OAK 12 15 12

1686 94+70.0 21.50 2337.97 (OAK 8 13)OAK 8 13 8

1677 94+87.4 -18.01 2324.72 (MADRONE 14 20)MADRONE 14 20 14

1688 94+87.6 25.56 2339.96 (FIR 12 18)FIR 12 18 12

1691 94+92.6 17.95 2335.92 (OAK 10 18)OAK 10 18 10

1690 94+97.1 16.43 2335.46 (MADRONE 8 20)MADRONE 8 20 8

1689 94+98.0 17.00 2335.65 (MADRONE 6 18)MADRONE 6 18 6

1694 95+04.5 25.49 2339.14 (MADRONE 8 14)MADRONE 8 14 8

1692 95+08.8 14.08 2334.97 (OAK 6 25)OAK 6 25 6

1693 95+11.7 15.37 2334.88 (OAK 8 22)OAK 8 22 8

1676 95+16.2 -12.78 2327.46 (OAK 10 8 DEAD)OAK 10 8 DEAD 10

1695 95+27.3 12.51 2334.45 (MADRONE 6 20)MADRONE 6 20 6

1675 95+42.1 -22.46 2325.09 (FIR 6 10)FIR 6 10 6

1696 95+43.7 9.97 2333.19 (MADRONE 8 15)MADRONE 8 15 8

1697 95+45.6 9.77 2333.21 (MADRONE 8 15)MADRONE 8 15 8

PAGE 18 OF 20

1674 95+53.9 -20.25 2322.21 (FIR 8 9)FIR 8 9 8

1672 95+56.7 -11.51 2329.97 (OAK 12 9)OAK 12 9 12

1671 95+60.9 -13.23 2330.17 (MADRONE 12 14)MADRONE 12 14 12

1698 95+63.5 13.93 2334.83 (MADRONE 8 15)MADRONE 8 15 8

1699 95+63.5 10.70 2333.70 (MADRONE 8 17)MADRONE 8 17 8

1673 95+69.2 -21.33 2327.30 (MADRONE 8 10)MADRONE 8 10 8

1700 95+79.5 6.11 2332.04 (MADRONE 10 18)MADRONE 10 18 10

1670 96+00.3 -16.13 2325.19 (OAK 12 20)OAK 12 20 12

1701 96+01.3 15.49 2337.06 (MADRONE 8 18)MADRONE 8 18 8

1665 96+43.4 6.04 2331.84 (FIR 6 9)FIR 6 9 6

1667 96+64.7 22.43 2338.63 (MADRONE 8 18)MADRONE 8 18 8

1668 96+66.9 25.19 2340.07 (MADRONE 8 18)MADRONE 8 18 8

1663 96+80.4 -17.45 2326.29 (OAK 14 25)OAK 14 25 14

1666 96+86.2 7.31 2331.47 (MADRONE 8 11)MADRONE 8 11 8

1669 96+87.7 21.00 2337.70 (FIR 8 12)FIR 8 12 8

1662 96+97.0 -26.40 2324.41 (MADRONE 14 24)MADRONE 14 24 14

1660 97+10.2 5.90 2331.43 (MADRONE 8 20)MADRONE 8 20 8

1661 97+20.1 -20.58 2326.63 (MADRONE 8 22)MADRONE 8 22 8

1654 97+32.2 -13.98 2325.09 (OAK 12 18)OAK 12 18 12

1656 97+32.4 -16.52 2325.21 (MADRONE 6 8)MADRONE 6 8 6

1659 97+37.7 13.41 2336.07 (MADRONE 10 19)MADRONE 10 19 10

1653 97+40.2 -12.35 2326.32 (MADRONE 10 9)MADRONE 10 9 10

1658 97+42.6 9.80 2333.63 (FIR 8 11)FIR 8 11 8

1655 97+57.2 -22.50 2324.86 (MADRONE 12 23)MADRONE 12 23 12

1657 97+62.6 7.55 2335.51 (FIR 8 14)FIR 8 14 8

1651 97+83.3 10.40 2337.91 (FIR 24 10)FIR 24 10 24

1652 97+88.1 -20.01 2324.10 (MADRONE 10 11)MADRONE 10 11 10

1650 97+92.1 12.24 2337.25 (FIR 21 10)FIR 21 10 21

1649 97+95.1 -13.90 2326.45 (MADRONE 12 11)MADRONE 12 11 12

1557 98+25.6 -12.44 2326.32 (TREE 10)TREE 10 10

1556 98+41.3 -12.52 2326.68 (OAK 10 14)OAK 10 14 10

1555 98+43.3 -15.69 2323.81 (MADRONE 10 17)MADRONE 10 17 10

1554 98+73.5 -17.11 2321.88 (FIR 10 22)FIR 10 22 10

1553 98+87.0 -16.82 2322.79 (MADRONE 8 16)MADRONE 8 16 8

1552 99+00.9 -16.27 2323.29 (MADRONE 12 14)MADRONE 12 14 12

1551 99+09.6 -12.40 2325.46 (MADRONE 8 15)MADRONE 8 15 8

1592 99+10.6 9.53 2334.98 (MADRONE 6 6)MADRONE 6 6 6

1550 99+16.5 -19.46 2320.11 (MADRONE 10 5)MADRONE 10 5 10

1591 99+19.0 14.96 2338.95 (MADRONE 6 10)MADRONE 6 10 6

1549 99+23.4 -21.25 2321.67 (MADRONE 7 10)MADRONE 7 10 7

1547 99+38.7 -20.15 2324.84 (MADRONE 8 10)MADRONE 8 10 8

1590 99+40.8 7.08 2333.79 (MADRONE 6 5)MADRONE 6 5 6

1545 99+47.0 -22.83 2322.00 (MADRONE 8 8)MADRONE 8 8 8

1546 99+50.4 -24.33 2320.44 (MADRONE 8 8)MADRONE 8 8 8

PAGE 19 OF 20

1544 99+52.3 -17.88 2325.08 (MADRON 8 9)MADRON 8 9 8

1543 99+55.7 -10.92 2330.42 (MADRON 15 9)MADRON 15 9 15

1541 99+63.7 -11.05 2327.37 (MADRONE 15 8)MADRONE 15 8 15

1537 100+19.3 11.98 2337.02 (FIR 12 12)FIR 12 12 12

1536 100+25.1 11.70 2334.15 (FIR 12 8)FIR 12 8 12

1540 100+31.2 -25.81 2326.74 (FIR 18 12)FIR 18 12 18

1535 100+33.4 8.43 2337.35 (FIR 12 12)FIR 12 12 12

1534 100+33.9 8.80 2335.72 (FIR 18 9)FIR 18 9 18

1459 100+34.4 8.58 2336.09 (FIR 10 22)FIR 10 22 10

1539 100+36.4 -19.71 2324.83 (OAK 10 9)OAK 10 9 10

1533 100+45.0 6.98 2340.43 (FIR 18 15)FIR 18 15 18

1458 100+45.2 6.58 2335.25 (FIR 10 22)FIR 10 22 10

1457 100+53.7 12.12 2336.62 (FIR 8 19)FIR 8 19 8

1538 100+55.3 -18.17 2320.56 (OAK 12 8)OAK 12 8 12

1456 100+84.7 6.86 2331.84 (FIR 6 15)FIR 6 15 6

1478 101+28.8 14.34 2335.11 (FIR 22 40)FIR 22 40 22

1444 101+66.5 -20.75 2328.27 (FIR 30 50)FIR 30 50 30

1431 101+84.4 15.61 2334.87 (MADRONE 8 14)MADRONE 8 14 8

1443 102+20.7 8.13 2326.07 (MADRONE 14 20)MADRONE 14 20 14

1417 102+54.2 -23.50 2328.52 (MADRONE 8 14)MADRONE 8 14 8

1427 102+91.7 21.91 2334.65 (MADRONE 6 12)MADRONE 6 12 6

1406 102+99.9 -21.34 2328.19 (MAPLE 6 18)MAPLE 6 18 6

1395 103+49.6 14.57 2334.47 (OAK 6 13)OAK 6 13 6

1394 103+78.8 8.40 2329.91 (PINE 6 11)PINE 6 11 6

1382 104+00.4 14.69 2335.30 (MADRONE 18 28)MADRONE 18 28 18

1381 104+05.1 21.41 2335.30 (OAK 6 13)OAK 6 13 6

1303 104+74.0 -25.57 2328.87 (MADRONE 15 24)MADRONE 15 24 15

1312 104+79.6 19.42 2337.62 (PINE 18 24)PINE 18 24 18

1291 104+89.6 16.75 2335.08 (MADRONE 8 14)MADRONE 8 14 8

1292 104+92.8 15.44 2334.98 (OAK 6 13)OAK 6 13 6

1288 105+11.3 22.21 2334.41 (OAK 6 13)OAK 6 13 6

1257 106+01.1 -22.27 2328.39 (PINE 12 18)PINE 12 18 12

1239 106+37.0 -28.90 2328.54 (OAK 8 19)OAK 8 19 8

1174 106+64.9 13.86 2334.34 (PINE 14 20)PINE 14 20 14

1219 106+70.4 -30.23 2328.56 (OAK 10 23)OAK 10 23 10

1173 106+84.7 14.11 2331.89 (PINE 2 7)PINE 2 7 2

53 107+03.7 -29.34 2325.99 (OAK 6 20)OAK 6 20 6

64 107+03.9 -34.00 2325.99 (OAK 6 20)OAK 6 20 6

1109 107+04.2 -31.56 2325.99 (OAK 6 20)OAK 6 20 6

1015 107+59.5 10.55 2334.53 (PINE 6 11)PINE 6 11 6

1016 107+68.8 9.55 2335.14 (PINE 6 11)PINE 6 11 6

Out of Range: The Point is not adjacent to alignment.

PAGE 20 OF 20

APPENDIX D

Site Photos

Appendix D


Page D-1

Photo 1: Dual CMP Crossing at Leonard Street

Photo 2: Starlite Monitoring Station

Appendix D


Page D-2

Photo 3: Typical Cast in Place Turnout

Photo 4: Cipoletti Weir & Trash Rack

Appendix D


Page D-3

Photo 5: Potential Conflicting Tree

Photo 6: Balcony Over Canal Easement

Appendix D


Page D-4

Photo 7: S. Mountain Avenue Crossing

Photo 8: North Basin

Appendix D


Page D-5

Photo 9: 12-inch Steel Drainage Pipe

Photo 10: 12-inch CPP Drainage Pipe

Appendix D


Page D-6

Photo 11: Roof/Footing Drain

Photo 12: Trail Section

Appendix D


Page D-7

Photo 13: Seepage Test Dam Construction

Photo 14: Seepage Test Dam

Appendix D


Page D-8

Photo 15: Staff Gauge from Seepage Test

Photo 16: Seepage Test 1 at 944 Pinecrest Street

Appendix D


Page D-9

Photo 17: Seepage Test 2 South of Woodland and Leonard Street

Photo 18: Seepage Test 2 Site Condition

Appendix D


Page D-10

Photo 19: Seepage Test 3 East of Elkader Street

Photo 20: Canal Liner Cracking Due To Tree Roots at Seepage Test 3

APPENDIX E

Wetland Determination

Ashland Canal Piping Project

2000 ft

N

➤➤

N© 2018 Google

© 2018 Google

© 2018 Google

Ashland Canal Piping Project Crossing 3 and Roca Creek

100 ft

N

➤➤

N© 2018 Google

© 2018 Google

© 2018 Google

Ashland Canal Piping Project

U.S. Fish and Wildlife Service, National Standards and Support Team,[email protected]

WetlandsEstuarine and Marine DeepwaterEstuarine and Marine Wetland

Freshwater Emergent WetlandFreshwater Forested/Shrub WetlandFreshwater Pond

LakeOtherRiverine

August 30, 2018

0 0.2 0.40.1 mi

0 0.35 0.70.175 km

1:12,980

This page was produced by the NWI mapperNational Wetlands Inventory (NWI)

This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site.

Hydric Rating by Map Unit—Jackson County Area, Oregon, Parts of Jackson and Klamath Counties

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

8/30/2018Page 1 of 5

4669

200

4669

400

4669

600

4669

800

4670

000

4670

200

4670

400

4669

200

4669

400

4669

600

4669

800

4670

000

4670

200

4670

400

4670

600523500 523700 523900 524100 524300 524500 524700 524900 525100 525300 525500

523500 523700 523900 524100 524300 524500 524700 524900 525100 525300 525500

42° 11' 13'' N12

2° 4

2' 5

8'' W

42° 11' 13'' N

122°

41'

22'

' W

42° 10' 27'' N

122°

42'

58'

' W

42° 10' 27'' N

122°

41'

22'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS840 450 900 1800 2700

Feet0 100 200 400 600

MetersMap Scale: 1:10,100 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Rating Polygons

Hydric (100%)

Hydric (66 to 99%)

Hydric (33 to 65%)

Hydric (1 to 32%)

Not Hydric (0%)

Not rated or not available

Soil Rating LinesHydric (100%)

Hydric (66 to 99%)

Hydric (33 to 65%)

Hydric (1 to 32%)

Not Hydric (0%)


Soil Rating PointsHydric (100%)

Hydric (66 to 99%)

Hydric (33 to 65%)

Hydric (1 to 32%)

Not Hydric (0%)


Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:20,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Jackson County Area, Oregon, Parts of Jackson and Klamath CountiesSurvey Area Data: Version 15, Oct 5, 2017

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jul 3, 2014—Sep 27, 2016

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.




8/30/2018Page 2 of 5

Hydric Rating by Map Unit

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

100B Kubli loam, 3 to 7 percent slopes

3 9.7 1.8%

109E Manita-Vannoy complex, 20 to 40 percent slopes

2 1.1 0.2%

127A Medford silty clay loam, 0 to 3 percent slopes

3 0.0 0.0%

164B Shefflein loam, 2 to 7 percent slopes

4 9.9 1.9%

164D Shefflein loam, 7 to 20 percent slopes

3 121.2 22.6%

165E Shefflein loam, 20 to 35 percent north slopes

2 245.5 45.8%

166E Shefflein loam, 20 to 35 percent south slopes

2 33.1 6.2%

188G Tallowbox gravelly sandy loam, 35 to 70 percent north slopes

0 90.2 16.8%

189G Tallowbox gravelly sandy loam, 35 to 60 percent south slopes

0 25.2 4.7%

Totals for Area of Interest 535.9 100.0%




8/30/2018Page 3 of 5

Description

This rating indicates the percentage of map units that meets the criteria for hydric soils. Map units are composed of one or more map unit components or soil types, each of which is rated as hydric soil or not hydric. Map units that are made up dominantly of hydric soils may have small areas of minor nonhydric components in the higher positions on the landform, and map units that are made up dominantly of nonhydric soils may have small areas of minor hydric components in the lower positions on the landform. Each map unit is rated based on its respective components and the percentage of each component within the map unit.

The thematic map is color coded based on the composition of hydric components. The five color classes are separated as 100 percent hydric components, 66 to 99 percent hydric components, 33 to 65 percent hydric components, 1 to 32 percent hydric components, and less than one percent hydric components.

In Web Soil Survey, the Summary by Map Unit table that is displayed below the map pane contains a column named 'Rating'. In this column the percentage of each map unit that is classified as hydric is displayed.

Hydric soils are defined by the National Technical Committee for Hydric Soils (NTCHS) as soils that formed under conditions of saturation, flooding, or ponding long enough during the growing season to develop anaerobic conditions in the upper part (Federal Register, 1994). Under natural conditions, these soils are either saturated or inundated long enough during the growing season to support the growth and reproduction of hydrophytic vegetation.

The NTCHS definition identifies general soil properties that are associated with wetness. In order to determine whether a specific soil is a hydric soil or nonhydric soil, however, more specific information, such as information about the depth and duration of the water table, is needed. Thus, criteria that identify those estimated soil properties unique to hydric soils have been established (Federal Register, 2002). These criteria are used to identify map unit components that normally are associated with wetlands. The criteria used are selected estimated soil properties that are described in "Soil Taxonomy" (Soil Survey Staff, 1999) and "Keys to Soil Taxonomy" (Soil Survey Staff, 2006) and in the "Soil Survey Manual" (Soil Survey Division Staff, 1993).

If soils are wet enough for a long enough period of time to be considered hydric, they should exhibit certain properties that can be easily observed in the field. These visible properties are indicators of hydric soils. The indicators used to make onsite determinations of hydric soils are specified in "Field Indicators of Hydric Soils in the United States" (Hurt and Vasilas, 2006).

References:

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.




8/30/2018Page 4 of 5

Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18.

Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service. U.S. Department of Agriculture Handbook 436.

Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service.

Rating Options

Aggregation Method: Percent Present

Component Percent Cutoff: None Specified

Tie-break Rule: Lower




8/30/2018Page 5 of 5

WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region Project/Site: Ashland Canal Piping City/County: Ashland, Jackson Sampling Date: 5/15/18 Applicant/Owner: City of Ashland State: OR Sampling Point: 1 Investigator(s): Sue Brady Section, Township, Range: T39S R1E Section 16 Landform (hillslope, terrace, etc.): hillslope Local relief (concave, convex, none): concave Slope (%): 5 Subregion (LRR): LLR A Lat: 42.1805 Long: -122.7054 Datum: W.M. Soil Map Unit Name: Shefflein loam, 20 to 35 percent north slopes NWI classification: R4SBC Are climatic/hydrologic conditions on the site typical for this time of year? Yes (if no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? yes Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc.

Hydrophytic Vegetation Present? no Hydric Soil Present? no Wetland Hydrology Present? no

Is the Sampled Area within a Wetland? no

Remarks:

VEGETATION – Use scientific names of plants.

Tree Stratum (Plot size: 25m2 ) 1. Quercus garryana 2. 3. 4. Total Cover =30

Absolute % Cover

30

Dominant Species?

Y

Indicator Status FACU

Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: 1 (A) Total Number of Dominant Species Across All Strata: 5 (B) Percent of Dominant Species That Are OBL, FACW, or FAC: 20 (A/B)

Sapling/Shrub Stratum (Plot size: 25m2 ) 1. Rubus sp 2. Rosa sp. 3. Rubus parviflorus 4. 5. Total Cover = 50

30 10 10

Y Y Y

FACU FACU FAC

Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species 20 x 3 = 60 FACU species 80 x 4= 320 UPL species 40 x 5= 200 Column Totals: 140 (A) 580 (B) Prevalence Index = B/A = 4.14

Hydrophytic Vegetation Indicators:

1 – Rapid Test for Hydrophytic Vegetation 2 - Dominance Test is >50% 3 - Prevalence Index is ≤ 3.01

4 - Morphological Adaptations1 (Provide

supporting data in Remarks or on a separate sheet)

5 – Wetland Non-Vascular Plants1

Herb Stratum (Plot size: 4m2 ) 1. Bromus diandrus 2. Anthriscus caucalis 3. Galium trifolium 4. Toxicodendron diversilobum 5. 6. 7. 8. 9. 10. 11. Total Cover = 60

10 30 10 10

N Y N N

UPL UPL

FACU FAC

Woody Vine Stratum (Plot size: ) 1. 2. Total Cover = % Bare Ground in Herb Stratum: 40

Problematic Hydrophytic Vegetation1 (Explain)

1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic.

Hydrophytic Vegetation Present? no

Remarks:

SOIL Sampling Point: 1 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Matrix Redox Features

Depth (inches)

0-6 6-24

Color (moist)

10YR 3/3 10YR 4/3

%

100 100

Color (moist)

%

Type1

Loc2

Texture Silty clay loam Silty clay loam

Remarks

1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix

Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3:

Histosol (A1) Histic Epipedon (A2) Black Histic (A3) Hydrogen Sulfide (A4) Depleted Below Dark Surface (A11) Thick Dark Surface (A12) Sandy Mucky Mineral (S1) Sandy Gleyed Matrix (S4)

Sandy Redox (S5) Stripped Matrix (S6) Loamy Mucky Mineral (F1) (except MLRA 1) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (F8)

2 cm Muck (A10) Red Parent Material (TF2) Very Shallow Dark Surface (TF12) Other (Explain in Remarks)

3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic.

Restrictive Layer (if present): Type: Depth (inches):

Hydric Soil Present? no

Remarks:

HYDROLOGY

Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required)

Surface Water (A1) High Water Table (A2) Saturation (A3) Water Marks (B1) Sediment Deposits (B2) Drift Deposits (B3) Algal Mat or Crust (B4) Iron Deposits (B5) Surface Soil Cracks (B6) Inundation Visible on Aerial Imagery (B7) Sparsely Vegetated Concave Surface (B8)

Water-Stained Leaves (B9) (except MLRA 1, 2, 4A, and 4B)

Salt Crust (B11) Aquatic Invertebrates (B13) Hydrogen Sulfide Odor (C1) Oxidized Rhizospheres along Living Roots

(C3) Presence of Reduced Iron (C4) Recent Iron Reduction in Tilled Soils (C6) Stunted or Stressed Plants (D1) (LRR A) Other (Explain in Remarks)

Water-Stained Leaves (B9 ) (MLRA 1, 2, 4A, 4B)

Drainage Patterns (B10) Dry-Season Water Table (C2) Saturation Visible on Aerial Imagery (C9) Geomorphic Position (D2) Shallow Aquitard (D3) FAC-Neutral Test (D5) Raised Ant Mounds (D 6)(LRR A) Frost-Heave Hummocks (D7)

Field Observations: Surface Water Present? no Depth (inches): Water Table Present? no Depth (inches): Saturation Present? no Depth (inches): (includes capillary fringe)

Wetland Hydrology Present? no

Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:

Remarks:

WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region Project/Site: Ashland Canal Piping City/County: Ashland, Jackson Sampling Date: 5/15/18 Applicant/Owner: City of Ashland State: OR Sampling Point: 2 Investigator(s): Sue Brady Section, Township, Range: T39S R1E Section 16 Landform (hillslope, terrace, etc.): hillslope Local relief (concave, convex, none): concave Slope (%): 2 Subregion (LRR): LLR A Lat: 42.1796 Long: -122.7040 Datum: W.M. Soil Map Unit Name: Shefflein loam, 20 to 35 percent north slopes NWI classification: R4SBC Are climatic/hydrologic conditions on the site typical for this time of year? Yes (if no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? yes Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc.



Remarks:


Tree Stratum (Plot size: 25m2 ) 1. Pinus ponderosa 2. Quercus garryana 3. Arbutus menziesii 4. Total Cover = 50

Absolute % Cover

20 20 10

Dominant Species?

Y Y Y

Indicator Status FACU FACU UPL


Sapling/Shrub Stratum (Plot size: 25m2 ) 1. Rubus parviflorus 2. Rubus sp. 3. 4. 5. Total Cover = 60

30 30

Y Y

FAC

FACU

Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species 50 x 3 = 150 FACU species 90 x 4 = 360 UPL species 70 x 5 = 350 Column Totals: 210 (A) 860 (B) Prevalence Index = B/A = 4.10






Herb Stratum (Plot size: 4m2 ) 1. Anthriscus caucalis 2. Bromus diandrus 3. Bromus tectorum 4. Achillea millefolium 5. Fragaria vesca 6. Festuca rubra 7. 8. 9. 10. 11. Total Cover = 100

20 20 20 10 10 20

Y Y Y N N Y

UPL UPL UPL

FACU FACU FAC





Remarks:


Depth (inches)

0-8 8-18

18-25

Color (moist)

10YR 3/3 10YR 3/4 10YR 4/3

%

100 100 100

Color (moist)

%

Type1

Loc2

Texture Silty clay loam Silty clay loam Silty clay loam

Remarks









Remarks:

HYDROLOGY











Remarks:

WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region Project/Site: Ashland Canal Piping City/County: Ashland, Jackson Sampling Date: 5/14/18 Applicant/Owner: City of Ashland State: OR Sampling Point: 3 Investigator(s): Sue Brady Section, Township, Range: T39S R1E Section 15 Landform (hillslope, terrace, etc.): hillslope Local relief (concave, convex, none): concave Slope (%): 5 Subregion (LRR): LLR A Lat: 42.1781 Long: -122.6977 Datum: W.M. Soil Map Unit Name: Kubli loam, 3 to 7 percent slopes NWI classification: R4SBC Are climatic/hydrologic conditions on the site typical for this time of year? Yes (if no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? yes Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc.



Remarks:


Tree Stratum (Plot size: 25m2 ) 1. Pseudotsuga menziesii 2. Arbutus menziesii 3. 4. Total Cover =40

Absolute % Cover

20 20

Dominant Species?

Y Y

Indicator Status FACU UPL


Sapling/Shrub Stratum (Plot size: 25m2 ) 1. Pseudotsuga menziesii 2. Rubus parviflorus 3. Rubus sp. 4. 5. Total Cover =50

20 20 10

Y Y N

FACU FAC

FACU

Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species 100 x 3 = 300 FACU species 70 x 4 = 280 UPL species 20 x 5 = 100 Column Totals: 190 (A) 680 (B) Prevalence Index = B/A = 3.58






Herb Stratum (Plot size: 4m2 ) 1. Festuca rubra 2. Toxicodendron diversilobum 3. Cynoglossum officinale 4. Festuca rubra 5. 6. 7. 8. 9. 10. 11. Total Cover =100

20 30 20 30

Y Y Y Y

FAC FAC

FACU FAC





Remarks:


Depth (inches)

0-8 8-17

17-24

Color (moist)

10YR 2/2 10YR 3/2 10YR 4/2

%

100 100 100

Color (moist)

%

Type1

Loc2

Texture Silty clay loam Silty clay loam Silty clay loam

Remarks









Remarks:

HYDROLOGY











Remarks:

APPENDIX F Works Cited

Agriculture, U. S. (2013, April 4). Bulletin 1780-2. Preliminary Engineering Reports for the

Water and Waste Disposal . Rural Utilities Services.

Business, O. o. (2016, December 12). Whitehouse.gov. Retrieved May 29, 2017, from

https://www.whitehouse.gov/sites/whitehouse.gov/files/omb/memoranda/2017/m-17-

10.pdf

Fipps, E. L. (2009). Measuring Seepage Losses from Canals Using the Ponding Test Method.

College Station, Texas: Texas A&M AgriLife.

Michael S. Thompson, P. (2016, February 8). naruc.org. Depreciation Rates for Water

Companies. National Association of Regulatory Utility Commissioners. Retrieved May

29, 2017, from National Association of Regulatory Utility Commissioners:

https://www.google.com/url?sa=t&rct=j&q=&esrc=s&source=web&cd=3&cad=rja&uact

=8&ved=0ahUKEwjAud2T9avUAhUM02MKHVUsDbIQFgg4MAI&url=http%3A%2F

%2Fwww.azcc.gov%2FDivisions%2FUtilities%2Fforms%2FDepreciationRatesWater.do

c%2520-%25202016-02-08.doc&usg=AFQjCNH2LSL

Pluimer, M. (2006). Establishing 100-Year Service Life for Corrugated HDPE Drainage Pipe.

Plastic Pipe Institute.

Reclamation, B. o. (2002). Canal Lining Demostration Project Year 10 Report. Boise, Idaho: US

Department of Interior.

Siskiyou BioSurvey, LLC. (2018). Minimizing Ecological Risks Associated with the City of

Ashlands Piping of T.I.D. Water Between Starlight Station and Terrace Street Pumping

Station. Eagle Point, OR: Siskiyou BioSurvey Ecological Consultants.

The Galli Group. (2018). Ashland Canal Piping Project. Grants Pass, Oregon: The Galli Group

Engineering Consulting.

Western Regional Climate Center. (2018, December). Climate Services. Retrieved from

https://wrcc.dri.edu/Climate/comp_tables.php

Documents

Table ofContents - City of Ashland, Oregon