EIR: Section 03 Purposed SECTION 3 -PROPOSED ACTION AND ALTERNATIVES
This Section of the Draft EIS provides a description of the No Action alternative and the "action"
alternatives being considered for this feasibility study. The alternatives presented in this section are
also described and evaluated in detail in the Main Report(see Section VI). The action alternatives
are dikes that are designed to meet the objective of reducing or eliminating sedimentation and
turbidity and should result in the restoration of marine biological habitat.
Alternatives considered, but eliminated during the planning process, are discussed in section 3.5,
below. These alternatives were discarded after it was determined that they were not capable of
meeting the purpose, objectives or constraints of the feasibility study(described in Section 2).
3.1 Alternative 1 -Nearshore Dike
This alternative involves the construction of a 2500-foot-long dike located 200 feet seaward from the
existing bluff toe and"surrounds" the Portuguese Bend slide area(Fig. 3.1a). The dike is located at
about the-10 MLLW contour line and the highest crest elevation is about+21 ft. MLLW (Fig 3.1b)
The dike has a core of quarry run material to +6 ft. MLLW to retain sediment to the Mean Higher
High Water (MHHW) tide level, thereby preventing or significantly reducing the landslide
sedimentation potential downcoast. Depending on the location along the structure, different layers
of stone are prescribed as armor stone. The stone gradation and quantity, armor stone crest widths
• and thickness of typical cross sections of the dike are described in detail in the Coastal Engineering
Appendix- Section 7 (see Main Report, Appendix C).
The time necessary to uncover underlaying hardrock for Alternative 1 and 2 are shown in Table 7 in
Section 5.1.1. The time estimated for waves and currents to naturally uncover the underlaying
hardrock reef once the proposed dikes are constructed varies from 8 to 14 years for shallow areas
(depths less than -20 MLLW) to 53 to 87 years for sediment in deeper waters (i.e., from -20 to -30
MLLW) (The only difference between Alternatives 1 and 2 is that fewer hard rock acres in the
shallow parts of Portuguese Bend are available, and they become exposed sooner [see Table 7]).
Nearshore turbidity would be immediately eliminated and existing kelp beds are expected to
experience immediate benefits from improved water clarity.
Construction.
Rock for the construction of the dike would come from either a mainland quarry or a quarry on
Catalina Island. Rock obtained from a mainland source would be trucked to the project site.
Approximately 13,225 one-way truck trips would be necessary to deliver 264,500 tons of stone to
the site. Rock placement would be from land and then from the dike itself as it is being constructed
in the nearshore.
411 3-1
Rock obtained from Catalina Island would be delivered to the site by a barge. Ocean based rock
placement would be from the floating barge with a crane except from stations 0+00 to 5+00 (seP Fig
3.la). Land based construction is expected for this portion of the dike. Construction would progress
from the closest to shore seaward. Armor stone would be keyed into position such that the long axis
of the stone is perpendicular to the face and center line of the dike.
Land access to the construction site at Portuguese Bend would be via an existing, undeveloped road
just east of Portuguese Canyon. The existing road is about 550 ft long and 12 ft wide. This road
would be improved and extended by another 1500 ft. east and south to serve as a haul road to and
from the construction site. The road would be approximately 14 ft. wide. The alignment of the
extension of the haul road would be determined prior to construction, but would be positioned to
avoid any sensitive resources(e.g., archeological sites, sensitive vegetation, etc . . . ). Improvement
of the haul road would involve disturbance of approximately 25,000 - 30,000 ft2 (0.6 - 0.7 acres)
existing grassland (see Figure 3.3).
For the ocean-based operation, it is assumed that the -10 ft. depth is adequate for barge operations
without compromising the barge's loading capacity. No excavation is expected to be required for
dike nVn Jtructio
1.
A land-based operation would involve one or more truck mounted cranes, one or more loaders,
dozers, excavators, arjd many rock trucks. The stone is expected to be tracked to the site and
stockpiled. Stone would be placed using a crane, excavator, dozer and/or loader. Interlocked
placement would be required for the A-Stone. A crane or excavator will likely place the large stone.
Smaller stone may be placed with a crane using a skip bucket or an orange peel. An excavator, dozer, •
loader may also be used to place the small stone. Construction of the dike would likely initiate
or loader also V
from the shore at both ends and build out into the nearshore. (See Coastal Engineering Appendix,
section 8.9.)
A water-based operation would involve placing stone using a crane mounted on a derrick barge.
Large stone would likely be placed using rock tongs,while smaller stone would be placed using a skip
bucket or orange peel. The rock barges would likely be moored along the side of the derrick barge.
Tug boats would be required to tow rock barges and to position the derrick barge. A land-based
operation will be necessary to build the two land oriented portions of the structure using the
previously described land-based methods. (See section 8.9 of the Coastal Engineering Appendix.)
Construction would take approximately one year to complete.
Maintenance.
It is estimated that approximately 3 million cubic yards(cy) of material will need to be removed from
behind the nearshore dike every 20 years as landslide material migrates toward the dike. Part of the
material behind the dike is expected to be submerged in the water behind the dike, and part of the
material is expected to be dry material adjacent to the landslide bluff. Material will be
3-2 •
• moved/removed by dozers and truck mounted or crawler cranes.
The material to be removed will consist of sand, silt, and clay sized material, as well as miscellaneous
debris(vegetative matter,trash, etc . . . ). Sediment is expected to be suitable for disposal at the LA-
2 ocean disposal site.
Material will be removed from the area behind the dike and transported via a conveyor belt to barges
moored just offshore of the dike. Tug boats would tow barges to the LA-2 site for disposal.
Approximately 10 barge round trips/day for 300 days are estimated to be necessary to transport and
dispose of material.
3.2 Alternative la-Nearshore Dike with Nearshore Dredging
This alternative is identical to Alternative 1 except that it includes the option of dredging sediment
off some 62 nearshore acres (462,000 cu. yds. of sediment) off rock reefs in Portuguese Bend and
Bunker Point (identified as Areas 2 and 3 on Fig. 5.1; also see section 5.1, Table 7)to expedite the
recovery of marine plants and animals on the reefs. Under this option,uncovering of hard rock would
allow for a quicker re-colonization of marine plants and animals to the rocky reef. (Note that the
Bunker Point-Whites Point area has an existing kelp canopy that precludes the consideration of this
dredging option. See Section 5.1.1 for more details and location of areas.)
3.3 Alternative 2- Offshore Dike (Proposed Action)
• This alternative is similar to Alternative 1 except that the dike would be 400 feet seaward from the
existing bluff toe;it also"surrounds"the Portuguese Bend slide area(Fig. 3.2a). The dike is located
at about the-16 ft.MLLW contour line and the highest crest elevation is about+24 ft. MLLW (Fig
3.2b).
The dike has a core of quarry run material to+6 ft. MLLW to retain sediment to the Mean Higher
High Water (MHHW) tide level, thereby preventing or significantly reducing the landslide
sedimentation potential downcoast. Depending on the location along the structure, different layers
of stone are prescribed as armor stone. The stone gradation and quantity, armor stone crest widths
and thickness of typical cross sections of the dike are described in detail in the Coastal Engineering
Appendix (Section 7) (see Volume II).
As mentioned for Alternative 1, the time necessary to uncover underlaying hardrock for Alternative
1 and 2 are shown in Table 7 in Section 5.1.1. The time estimated for waves and currents to naturally
uncover the underlaying hardrock reef once the proposed dikes are constructed varies from 8 to 14
years for shallow areas(depths less than-20 MLLW)to 53 to 87 years for sediment in deeper waters
(i.e., from-20 to -30 MLLW) (The only difference between Alternatives 1 and 2 is that fewer hard
rock acres in the shallow parts of Portuguese Bend are available, and that natural wave actions are
expected to expose them sooner [see Table 7]).
•
3-3
Nearshore turbidity would be immediately eliminated and existing kelp beds are expected to
experience immediate benefits from improved water clarity. •
Construction. Construction would be the same as described for Alternative 1, except that it
requires 30%more material to construct the dike. Approximately 22,390 one-way truck trips would
be required to move rock from a mainland quarry to the project site. Land access to the
construction site would be as described for Alternative 1. Construction would take about 1.5 years
to complete construction.
Maintenance.
Maintenance under this alternative is similar to Alternative 1 with the following exceptions.
Approximately 7 million cu.yds. of material will need to be removed from behind the dike once every
50 years.
Approximately 10 barge round trips/day for 600 days will be needed to transport and dispose of
material at LA-2.
3.4 Alternative 2a - Offshore Dike with Nearshore Dredging
This alternative is identical to Alternative 2 except that it includes the option of dredging sediment
off some 52 nearshore acres (422,000 cu. yds. of material) off rock reefs in Portuguese Bend and
Bunker Point (identified as Areas 2 and 3 on Fig. 5.1; also see section 5.1, Table 7) to expedite the
recovery of marine plants and animals on the reefs. Under this option,uncovering of hard rock would
allow for a quicker re-colonization of marine plants and animals to the rocky reef. (Note that the
Bunker Point-Whites Point area has an existing kelp canopy that precludes the consideration of this
dredging option.)
3.5 Alternative 3- No Action (Future without Project Conditions)
The No Action alternative involves no Corps participation in an environmental restoration project for
the Rancho Palos Verdes Study Area. The landslide is expected to continue to move at a rate of 7.6
ft/yr and contribute 146,000 cubic yards of material annually. At this rate, more than 7 million cubic
yards of material will be added to the littoral cell. This eroded landslide sediment will continue to
smother, at least, the rocky reef areas currently covered. Sustained turbidity will continue to
negatively impact downcoast kelp beds.
The City of Rancho Palos Verdes will most likely continue its attempts to stabilize the landslide.
3.6 Alternatives Considered but Eliminated from Further Analysis
Ten concept plans were considered during the feasibility study. They included structures along the
shoreline (e.g., revetment, flexible berm, gabions), offshore structures (e.g., containment dikes and
3-4 •
breakwaters), and partial or complete removal of landslide material (see Main Report, Section V.3
for more details).
Breakwaters would not contain any turbidity and only a fraction of the sedimentation associated with
eroded material. Since turbidity and sediment would continue to negatively impact the marine
environment, a breakwater would not meet the environmental objectives and were eliminated from
further consideration.
Landslide material removal was rejected because of the high risk and uncertainty associated with
material removal.
A structure at or near the shoreline would, obviously, provide for the most restored acreage of marine
habitat, and was,therefore, given serious consideration. Very early in the planning process, however,
it was believed that a structure close to the shoreline might be continuously compromised by the
active Portuguese Bend landslide. After closer analysis, the Corps' geotechnical engineers conclude
that a structure within 400 feet of shore would be subject to displacement by the landslide
(Geotechnical Report, in Volume II). Nevertheless, the Corps' Coastal Engineers were directed to
develop a preliminary design for a structure near the shoreline (in this case a dike 50 feet from the
bluff toe)to document the expected effects the landslide might have on such a structure (see Coastal
Engineering Appendix- sections 7.2.1 and 7.2.5). From current data on the land movement at the
beach, it was noted that substantial land movement occurs. As such, it was estimated that 30-50%
of a "shoreline" dike would require significant repair/replacement every year. As such, the Corps
does not consider such a structure engineeringly feasible(see Main Report, Section V.3) and it and
all other shoreline structures were not given further consideration.
The nearshore and offshore containment dikes were the only concepts that fell within the objectives
and constraints of the feasibility study (i.e., contain sediment and turbidity but not alter the existing
landslide).
Note that since the objective of the feasibility study is to restore marine habitat; efforts to create
rocky reef habitat(e.g., using quarry rock rubble mounds, decommissioned oil and gas platforms, old
car bodies, etc...)were not considered. Furthermore, artificially created rocky habitat would still be
subject to the negative impacts of the near-constant, excessive turbidity in the study area.
3.7 Environmentally Superior Alternative
The California Environmental Quality Act (CEQA) requires identification of the"Environmentally
Superior Alternative" (Section 15126(d)). The closer the containment dike is the shore, the smaller
the area that would be lost behind the dike. Therefore, if it were engineeringly feasible, a shoreline
structure would be the "superior" alternative. Of the viable alternatives considered in this Draft
EIR/EIS alternative la is the environmentally superior alternative in that it is closer to the shoreline
and incorporates dredging nearshore areas to expedite the recovery onto buried hard rock. However,
• 3-5
there is much uncertainty associated with a structure within 200 feet of shore because Corps geologist •
consider that area to be influenced by the Portuguese Bend landslide. As discussed in the
Geotechnical Appendix (see Volume II, page B-5 and B-6), a structure within 200 feet is not
expected to be as stable as a structure 400 feet from shore. This alternative, therefore, was not
identified as the proposed alternative. Further, mechanically dredging sediment off nearshore areas
may cause hard to the underlying hard rock. It was decided to allow natural erosive process a chance
to remove sediment rather than risking mechanical treatment. Mechanical treament might be
considered in the future as part of the Adaptive Managment for the project (see Appendix I).
3-6
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