4.2.3) depicts the view toward the project site to the southeast from the terminus of Fallbrook Way. This view is representative of views from residential uses in the area.
The foreground views are of existing vegetation on the adjacent hillsides. The middleground views consist of the slope/hill to the east of SR-241. Background views consist of prominent ridges.
x View W-6 – View from the north of the terminus of Weir Canyon Road looking south toward the project site. View W-6 on Exhibit 4.2-4 depicts the view looking south from the north side of Weir Canyon Road. This view is representative of views from residences located near Weir Canyon Road and Springwood Drive. The foreground views are of the adjacent slope that has some ornamental landscaping. The remainder of the slope is in its natural condition. The middleground views are of the additional slopes in the area, adjacent to SR-241 (roadway not visible). The background views are of more prominent ridgelines to the south.
x View W-7 – View from the terminus of Weir Canyon Road west of the project site looking southeast toward the project site. View W-7 (refer to Exhibit 4.2-23 in Section
4.2.3) depicts the view looking southeast from the current terminus of Weir Canyon Road at Blue Sky Road that are public roadways. This view is also representative of views from residential uses in the area. The foreground views are of fairly flat land that was previously graded for the future extension of Weir Canyon Road. The middleground views and background views are of the surrounding slopes. x View W-8 – View from Blue Sky Road west of the project site looking southeast toward the project site. View W-8 on Exhibit 4.2-24 (refer to Section 4.2.3, Impacts) depicts the view looking southeast from Blue Sky Road, southwest of the intersection of Weir Canyon Road and Blue Sky Road. The view from this vantage point is representative of views from residential uses in the area. The foreground views are of Blue Sky Road. The middleground views and background views are of the surrounding gentle slopes on the project site.
Existing Views from State Route 241
Existing views A-2 and A-3 are representative vantage points from State Route 241. The remaining existing views from SR-241 (A-1, A-4 and A-5) are discussed below but are shown in Section 4.2.3.
x View A-1 – View from SR-241 eastbound transition-ramp to SR-91 looking east toward the project site. View A-1 (refer to Exhibit 4.2-25 in Section 4.2.3) depicts the view toward the project site to the east from the SR-241 transition-ramp. The foreground views are of relatively flat, disturbed areas covered with sparse vegetation. Middleground and background views are of the surrounding slopes.
x View A-2 – View from the west side of SR-241 looking northeast toward the project site. View A-2 on Exhibit 4.2-5 depicts the view toward the project site from the west side of SR-241 (south of the SR-241/SR-91 interchange). The foreground view is varied and consists of existing roadway, SR-241 signage and a slope east of SR-241. Exposed Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-6 Landform and Aesthetics bedrock (rock outcrop) can be seen (left side of photo). Middleground and background views are more distant and consist of the quarry site in the center of the view and prominent ridgelines (ridges east of the project site and ridges adjacent to the City of Yorba Linda) in the background. Existing residences in Yorba Linda interspersed at lower and higher elevations along the hillsides are also visible in the background. x View A-3 – View from the east side of SR-241 looking northeast toward the project site. View A-3 on Exhibit 4.2-5 depicts the view toward the project site to the northeast from the east side of SR-241, (south of the SR-241/SR-91 interchange). The foreground and middleground views are primarily of the adjacent manufactured slope that is covered with vegetation. The background views consist of existing hillside residences in Yorba Linda and distant ridgelines.
x View A-4 – View from the east side of SR-241 looking northwest toward the project site. View A-4 on Exhibit 4.2-6 depicts the view toward the project site to the northwest from the east side of SR-241, south of the SR-241/SR-91 interchange. The views from this location are predominantly of the near vertical canyon walls and exposed bedrock (rock outcrop). The slope contains a variety of natural vegetation. In the background to the north (right side of the view frame), the hills and ridgelines associated with the mountain range north of SR-91 are visible.
x View A-5 – View from SR-241 looking west toward the project site. View A-5 (refer to Exhibit 4.2-28 in Section 4.2.3) depicts the view from SR-241 looking west toward the project site. The views from this location are primarily of the adjacent slopes west of SR-241. These slopes contain a variety of natural vegetation. The background views are of the slope ridgeline but are not considered major ridgelines in the area.
Existing Views from the East
As previously shown on Exhibit 4.1-1, and discussed in Section 4.1, Land Use and Planning, undeveloped open space within Chino Hills State Park (Coal Canyon Biological Corridor) is located east of the project site. Public access to this area is limited, and views to the project site would be from a ridgeline trail within the State Park. The focal point of views from the trail is background views in all directions. The disturbed quarry site and ongoing operations associated with this facility are the prominent visual features in the foreground view. Following is a discussion of specific viewsheds from the trail. It should be noted that two vantage points (Views E-1 and E-2) are analyzed in this EIR and both existing views are described below. x View E-1 – View from a public trail within Chino Hills State Park looking southwest toward the project site. View E-1 on Exhibit 4.2-7 depicts the view to the southwest from a public trail located in Chino Hills State Park, approximately 0.2 mile from the project site. The foreground views are of vegetation on an adjacent downward slope.
Middleground views are primarily of the quarry. The background views are of the surrounding ridge and the adjacent residential area. The hills and ridgeline to the west of SR-241 are visible in the background. View E-1 is from an elevated position (approximately 1,000 feet amsl) and therefore the primary views are of the middleground and background.
x View E-2 – View from a public trail within Chino Hills State Park looking northwest toward the project site. View E-2 on Exhibit 4.2-7 depicts the view to the northwest from a public trail located in Chino Hills State Park, approximately 0.7 mile from the project site. The foreground views are of vegetation on an adjacent downward slope.
Middleground views are of the existing quarry and the surrounding freeways
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-7 Landform and Aesthetics (SR-241/SR-91). The background views are of the areas to the north and south of SR-91, primarily urban development within the City of Yorba Linda, north of SR-91. On clear days, the hills and ridgeline to the north of SR-91 are visible in the background.
View E-2 is from an elevated position (approximately 1,430 feet amsl) and therefore, the primary views are of the middleground and background.
Existing Views from the South
The area south of the project site is undeveloped open space primarily within the NCCP/HCP Reserve. Significant ridgelines, including Windy Ridge, are the prominent features in this area, and provide the visual backdrop for many vantage points surrounding the project site. These ridgelines obstruct views of the site from existing developed areas to the south within the City of Orange and unincorporated areas of the County.
Light and Glare
The project site, with the exception of the on-site Robertson’s quarry, is undeveloped and does not generate any light and glare sources. Although the extraction license agreement for the Robertson’s facility expired in December 2004, it is currently implementing the Reclamation Plan and lighting is still being used consistent with conditions when they were ongoing during mining activities. The Robertson’s quarry operates 24 hours a day, seven days a week and uses lighting during the nighttime operations. Night lighting operations occur from approximately sunset to sunrise. Lights are shielded and directed downward toward the quarry site; however, lighting is visible from the surrounding residential areas, SR-241 and SR-91. No other light sources exist within the project site.
Related Planning Programs
California Department of Transportation State Scenic Highway Program Through the California Scenic Highway Program, the California Department of Transportation (Caltrans) classifies highways as “scenic” throughout California. The purpose of the program is to preserve and protect scenic highway corridors from change, which would diminish the aesthetic value of lands adjacent to highways. According to Caltrans, “a highway may be designated scenic depending upon how much of the natural landscape can be seen by travelers, the scenic quality of the landscape, and the extent to which development intrudes upon the traveler's enjoyment of the view.”1
The proposed project site is adjacent to SR-91,
which is designated as a State of California State Scenic Highway from State Route 55 to Weir Canyon Road. East of Weir Canyon Road, SR-91 is designated as an Eligible State Scenic Highway. The City of Anaheim has officially adopted SR-91 (from SR-55 to Weir Canyon Road) as a State-Designated Scenic Highway as indicated below. The City of Anaheim and Caltrans have not designated SR-241 as a scenic roadway.
City of Anaheim General Plan
Circulation Element
The Circulation Element of the City of Anaheim General Plan contains information pertaining to designated scenic highways and roadways. Scenic Highways are transportation corridors where visual intrusions would impact views of natural beauty from the highway. As indicated above, SR-91 is a State-designated scenic highway. The City of Anaheim General Plan defines
1 http://www.dot.ca.gov/hq/LandArch/scenic/scpr.htm, last accessed on July 21, 2004.
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Green Element
The Green Element is a single, comprehensive plan to add more green areas throughout the City and protect and enhance its natural and recreational resources. In doing so, the Green Element combines two required elements of the General Plan–Open Space and Conservation– with an optional element, Parks, Recreation and Community Services. Conserving natural resources/natural open space is a fundamental part of the Green Element. Goals and policies of the Green Element related to hillside development that are applicable to the project, as well as an analysis of the project’s consistency with these goals and policies, are provided in Table
4.2-1 in Section 4.2.3.
Land Use Element
The Land Use Element identifies land use goals and policies focused towards individual neighborhoods or areas within the City. These goals and policies help to create, preserve, and enhance these community areas. As indicated in Section 4.1, Land Use and Planning Programs, of this EIR, the proposed project is located within the “Hill and Canyon Area” of the City. This area is comprised of scenic views, well-planned residential development, and access to a variety of natural, and scenic and recreational resources. Goals and policies of the Land Use Element related to scenic resources that are applicable to the project, as well as a consistency analysis are provided in Table 4.2-1 in Section 4.2.3.
Community Design Element
The purpose of the Community Design Element is to create a positive and strong community identity for a large and diverse area. The Element seeks to provide “policy guidance that respected this diverse context while seeking to unify the City through carefully crafted design policies” (General Plan, 2004). As indicated in Section 4.1, Land Use and Planning, of this EIR, the proposed project is located within the “Hill and Canyon Area” of the City. This area is comprised of scenic views, well-planned residential development, and access to a variety of natural, and scenic and recreational resources. Goals and policies of the Community Design Element related to scenic resources that are applicable to the project, as well as a consistency analysis are provided in Table 4.2-1 in Section 4.2.3.
City of Anaheim Municipal Code
The proposed project is located within a designated Scenic Corridor Zone – Overlay, as designated in the City of Anaheim Municipal Code (Chapter 18.18). The Scenic Corridor Overlay (SC) is intended to “provide for and promote orderly growth in certain areas of the City designated as being of distinctive, scenic importance, while implementing local governmental agency actions for the protection, preservation and enhancement of the unique and natural scenic assets of these areas as a valuable resource to the community” (Anaheim Municipal Code, §18.18.010). Section 18.18.040, Tree Preservation, of the Municipal Code requires replacement of specimen trees removed as part of project implementation.
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The Orange County Scenic Highways Component of the General Plan was first adopted by the Board of Supervisors on June 12, 1973 (Resolution No. 73-659). The component identifies the County’s scenic highway routes. The primary purpose of the Scenic Highways Component is to define the policy guidelines pertaining to the implementation of the Scenic Highways Plan.
The County’s designated scenic highways have been divided into two categories: Viewscape Corridors and Landscape Corridors. A viewscape corridor is a route that traverses a corridor within which unique or unusual scenic resources and aesthetic values are found. This designation is intended to minimize the impact of the highway and land development upon the significant scenic resources along the route. A landscape corridor traverses developed or developing areas and has been designated for special treatment to provide a pleasant driving environment, as well as community enhancement. Development within the corridor should serve to complement the scenic highway. The Scenic Highways Plan has designated SR-91 as a Type 1 Scenic Highway (Viewscape Corridor) and SR-241 as a Type II Landscape Corridor.
As such, one goal is applicable to the proposed project and is described and evaluated in Table
4.2-1 in Section 4.2.3.
4.2.2 PROJECT IMPACT ANALYSIS
Thresholds of Significance
The criteria used to determine the significance of potential impacts related to landform and aesthetics are based on the City’s Initial Study and the model Initial Study checklist in Appendix G of the State CEQA Guidelines. The project would result in a significant impact if it would:
1. Substantially degrade the existing visual character or quality of the site and its surroundings.
2. Have a substantial adverse effect on a scenic vista.
3. Substantially damage scenic resources, including, but not limited to, trees, rock outcroppings, and historic buildings within a State scenic highway or local scenic roadway.
4. Create a new source of substantial light or glare which would adversely affect day or nighttime views in the area.
5. Conflict with any applicable land use plan, policy, or regulation of an agency with jurisdiction over the project (including, but not limited to the general plan, specific plan, local coastal program, or zoning ordinance) adopted for the purpose of avoiding or mitigating an environmental effect.
6. Conflict with any local policies or ordinances protecting biological resources, such as tree preservation policy or ordinance.
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Threshold 1: Have a substantial adverse effect on a scenic vista.
Threshold 2: Substantially degrade the existing visual character or quality of the site and its surroundings
The following analysis addresses the change in the aesthetics/visual character of the project site as seen from surrounding vantage points described under the existing conditions discussion. The change in landforms (including rock outcrops) and topography resulting from the project is discussed under Threshold 3 below.
On-site Project Feature Impacts
The visual impacts of the project include both the objective visual resource change created by the project and the subjective viewer response to that change. View perception is subjective.
The perception of different viewer groups to the visual environment and its element varies based on viewer activity and awareness. Activities such as commuting in heavy traffic can distract an observer from many aspects of the visual environment. Conversely, pleasure driving or relaxing in a scenic environment can encourage an observer to look at the view more closely and at a greater length, thereby increasing the observer’s attention to detail. Sensitivity is also determined by how much the viewer has at stake in the viewshed. Typically, people who own property in the area are more sensitive to change than those passing through the area.
As described above under existing conditions, 25 vantage points surrounding the project site were selected to represent the existing viewsheds from areas surrounding the site. For purposes of analysis, 22 of these viewsheds were selected for computer-generated visual simulations, including seven vantage points selected in coordination with the City of Yorba Linda and one simulation from Chino Hills State Park. Visual simulations are prepared to demonstrate the anticipated visual change that would result from project implementation, including the proposed landscape concept, based on current conceptual project information. Lastly, views from three vantage points are depicted with the existing conditions photograph previously shown. The visual simulations are discussed below and provided in Exhibits 4.2-8 through
4.2-29.
The visual simulation process uses computer technology (CADD/digital photo simulation) to translate the two-dimensional engineering plans, and the landscape concept into a composite three-dimensional image, to depict the conceptual overall appearance of the project from off-site locations. The purpose of the simulations is to evaluate grading concepts and character, terracing, juxtaposition of building heights, and softening of building massing with landscaping.
It should be noted that design details, landscaping, materials, and colors shown in these exhibits are conceptual and will be refined during preparation of final engineering and construction documents.
Because of the project location within a Scenic Overlay Corridor and the designation of SR-91 as an Eligible State Scenic Highway, the project is subject to additional requirements related to preserving scenic resources and scenic vistas. As previously described in Section 3.3.2, Project Development Components, a landscape plan would be implemented which would emphasize the natural environment by restoring disturbed riparian slopes and using a plant palette that will transition from ornamental landscape to the existing functional landscape. As a requirement of Section 18.18.040 of the Anaheim Municipal Code, any specimen trees removed as part of project implementation would be replaced at a ratio ranging from 2:1 to 4:1 depending on the size of the tree removed. However, the proposed project involves tree replacement at a Mountain Park Specific Plan Amendment
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Proposed Views from the North
Views from the north are provided from a number of locations including the SR-91, along the Santa Ana River, and from public roadways and a community park in the City of Yorba Linda. x View N-1 Exhibit 4.2-2 previously provided under the discussion of existing conditions provides a photograph of the view from the intersection of La Palma Avenue/Weir Canyon Road looking toward the project site. This vantage point is representative of views from this area of the City and two major public roadways and was included in this analysis at the request of the City of Yorba Linda. The primary focus of the viewshed is the existing development along the roadways and various power lines and light standards. The existing quarry operations and hillside areas of the northern portion of the project site are visible in the background. Proposed development within Development Area 5 (current quarry site) would be visible from this vantage point; however, it would not represent a negative visual change. The proposed residential uses would be visually consistent with other urban development in this viewshed and surrounding areas.
x View N-2 Exhibit 4.2-8 provides a visual simulation of the proposed project from the Eastside Community Park in the City of Yorba Linda. This is an active sports park. The proposed residential development is visible in the middleground view and would alter the existing view condition from the on-site quarry and associated mined/disturbed areas and lower hillside areas to a landscaped development consistent with the surrounding developed areas.
x View N-3 Exhibit 4.2-9 provides existing and proposed views from Paseo de Toronto (a public roadway) in the hillside area of Yorba Linda north of the project site that is developed with residential uses. From View N-3, the dominant views are of the existing residences foreground and the major ridgelines in the background. Prominent background ridgelines are also a notable visual feature. Portions of Development Areas 2, 4 and 5 are visible in the middleground view and would alter the existing viewshed, introducing a residential development with substantial landscaping into an area that is primarily undeveloped with the exception of the existing quarry. The proposed residential uses are visually consistent with existing residential development in the eastern portion of the City of Anaheim on the hills adjacent to the project site west of SR-241. Views of the major ridgelines from View N-3 would be preserved and would not be obstructed by implementation of the proposed project. x View N-4 Exhibit 4.2-10 provides existing and proposed views from Kodiak Mountain Drive (a public roadway) in the hillside area of Yorba Linda. View N-4 is at a higher elevation than View N-3. From View N-4, the dominant views are of the disturbed area within the existing quarry. Prominent background ridgelines are also a notable visual feature. As shown on Exhibit 4.2-10, portions of Development Areas 1, 2, 3, 4, 5, and 7 are visible and would alter the existing viewshed, introducing a residential development with substantial landscaping into an area that is primarily undeveloped with the exception of the existing quarry. The proposed residential uses are visually consistent with existing residential development in the eastern portion of the City of Anaheim on the hills adjacent to the project site west of SR-241. Views of the major ridgelines from this vantage point would be preserved and would not be obstructed by implementation of the proposed project.
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-12 Landform and Aesthetics x View N-5 Exhibit 4.2-11 provides the existing and proposed views from the intersection of two public roadways (La Palma Avenue and Via Lomas de Yorba East) in the City of Yorba Linda. The proposed project would alter the existing middleground views by introducing a landscaped residential development where the quarry currently exists. Development Areas 4 and 5 are visible from this vantage point. The proposed development would be visually consistent with the residential areas north of the project site in the City of Yorba Linda and west of the project site in the City of Anaheim.
Foreground views of the mature vegetation within the Santa Ana River and background views of prominent ridgelines would not be altered by implementation of the proposed project.
As previously indicated, the project site would not be visible from any of the active use areas or areas accessible to the public within Featherly Regional Park (located between this vantage point and the project site) due to elevation differences, existing mature vegetation within the Park, and retaining walls for SR-241/SR-91. x View N-6 Exhibit 4.2-12 provides the existing and proposed views from the intersection of La Palma Avenue and Gypsum Canyon Road in the City of Yorba Linda.
The proposed project would alter the middleground views by introducing a landscaped residential development where the quarry currently exists. Development Areas 4 and 5 are visible from this vantage point. The proposed development would be visually consistent with the residential areas north of the project site in the City of Yorba Linda and west of the project site in the City of Anaheim. Foreground views of the mature vegetation within the Santa Ana River and background views of prominent ridgelines would not be altered by implementation of the proposed project. x View N-7 Exhibit 4.2-13 provides existing and proposed views from a vantage point along the Santa Ana River trail. Development Area 5 is located in the area of the existing quarry that is visible from this vantage point. Additionally, portions of Development Areas 3 and 4 are visible. The proposed project would alter the existing condition of middleground views by introducing a landscaped residential development and raising the elevation. The proposed development would be visually consistent with the residential areas north of the project site in the City of Yorba Linda and west of the project site in the City of Anaheim. Foreground views of the mature vegetation within the Santa Ana River would not be altered by implementation of the proposed project.
Background views would be slightly changed due to the higher ground elevation with the project; however, prominent ridgelines are still visible. x View N-8 Exhibit 4.2-14 provides existing and proposed views from the north (westbound) side of SR-91. As previously noted, SR-91 in this area is an eligible State Scenic Highway. In View N-8, the slope adjacent to the SR-91 is the prominent view and it would be altered with a newly created landscaped slope. A portion of the proposed residences on the top of the slope within Development Area 5 would be visible from View N-8. Exhibit 4.2-30e provides a cross-section of Development Area 5 in a northwest to southeast direction. Although the views from this location would be altered, the current views are of sparsely vegetated and disturbed slopes along SR-91. x View N-9 Exhibit 4.2-15 provides existing and proposed views from the south (eastbound) side of SR-91. In View N-9, the slope adjacent to the SR-91 is the prominent view and it would be altered with a newly created landscaped slope. A portion of the proposed residences on the top of the slope within Development Area 5 would be visible from View N-9. Although the foreground views from this location would
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-13 Landform and Aesthetics be altered, the current views are of sparsely vegetated and disturbed slopes along SR-91. It should also be noted that ridgelines in the background view under existing conditions would be obstructed with the increased elevation of the foreground slope. x View N-10 Exhibit 4.2-16 provides existing and proposed views from the south (eastbound) side of SR-91. From View N-10, the only part of the project that is visible from these view locations is the newly created landscaped slope and top-of-slope berm associated with Development Area 5. Although the views from these locations would be altered, the current views are of sparsely vegetated and disturbed slopes along SR-91.
Proposed Views from the West
x View W-1 Exhibit 4.2-17 provides existing and proposed views from Banner Ridge Drive looking east toward the project site. This view is representative of views to the east from the residential uses to the west of the proposed project. The foreground views of the existing frontal slope east of SR-241 would be altered with views of Development Area 3. In the middleground views, portions of Development Areas 4 and 5 are visible.
The prominent views of the background ridgelines would not be affected. x View W-2 Exhibit 4.2-18 provides existing and proposed views from Banner Ridge Drive looking southeast toward the project site. This view is also representative of views to the southeast from the residential uses to the west of the project site. The foreground views of existing landscaping are not altered. Proposed residences within Development Areas 4 and 5 are visible in the middleground views; however, due to the difference in elevation, views of ridgelines in the background are not obstructed or altered. x View W-3 Exhibit 4.2-19 provides existing and proposed views from Oak Canyon Drive. The existing slope in the foreground view from this vantage point would be altered by Development Area 3; however, the slope would be landscaped and no homes would be visible. Portions of Development Areas 4 and 5 are visible on the lower hills east of SR-241 and would be visually consistent with existing development in the City of Yorba Linda north of SR-91. Much of this area is currently disturbed from quarry operations. In View W-3, the views of the ridgelines in the background would not be affected.
x View W-4 Exhibit 4.2-20 provides existing and proposed views from the terminus of Wiley Way. From this vantage point the foreground views would be altered with the introduction of Mountain Park Drive and the landscaped slope for Development Area 3.
Residential uses are also visible at the top of the slope. Development Areas 4 and 5 would also be visible. The foreground views of the newly created landscaped slope would become the prominent view from this vantage point and would obstruct views of the background ridgelines.
x View W-5 Exhibit 4.2-21 provides existing and proposed views from Fallbrook Way.
From this vantage point Mountain Park Drive and proposed residences in Development Area 3 are visible. The existing slope seen from this vantage point would be lowered to accommodate the proposed development. With this landform change, additional ridgelines in the background view become visible.
x View W-6 Exhibit 4.2-22 provides existing and proposed views from the north side of Weir Canyon Road, near its current terminus with Springwood Drive. In View W-6, the foreground views of the natural, sparely vegetated slope is the dominant view and would not be significantly altered. The proposed residential uses in Development Area 7 and Mountain Park Specific Plan Amendment
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x View W-7 Exhibit 4.2-23 provides existing and proposed views from Weir Canyon Road, near its current terminus. The visual simulation depicts views from a motorists’ perspective on Weir Canyon Road traveling south east on the future extension of Weir Canyon Road. The existing slopes would be lowered to accommodate proposed Development Areas 3 and 7, which are located on either side of the roadway. The extension of Weir Canyon Road would be landscaped and proposed development would not be visible.
x View W-8 Exhibit 4.2-24 provides existing and proposed views from Blue Sky Road.
These views are also representative of views from residential uses in the area. In View W-8, the western slope for Development Area 7 and well as proposed residential uses at the top of the slope are visible. The slope would be landscaped with materials that provide a transition from the existing vegetation to the developed landscape. Due to intervening topography, there are currently no views of major ridgelines in the background view that would be obstructed by the proposed project.
It should also be noted that although the visual character of the site from views west of the project site (Views W-5, W-6, W-7, and W-8) would be altered, the proposed residential uses would be consistent with the visual character of the existing residential development and surrounding developed areas west of the project site.
Although the landform alterations resulting from proposed grading activities for the project were previously identified as a significant unavoidable impact, the visual change resulting from the landform alteration would not be considered significant with implementation of the Mitigation Program identified in Section 4.2.3.
Proposed Views from SR-241
As previously noted, SR-241 is identified as a Type II Landscape Corridor on the County of Orange Scenic Highway Plan. Following is an evaluation of the visual change from vantage points along SR-241.
x View A-1 Exhibit 4.2-25 provides existing and proposed views from the SR-241 northbound transition-ramp to SR-91. The landscaped eastern slope for Development Area 4 is visible from this vantage point. Due to the introduction of this slope in the foreground view, existing middle and background views would be obstructed. The focus of the existing view, which would be seen by motorists on SR-241, is the disturbed area adjacent to the roadway.
x View A-2 Exhibit 4.2-26 provides existing and proposed views from the west (southbound) side of SR-241 midway between the proposed Development Areas. From this vantage point, Development Areas 4 and 5 and the Mountain Park Drive bridge overcrossing are visible in the middleground views; however, the major ridgelines in the background are preserved. The proposed residential development is visually consistent with the existing hillside development in the City of Yorba Linda north of SR-91 that can be seen in the background.
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x View A-4 Exhibit 4.2-27 provides existing and proposed views from the east (northbound) side of SR-241 look northwest toward Development Area 3. From this vantage point the views of the adjacent slopes would be changed to a landscaped slope associated with the proposed project. Although the grade of the slope would be similar in the proposed condition, the existing rock outcropping would be removed. As noted below under the discussion for Threshold 3, the removal of the rock outcropping viewed from SR-241 is a significant impact. However, with implementation of contour grading techniques and landscaping, the visual change would not substantially degrade the existing visual character in this area and the impact would be considered less than significant.
It should also be noted that views of rock outcroppings within Development Areas 3 and 7 are also visible by motorists north of Development Areas 3 and 7 traveling southbound on SR-241. Although the rock outcroppings in this area would be altered, the primary topographic scenic resources (major ridgelines) from the southbound view would not be impacted by the proposed project.
x View A-5 Exhibit 4.2-28 provides existing and proposed views from SR-241, south of proposed Development Areas, looking west toward the proposed location of the water reservoir south of Development Area 7. As shown, the views of the adjacent slopes would remain unchanged. Due to intervening topography and distance, the only change from this view would be along the ridgeline where landscaping associated with the proposed water reservoir would be visible. There would not be any notable changes in topography or visible development from this vantage point that would substantially change the existing viewshed.
Proposed Views from the East
As previously noted, Chino Hills State Park is east of the project site. Views of the proposed project site from vantage points within the park are generally limited to a public ridgeline trail in the western portion of the State Park. Following is the analysis of potential aesthetic impacts from these vantage points.
x View E-1 Exhibit 4.2-7 previously provided in the discussion of existing conditions depicts the current view from this vantage point along a trail with the State Park. As shown, the quarry is the prominent visual feature in the foreground views from this vantage point. Development Area 5 is proposed to be developed on the quarry site.
Development Areas 4 and 5 would be visible in the foreground and middleground views from View E-1. Foreground views would not be altered. Additionally, the proposed residential development would be consistent with existing developed areas in Anaheim Hills west of the project site that are visible in the background views from this vantage point. The proposed view would be similar to that shown on Exhibit 4.2-29 below for View E-2.
x View E-2 Exhibit 4.2-29 provides existing and proposed views from a public ridgeline trail within the Chino Hills State Park southeast of the project site. As shown, Development Areas 4 and 5 would be visible in the middleground views from this vantage point. Although the view would be altered, the current views include the quarry site that has been substantially disturbed by mining activities. The proposed landscape Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-16 Landform and Aesthetics plan (refer to SC 2-2 in Section 4.2.3, Mitigation Program) would create a landscape program that would emphasize the natural environment by restoring disturbed riparian and slope areas and using a plant palette that would smoothly transition from an ornamental development landscape to the existing natural landscape. It should also be noted that although the aesthetic character of the site from this vantage point would be altered, the proposed residential uses would be consistent with the visual character of the existing residential development and surrounding developed areas that can be seen in the background. Background views would not be altered or obstructed.
Proposed Views from the South
As previously noted, the area south of the project site is undeveloped permanent open space primarily within the NCCP/HCP Reserve. Access to NCCP/HCP Reserve areas off-site as well as on-site Reserve areas and open space areas associated with the TNC ACE is restricted.
Therefore, there are a very limited number of viewers from areas south of the project site.
Additionally, the prominent ridgelines south of the project site, including Windy Ridge, obstruct views of the site from uses further south in the City of Orange and unincorporated areas of the County.
In summary, the proposed project would result in visual changes, primarily associated with alterations to existing landforms and topography that are considered scenic resources. As discussed in the analysis for Threshold 3 below, the visual change associated with landform alterations as seen from scenic roadways is considered a significant and unavoidable impact of the project. However, grading techniques and landscaping have been incorporated into the proposed project (Mountain Park Specific Plan) and would ensure that proposed project would not have a substantial adverse effect on a scenic vista or degrade the existing visual character or quality of the project site and its surroundings. Aesthetic/visual impacts resulting from the proposed project would be less than significant with implementation of project design features and standard conditions outlined in Section 4.2.3, Mitigation Program, of this EIR.
Off-site Project Feature Impacts
The proposed off-site project features described in Section 3.3.4, include infrastructure, drainage, and roadway improvements. The infrastructure and drainage improvements would occur in already developed areas and would not result in significant visual changes. The roadway improvements include modifications to existing roadways (Gypsum Canyon Road, Santa Ana Canyon Road, Weir Canyon Road, and Oak Canyon Drive) and would not adversely alter the visual character within the area.
Caltrans-related Project Feature Impacts
The SR-241/Weir Canyon Road interchange and Mountain Park Drive bridge overcrossing would result in new roadway improvements adjacent to and over SR-241. Both facilities would be visible primarily from motorists on SR-241. The overcrossing is proposed to be a two-span cast-in-place pre-stressed concrete box girder that would also be visible from certain vantage points to the west of the project site (refer to Exhibit 4.2-18). However, existing intervening topography would shield most views of the structure. In addition, the structure would be designed with enhancements constructed to be aesthetically pleasing.
Views A-1 through A-4 described above from SR-241 include the area immediately adjacent to the roadway that is within Caltrans right-of-way. While the landform/topography altered (refer to discussion below under Threshold 3), there would not be an adverse impact to views from the
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-17 Landform and Aesthetics roadway. The modified slopes would be landscaped consistent with Caltrans requirements and would not include invasive species.
Views N-8 through N-10 on Exhibits 4.2-14, 4.2-15, and 4.2-16 depict the views of the slopes within Caltrans right-of-way north of Development Area 5. As shown, the height of the edge slope would be increased; however, there would not be an adverse impact to views from the roadway. The currently disturbed slope would be landscaped. The plant species used for landscaping within Caltrans right-of-way would be consistent with Caltrans requirements and would not include invasive species.
Other roadway and/or drainage facility modifications associated within Caltrans right-of-way would occur along existing roadways and would not degrade the visual quality of the area.
Threshold 3: Substantially damage scenic resources, including, but not limited to, trees, rock outcroppings, and historic buildings within a State scenic highway or local scenic roadway.
On-site Project Feature Impacts
For purposes of this analysis, the existing topographic features on-site are considered scenic resources. As discussed previously and depicted on the photographs provided of the project site, the landforms on-site include numerous hills and canyons. The most substantial ridgelines are located in the southern portion of the site that would be protected in open space areas. The on-site rock outcrops previously described are also considered scenic resources.
With respect to State scenic highways and local scenic roadways, the on-site scenic resources (topographic features and rock outcrops) are visible primarily from SR-241 that is designated a Type II Landscape Corridor in the County of Orange General Plan. Views from SR-241 are depicted on Exhibits 4.2-6 and 4.2-25 through 4.2-28. Refer to View A-4 (Exhibit 4.2-27) which shows the rock outcroppings along the western side of SR-241. The views from SR-91 are shown in Views N-8 through N-10 on Exhibits 4.2-14, 4.2-15, and 4.2-16. As shown, views into the site are limited due to the difference in elevation between the roadway and the project site.
There is an existing slope that obstructs views into the site. The analysis of visual changes from vantage points along these roadways is provided above under Thresholds 1 and 2.
The project site would not be visible from the portions of Weir Canyon Road and Santa Ana Canyon Road that are designated by the City of Anaheim as scenic expressways.
Landform/Topography
The grading required for the proposed project would permanently alter the landform/topography over the northern portion of the project site that is visible from SR-241 (refer to Exhibits 4.2-6 and 4.2-25 through 4.2-28). Approximately 2,163 acres primarily in the southern portion of the site would remain open space (72 percent of the site). As discussed in Section 3.3.2, Project Development Components, the proposed project would use contour grading and would be terraced, allowing development pads to blend with the project site’s natural topography as much as feasible. The proposed project would require approximately 26 million cubic yards of earthwork (cut and fill) and an additional 20 million cubic yards of remedial grading (excavation and recompaction of soils) to ensure slope stability. However, as discussed below, various grading techniques are proposed to minimize landform disturbance. The visual changes associated with landform changes were previously discussed under the analysis of Thresholds 1 and 2.
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-18 Landform and Aesthetics The areas of major cut and fill resulting from project grading were previously shown in Exhibit 3-16. Cross-sections to demonstrate the extent of landform changes are provided in Exhibits 4.2-30a-e and discussed below. Overall, cut and fill depths from existing to proposed elevations vary from one to 210 feet.
Following is a discussion of the proposed grading (cut and fill) that would be required for each Development Area. The discussion is supported by cross-sections of the future grading based on information provided by the project engineers. Cross-sections were chosen to be representative of the overall landform changes within each Development Area; however, not all landform changes are depicted in these exhibits. It should be noted that grading techniques to be used for all of the Development Areas (e.g., contour grading) to reduce potential impacts are outlined in the Anaheim Municipal Code Chapter 17.06, Grading, Excavations and Fills in Hillside Areas. Contour grading is the transitional use of variable slopes and the blending of these slopes into contours compatible with the natural terrain with the toe or top of the slope varying from a straight line. The proposed project would comply with all requirements of the City’s Municipal Code relative to grading, as feasible. In certain instances, the Mountain Park Specific Plan includes grading design standards that deviate from the City’s grading policy; however, achieve the intent of the grading policy with regard to the natural appearance of manufactured slopes through use of grading and landscaping techniques. In general, as shown in the cross-sections for each of the Development Areas, the cuts and fills proposed as part of the project are designed to follow the natural topography to the extent feasible.
As noted previously, the southern portion of the project site that includes more prominent landform features would remain in permanent open space. The ridgelines in this area as well as more substantial ridgelines surrounding the project site, such as Windy Ridge (refer to Exhibit 3-3 in Section 3, Project Description) would not be impacted with implementation of the proposed project.
Development Area 1
The proposed conceptual grading plan for Development Area 1 would generally consist of lowering the grades along the northern portion and raising the grades in the central portion of the Development Area. The grading in Development Area 1 would accommodate a maximum of 210 single-family detached residential pads.
Cross-section A-A shown in Exhibit 4.2-30a depicts the landform changes proposed within Development Area 1. Cross-section A-A bisects the development area in an east-west direction and depicts the current landform features as viewed from areas to the west. The largest cut and fill areas shown on Cross-section A-A are approximately 40 feet and 80 feet, respectively.
However, not shown on the cross-section, larger cuts and fills would be required in this Development Area. The maximum proposed cut is 140 feet on the southeast facing cut slope along the northwest boundary of Development Area 1. The deepest fill, excluding remedial removals, is 100 feet within the large drainage through the central part of the Development Area. These larger cuts and fills are concentrated in the interior portions of Development Area 1, minimizing the extent of visibility from surrounding areas.
Within the southern portion of Development Area 1, a steeply eroded drainage exposes badland topography. This is considered to be a rock outcropping which is defined as an area where natural undisturbed bedrock may be exposed, generally in areas that are too steep for colluvium to form. This area is visible from northbound SR-241, near the proposed SR-241/Weir Canyon Road Interchange, but would not be impacted by the proposed project. The rock outcrops in this area would not be altered. A second area within the southern portion of Development Area 1, where an east-west trending drainage crosses the site, exposes another rock FUSCOE
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-19 Landform and Aesthetics outcropping. This area would be disturbed by the proposed project and the rock outcropping would be filled; however, this area is not visible from any scenic roadways.
The grading (cut and fill) proposed to accommodate development within Development Area 1 would significantly alter the natural landforms/topography, resulting in a significant impact that cannot be avoided. However, the majority of the proposed development in Development Area 1 would occur in areas with the majority of the existing slopes less than 30 percent. Landform changes and removal of rock outcropping associated with Development Area 1 would not be visible from SR-91 or SR-241.
Development Area 2
The proposed conceptual grading plan for Development Area 2 would generally consist of lowering the grades along the northwestern portion, and raising the grades in the northeastern and western portions of the Development Area. The grading in Development Area 2 would accommodate a maximum of 130 single-family detached residential pads.
Cross-section B-B shown in Exhibit 4.2-30b depicts the landform changes within Development Area 2. Cross-section B-B bisects the development area in a north-south direction and also an east-west direction and depicts the current landform features as viewed from areas to the east (public trail within Chino Hills State Park). The largest cut and fill areas shown on Cross-section B-B are approximately 80 feet and 50 feet, respectively. However, not shown on the crosssection, larger cuts and fills would be required in Development Area 2. The maximum proposed cut is 140 feet on the southeast facing cut slope along the northwest boundary of Development Area 1. The deepest fill, excluding remedial removals, is approximately 70 feet within the southern portion of the development area. There are no significant rock outcroppings within Development Area 2 visible from scenic roadways that would be impacted by the project grading.
Although the proposed grades are similar to existing grades, the grading proposed to accommodate development within Development Area 2 would significantly alter the natural landform/topography resulting in a significant impact that cannot be avoided. It should be noted that the landform changes in this Development Area would not be visible from a scenic roadway.
Development Areas 3 and 7
The proposed conceptual grading plan for Development Areas 3 and 7 would generally consist of lowering the ridge that divides the Development Areas, filling the canyon in the southwest corner of the development area and raising the grades in the northern portion of the development area. The grading in Development Areas 3 and 7 would accommodate a maximum of 145 single-family detached residential pads.
Cross-section C-C and Cross-section D-D shown in Exhibit 4.2-30c depict the proposed landform changes within Development Areas 3 and 7. Cross-section C-C bisects Development Area 3 in an east-west direction and Cross-section D-D bisects Development Area 7 in an eastwest direction. Both cross-sections depict the current landform features as viewed from areas to the west (existing residential uses). The largest cut and fill areas shown on Cross-section C-C are approximately 95 feet and 125 feet, respectively; while the largest cut and fill areas shown on Cross-section D-D are approximately 40 feet and 70 feet, respectively. However, not shown on the cross-section, larger cuts and fills would be required in Development Areas 3 and 7. The maximum proposed cut is 200 feet at the toe of the north facing cut slope of the Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-20 Landform and Aesthetics Weir Canyon Road Extension. The deepest fill, excluding remedial removals, is approximately 160 feet within the east facing fill slope adjacent to SR-241.
Within Development Areas 3 and 7, rock outcroppings exist in the near vertical canyon walls that are exposed along the boundary between SR-241 and Development Areas 3 and 7. A vertical wall rock outcrop is visible in View A-4 (Exhibit 4.2-27) and is visible from both northbound and southbound SR-241. This rock outcrop would be graded and revegetated as part of the proposed project.
The grading proposed to accommodate development within Development Areas 3 and 7 would significantly alter the natural landform/topography, including removal of an existing rock outcropping, resulting in a significant impact that cannot be avoided. The landform alterations required on the east facing slope adjacent to SR-241 would be visible from SR-241.
Development Area 4
The proposed conceptual grading plan for Development Area 4 would generally consist of lowering the grades along the northern portion and raising the grades in the southern portions of the Development Area. The grading in Development Area 4 would accommodate a maximum of 420 single-family detached residential pads.
Cross-sections E-E and F-F, shown in Exhibit 4.2-30d, depict the proposed landform changes within Development Area 4. Cross-sections E-E and F-F bisect the Development Area in a north-south direction and depict the current landform features as viewed from areas to the north and west. The largest cut areas shown on Cross-section E-E are approximately 185 feet. The largest fill areas shown on Cross-section F-F are approximately 100 feet. However, not shown on the cross-section, larger cuts and fills would be required in Development Area 4. The maximum proposed cut is 200 feet within the northern portion of Development Area 4. The deepest fill, excluding remedial removals, is approximately 110 feet within the main drainage that nearly bisects the southern portion of the development area.
The grading proposed to accommodate development within Development Area 4 would significantly alter the natural landform/topography, resulting in a significant impact that cannot be avoided. The landform alterations within Development Area 4 would be visible from SR-241.
A significant rock outcropping exists near the ridgeline that separates the northern and southern portions of Development Area 4. Views W-1 and W-3 on Exhibits 4.2-17 and 4.2-19 show this rock outcropping from vantage points west of SR-241. This area is partially visible from northbound SR-241. The project grading plan has been developed to protect this rock outcropping.
Development Area 5
Development Area 5 is located at the quarry site. Due to the extensive mining activities that have occurred in this area, the majority of this Development Area does not have natural topographic features. The proposed conceptual grading plan for Development Area 5 would generally consist of lowering the grades in the southern and eastern portions of the Development Area and raising the grades in the northern and western portions of the Development Area. The grading in Development Area 5 would accommodate residential pads for a maximum of 770 single-family detached and 825 single-family attached dwelling units.
Cross-section G-G, shown in Exhibit 4.2-30e, depicts the landform changes within Development Area 5. Cross-section G-G bisects the development area in a northwest-southeast direction Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-21 Landform and Aesthetics and depicts the current landform features as viewed from areas to the north, west and east.
The largest cut and fill areas shown on Cross-section G-G are approximately 200 feet and 110 feet, respectively. The maximum proposed cut, approximately 200 feet, would be located in the northern portion of the development area; while the maximum proposed fill, approximately 110 feet, would be located within the main drainage that nearly bisects the southern portion of the development area.
Proposed development within Development Area 5 would be visible from SR-241 from the west, and the alterations to the northern slopes adjacent to SR-91 would be visible from SR-91. The grading proposed to accommodate development within Development Area 5 would not significantly alter the existing landform/topography because the majority of Development Area 5 is highly disturbed and natural landforms have been altered by mining activities.
Development Area 6
The proposed conceptual grading plan for Development Area 6 would generally consist of lowering the grades in the southern and eastern portions of the development area. The grading in Development Area 6 would accommodate pads for a City fire station, trail station area, interpretive center/store concession. The maximum proposed cut is approximately 60 feet at the southern boundary of the Development Area. However, due to previous roadway improvements in the area, Development Area 6 was highly disturbed and/or graded and the majority of the landform/topography within Development Area 6 is not natural. Because the majority of the landform/topography within Development Area 6 is not natural and the proposed grades are similar to existing grades, the grading proposed to accommodate development within Development Area 6 would not significantly alter the natural landform/topography.
In summary, grading for Development Areas 1, 2, 3, 4, and 7 would substantially alter the existing, and primarily natural landform and topography of the northern portion of the project site. Landform changes would also occur in Development Area 5 and 6; however, these areas have been disturbed by previous activities and do not represent natural landform/topography.
Alterations to existing scenic resources in Development Areas 3, 4 and 7, including landform/topography and rock outcroppings would be visible from SR-91 and SR-241.
Alterations to existing scenic resources in Development Areas 1 and 2 would occur but would not be visible from these roadways. Grading techniques would be implemented, consistent with the requirements of the City’s Municipal Code and the proposed Mountain Park Specific Plan, and landscaping would be implemented to minimize the visual effects of these grading activities; however, the alteration to scenic resources as viewed from SR-241 and SR-91 is a significant impact of the project. The change in aesthetics/visual quality was previously addressed under Thresholds 1 and 2.
Impact 4.2-1 The proposed project would comply with Standard Condition 2-1; however, Development Areas 1, 2, 3, 4, and 7 would require alterations to existing scenic resources including landform/topography and rock outcroppings. Impacts to scenic resources within Development Areas 3, 4, and 7 would be visible from SR-91 and SR-241 and would be considered a significant and unavoidable impact.
Off-site Project Feature Impacts
The proposed off-site project features described in Section 3.3.4 primarily include infrastructure, drainage and roadway improvements. The infrastructure and drainage improvements would occur in already developed areas and would not result in significant impacts to landform/ Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-22 Landform and Aesthetics topography. The roadway improvements include modifications to existing roadways: Gypsum Canyon Road, Santa Ana Canyon Road, Weir Canyon Road, and Oak Canyon Drive. These improvements would not substantially alter the visual character, or topography within the area.
Caltrans-related Project Feature Impacts
The SR-241/Weir Canyon Road interchange and Mountain Park Drive bridge overcrossing would result in new roadway improvements adjacent to and over SR-241. Both facilities would be visible primarily from motorists on SR-241 and would be consistent with the existing roadways/freeways in the area. Construction of both facilities would result in grading and other earthwork disturbances; however, these would occur in already disturbed areas or areas directly adjacent to SR-241 and would not substantially alter the views from the roadway. Therefore, the impacts to landform/topography resulting from the interchange and overcrossing are considered less than significant.
Slope modifications along SR-241 associated with Development Areas 3, 4, and 7 were previously addressed under on-site project features and include alterations to slopes within Caltrans right-of-way. Impact 4.2-1 would apply to these visual changes.
The proposed landform/slope along SR-91 within Caltrans right-of-way would be slightly higher compared to existing conditions; however, the proposed slope would meet Caltrans slope requirements. Other roadway improvements and/or drainage facility modifications within Caltrans right-of-way would not result in visual changes that would alter scenic resources viewed from SR-91 or SR-241.
Threshold 4: Create a new source of substantial light or glare that would adversely affect day or nighttime views in the area.
The proposed project would introduce new light and glare sources in areas that are primarily undeveloped and do not generate any light and glare. Existing lights on the project site are limited to the on-site quarry that uses lighting for nighttime operations. Development Area 5 would be located on the quarry site.
The project would generate light sources that are typical of the uses proposed: streetlights, residential lighting, and lighting for the proposed sports park (Development Area 3). All proposed lighting would be shielded or directed downwards to minimize light and glare spillover.
Proposed street lighting would consist of downcast luminaries, shielded and oriented in a manner that would minimize light spillage or glare off of the project site. Based on the conceptual lighting plan for the project, the following types of lighting would be provided:
signalized intersections; theme street lights at intersections; accent lighting at entry gates; street lights within Development Areas and where necessary for traffic safety purposes along collector roads; and low-level security lighting at parks and schools. Based on conceptual plans, street lights at major private streets and intersections, local streets, interior streets and park areas would be a maximum of 14 feet high.
Sports field lighting at the community park proposed in Development Area 3 would also be provided with a state-of-the-art technology lighting system to minimize light and glare and reduce night glow sky, and spillover to adjacent existing and proposed residences. The lights would be directed inward and would also be screened with vegetation. Park site designs have not been developed; however, it is possible that lights would be visible from existing residents west of the project site as well as future residents of the proposed project at night.
Implementation of Project Design Feature 2-3, and Standard Condition 2-4 identified in Section Mountain Park Specific Plan Amendment
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4.2.3, Mitigation Program, would ensure that light and glare effects would be less than significant.
As indicated in Section 4.6, Biological Resources, the proposed project would result in indirect impacts including nighttime light effects on wildlife. The proposed project would result in an increase in nighttime lighting, therefore, creating an indirect impact on common wildlife species in the area. Because these common wildlife species using habitats on-site would avoid habitats affected by the nighttime light spillover effects, the wildlife species diversity would decrease beyond the actual development area. However, this would not reduce general wildlife populations below self-sustaining levels in the region; and is considered less than significant.
Threshold 5: Conflict with any applicable land use plan, policy, or regulation of an agency with jurisdiction over the project (including, but not limited to the general plan, specific plan, local coastal program, or zoning ordinance) adopted for the purpose of avoiding or mitigating an environmental effect.
Table 4.2-1 addresses the consistency of the proposed project with the relevant goals and policies identified previously. As identified in Table 4.2-1, the proposed project would be consistent with the relevant goals and policies related to aesthetics and visual resources. The Anaheim Municipal Code and Anaheim Building Code are applicable to the proposed project.
As part of Standard Conditions 2-1 and 2-3, the proposed project would be implemented in compliance with these codes.
TABLE 4.2-1
CONSISTENCY OF THE PROPOSED PROJECT WITH AESTHETICS AND
VISUAL RESOURCES RELATED GOALS AND POLICIES
GOALS AND POLICIES CONSISTENCY ANALYSIS
City of Anaheim General Plan
Circulation Element
Goal 4.1: Preserve and enhance uniquely
scenic or special visual resource areas along
highways and designated State scenic routes for
the enjoyment of all travelers.
Policy 2: Consider the unique natural features
of the Hill and Canyon Area when arterial
streets and highways are improved or
constructed.
Policy 4: Take such actions as may be
necessary to protect the scenic appearance of
the band of land generally adjacent to the
scenic highway right-of-way, including but not
limited to:
x Regulation of land use and intensity of
development
x Detailed land and site planning
x Control of outdoor advertising
x Careful attention to and control of grading
and landscaping; and
x Careful design and maintained appearance
of structures and equipment.
The proposed project is visible from adjacent SR-91
(Caltrans eligible but not designated scenic roadway
and designated County Type I Scenic Highway) and
SR-241 (designated County Type II Landscape
corridor. It would not be visible from the portions of Weir Canyon Road and Santa Ana Canyon Road that are
designated by the City of Anaheim as scenic
expressways. The project is located in a Scenic
Corridor Overlay and is subject to additional site
development and design requirements. Grading and
landscaping would be conducted in accordance with the
Anaheim Municipal Code, Title 17-Land Development
and Resources and City of Anaheim Policy No. 211
(Grading Design Manual), to the extent feasible. The
Mountain Park Specific Plan includes contour grading
techniques that deviate from the grading policy;
however, meet the overall intent of the policy relative to the appearance of slopes. A detailed landscape plan
will be prepared and subject to City approval prior to
implementation. The proposed project would be
consistent with the City of Anaheim’s Land Use Plan
and Municipal Code. The various components of the
proposed project are described in Section 3, Project
Description.
As noted above, the visual change resulting from the
project including views from designated scenic
roadways would not be considered a significant
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TABLE 4.2-1 (Continued)
CONSISTENCY OF THE PROPOSED PROJECT WITH AESTHETICS AND
VISUAL RESOURCES RELATED GOALS AND POLICIES
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GOALS AND POLICIES CONSISTENCY ANALYSIS
adverse aesthetic impact with implementation of the
mitigation program outlined in Section 4.2.3.
Green Element
Goal 1.1: Maintain strict standards for hillside
grading to preserve environmental and aesthetic
resources.
Policy 2: Limit grading to the amount necessary
to provide stable areas for structural
foundations, street rights-of-way, parking
facilities, and other intended uses.
The proposed project would be implemented in a
manner that minimizes impacts upon the hillside and
surrounding neighborhoods during the design and
development process. Specific project-related
mitigation measures are addressed in the respective
sections of this EIR. The earthwork for the project
would be balanced on-site within each Development
Area; therefore, there would be no import or export of
soil.
Policy 3: Minimize import/export associated
with grading.
Goal 2.1: Preserve views of ridgelines, natural
open space and other scenic vistas wherever
possible.
Policy 2: Encourage development that
preserves natural contours and views of
existing ridgelines or prominent views.
Policy 3: Site parks, nature centers and trails to
take advantage of natural vistas.
The proposed project would result in quality
development consistent with applicable policies and
guidelines in the City’s Community Design Element and
Zoning Code. Residences would be of high quality
construction and architectural design consistent with
the surrounding residential areas. Attractive
landscaping and sensitive lighting would enhance the
community. The project would include terracing of
homes to allow for more landscaping throughout the
project site. This would also allow for existing views of the major ridgelines to remain undisturbed for the
majority of the existing adjacent residences.
Goal 14.3: Ensure that future development near
regional open space resources will be sensitively
integrated into surrounding sensitive habitat areas.
Policy 1: Require new development to mitigate
light and glare impacts on surrounding sensitive
habitat and open space areas, where
appropriate.
The proposed project would incorporate a detailed
lighting plan consistent with Section 17.06 of the
Anaheim Municipal Code (refer to SC 2-4). The
proposed project would be in compliance with all
applicable City of Anaheim site development and
design requirements.
Land Use Element
Goal 8.1: Preserve natural, scenic and
recreational resources; continue to ensure
residential neighborhoods are safe, wellmaintained, places to live, and continue to provide necessary community services and facilities.
Policy 1: Encourage the preservation of scenic
vistas and views through Green Element
Policies and Zoning Code development
standards.
Through the use of contour grading, terracing and other grading techniques, the scenic views of the major
ridgelines from the surrounding areas would not be
subject to adverse visual changes. As feasible, the
proposed project will comply with applicable City of
Anaheim Municipal Code, Title 17-Land Development
and Resources and City of Anaheim Policy No. 211
(Grading Design Manual), and Zoning Code.
Community Design Element
Goal 21.1: Preserve the Hill and Canyon’s
sensitive hillside environment and the community’s
unique identity.
Policy 1: Reinforce the natural environment of
the area through appropriate landscaping and
the preservation of open space.
Policy 2: Require compliance with the Scenic
Corridor Overlay Zone to reinforce quality
development standards and guidelines
compatible with the hillside area.
Through the use contour grading, terracing and other
grading techniques, alterations of existing hillside
topography would not result in significant visual
impacts. The development areas are situated well
below the major ridgelines shown on Exhibit 3-3 to
preserve unimpeded views of the major ridgelines from
the majority of the adjacent existing residences to the west of Development Areas 3 and 7. Within these
existing areas, some residences would have impeded
views of the major ridgelines to the south of the project site.
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TABLE 4.2-1 (Continued)
CONSISTENCY OF THE PROPOSED PROJECT WITH AESTHETICS AND
VISUAL RESOURCES RELATED GOALS AND POLICIES
R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-25 Landform and Aesthetics
GOALS AND POLICIES CONSISTENCY ANALYSIS
Policy 3: Place entry monumentation signs at
key locations into and out of the Hill and
Canyon Area to strengthen its district identity.
Policy 4: Encourage the siting of housing
development below the existing ridgelines to
preserve unimpeded views of existing and
natural contours.
Policy 5: Use grading techniques that
incorporate rounded slopes or curved contours
to minimize disturbance to the site and to blend
with the existing topography.
Policy 6: Where grading has occurred,
revegetate primarily with drought-tolerant native
species to control erosion and create a more
environmentally sound condition.
It should be noted that the maximum allowed residential structure height in the Mountain Park Specific Plan (35- feet) exceeds that allowed by the Scenic Corridor
Overlay Zone (25-feet). This deviation from the
currently requirement would not impact the scenic
nature of the area since most development is clustered
in the canyon bottom, not along the visible ridgelines.
The scale of development is low compared to
surrounding ridgelines. The proposed project is
consistent with the intent of the Scenic Overlay Zone.
Through PDF 2-1 and SC 2-2, a landscape plan will be
prepared that would emphasize the natural environment
by restoring disturbed riparian and slope areas and
using a plant palette that will smoothly transition from an ornamental development landscape to the existing
functional landscape.
City of Anaheim Municipal Code
Pursuant to the City of Anaheim Municipal Code
(Chapter 18.18), Scenic Corridor Overlay Zone and
Section 18.18.040, Tree Preservation, the project
applicant is required to replace any specimen trees
removed.
In accordance with Section 18.18.040, the project
applicant is required to meet a ratio ranging from 2:1 to 4:1 (depending on the size of tree removed) for
replacement of specimen trees removed as part of
project implementation. However, the proposed project
would involve replacement at a ratio of 20:1. This is
further discussed under Threshold 6.
Orange Department of Transportation State Scenic Highway Program The State Scenic Highway Program by itself does
not contain any specific goals or policies. It relies
on the local jurisdiction, the City of Anaheim in this
case, to adopt ordinances to preserve the scenic
quality of the corridor or document such regulations
that already exist in various portions of local codes.
These ordinances make up the scenic corridor
protection program.
Refer to discussion above regarding consistency of the
proposed project with applicable City of Anaheim goals, policies and ordinances associated with preservation of scenic resources.
County of Orange Scenic Highways Plan
Goal 1: Preserve and enhance unique or
special aesthetic and visual resources through
sensitive highway design and the regulation of
development within the scenic corridor.
As discussed in this section, the proposed project
would implement contour grading and landscape
techniques on slopes adjacent to scenic roadways and
within proposed Development Areas. Although there
would be significant landform alterations, the visual
change the aesthetic character of the project site and
surrounding areas would not be substantially degraded.
Threshold 6: Conflict with any local policies or ordinances protecting biological resources, such as tree preservation policy or ordinance? The proposed project is located within the City of Anaheim Scenic Corridor Zone Overlay (Chapter 18.18, Anaheim Municipal Code), which contains a section on tree preservation (Section 18.18.040, Tree Preservation). Development of the proposed project would require destruction and/or removal of Specimen Trees as defined in Section 18.18.040, Tree Preservation. As described in Section 3.3.2, Project Development Components, and outlined in Project Design Feature 2-1 in Section 4.2.3, Mitigation Program, the project applicant proposes to replace removed specimen trees at a 20:1 ratio. This would substantially exceed the requirements of Section 18.18.040, Tree Preservation (required replacement at a ratio ranging from 2:1 to 4:1 depending on the size of the tree removed). The trees replaced pursuant to the Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-26 Landform and Aesthetics City’s tree preservation requirements would be consistent with the City’s tree list and provisions outlined in the City’s Municipal Code Section 18.18.040. Generally, replacement trees would consist of oaks, sycamores, willows, toyon, and other native trees present on the project site.
The percentage of the different types of replacement trees would be representative of the trees existing on the site and would be planted in varying sizes to promote age and size diversity and create a more biologically sound replanting program. The impact associated with the removal of specimen trees as a result of the project would be less than significant with implementation of Project Design Feature 2-1, and Standard Condition 2-3) which address tree replacement.
4.2.3 MITIGATION PROGRAM
Project Design Features
PDF 2-1 The Mountain Park Specific Plan provides for replacement of oak, sycamore, willow and other native trees removed as a result of the project at a ratio of 20:1.
In conjunction with the submittal of each tentative tract or parcel map, the property owner/developer shall submit a Detailed Landscape Plan to the Planning Department demonstrating that trees removed from the site will be replaced at a total ratio of 20:1. The 20:1 ratio is achieved using a combination of the Scenic Corridor Overlay tree list (Anaheim Zoning Code Chapter 18.18, Table 18-B), and the Mountain Park Specific Plan Tree List.
PDF 2-2 Prior to approval of the Park Master Plan for the sports park within Development Area 3, the property owner/developer shall submit lighting plans for review and approval by the Community Services Department that incorporate the following design specifications:
x Sports field luminaries shall have mounting hardware approved by the City, which cannot be inadvertently or intentionally adjusted to cause spillover impacts. Instead, luminaries shall be professionally and permanently installed to direct light only onto the sports fields/courts and away from residential areas and other development.
x Luminaries lamps shall provide good color rendering and natural light qualities. x Luminaries shall be restricted to no more than 500 lux (1 lumen per square meter) or 50 foot-candles per fixture.
x Luminaries shall be placed at the appropriate, engineered height to reduce potential for glare and incidental spillover into adjacent properties and open space.
x Luminaries mountings, poles, and fixtures shall have matted finishes.
Existing Regulations and Standard Conditions
SC 2-1 Prior to approval of grading plans, the property owner/developer shall provide grading plans to the Department of Public Works demonstrating that graded areas will be compatible with natural landform characteristics in conformance with the Anaheim Municipal Code, Title 17-Land Development and Resources, the City of Anaheim Grading Design Manual and Hillside Grading Procedures, the Mountain Park Specific Plan Grading Concept and Hillside Grading and Landscape Policies, and the most recent version of the Anaheim Building Code (ABC).
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-27 Landform and Aesthetics SC 2-2 Prior to approval of precise grading plans, the property owner/developer shall prepare a detailed slope landscape plan, which shall be approved by the Department of Public Works. The plan shall be certified by a licensed landscape architect, and be prepared in compliance with Section 17.06 of the City of Anaheim Municipal Code and the Mountain Park Specific Plan Grading Concept and Hillside Grading and Landscape Policies to blend landscape features with the existing environment. In addition, the landscape plan shall conform to the preliminary landscape plan approved in conjunction with the development area plans.
SC 2-3 Tree replacement shall be conducted consistent with Section 18.18.040. Prior to approval of grading plans, the property owner/developer shall provide a Specimen Tree Removal Plan to the Planning Department demonstrating that the proposed project has been designed in accordance with the provisions of Chapter 18.18.040 and required tree replacement.
SC 2-4 Prior to approval of street improvement plans for a development area; the property owner/developer shall submit a detailed lighting plan for review and approval by the Public Utilities Department. The plan shall be certified by a professional engineer and be prepared to minimize light spillover effects.
SC 2-5 Prior to the issuance of an Encroachment Permit by Caltrans, the property owner/developer shall submit grading plans to Caltrans demonstrating that graded areas are in conformance with Caltrans standard specifications.
SC 2-6 Prior to the issuance of an Encroachment Permit by Caltrans, the property owner/ developer shall submit landscape plans for areas within Caltrans right-of-way to Caltrans for review and approval, demonstrating that the proposed plant palette is in conformance with Caltrans requirements, including Executive Order 13112, Invasive Species. Proof of this approval shall be submitted to the City of Anaheim Department of Public Works.
4.2.4 CUMULATIVE IMPACTS
Over the past two decades, the Hill and Canyon Area on both sides of SR-91 (cities of Anaheim and Yorba Linda) have been developed into attractive and highly desirable hillside residential communities. Well-designed commercial and institutional uses have also been introduced to the area. With the recent dedication of the Chino Hills State Park and TNC ACE as open space, the area is essentially built out. Consequently, the Mountain Park Specific Plan project site is one of the last developable areas in this portion of the City of Anaheim and the County.
From the standpoint of aesthetic impacts, the proposed project would result in a new community that fits well within the existing setting in that the land uses proposed are consistent and compatible with surrounding land uses. Specifically, the Development Areas nearest existing neighborhoods would be developed into attractive, low to low/medium density residential communities; areas nearest existing parks and open spaces would be preserved as open space. This natural progression from developed to undeveloped land use is consistent with the surrounding areas and the preservation of the major landforms within the Hill and Canyon Area as part of the project design, The Irvine Ranch Land Reserve and Coal Canyon addition of the Chino Hills State Park would result in substantial open space preservation. This conclusion is consistent with the impact analysis presented in the City of Anaheim General Plan Update Final EIR No. 330. The proposed project would not result in significant cumulative aesthetic impacts.
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R:\Projects\TIC\J020\Draft EIR\4.2 Aesthetics-031405.doc 4.2-28 Landform and Aesthetics
4.2.5 LEVEL OF SIGNIFICANCE AFTER MITIGATION
The proposed project would result in a significant unavoidable adverse impact related to landform alterations. Potentially significant impacts related to visual quality would be less than significant with the implementation of the mitigation program identified above.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-1 Geology and Soils
4.3 GEOLOGY AND SOILS
This section summarizes information provided in the Updated Preliminary Geotechnical Investigation, Mountain Park Project, Gypsum Canyon, Orange County, California, prepared by eighton and Associates, Inc. (March 2005), which also includes preliminary geotechnical investigations for the proposed Mountain Park Drive bridge overcrossing and SR-241/Weir Canyon Road interchange, included in Appendix R. The geotechnical report is provided in its entirety in Appendix B to this EIR, and is available for review as outlined in Section 2.5, Review of the Draft EIR.
4.3.1 EXISTING CONDITIONS
The project site is located in the northern foothills of the Santa Ana Mountains, which are included within the Peninsular Range geomorphic province of coastal Southern California and form the southeastern margin of the os Angeles Basin. The bedrock units within the project site represent marine and non-marine sedimentary strata of upper Cretaceous, Paleocene, Eocene, and Miocene ages. In order of oldest to youngest, these include the add, Williams, Silverado, Santiago, aqueros-Sespe, and Topanga Formations (see Exhibit 4.3-1).
The main portion of the project site consists of the major north trending Gypsum Canyon drainage with numerous smaller northeasterly and westerly trending ridges and canyons. The northern and western boundaries are adjacent to SR-91 and existing residential development within the City of Anaheim, respectively. The southern and eastern boundaries of the project site are adjacent to undeveloped land approaching Windy Ridge and the drainage divide between Coal Canyon and Gypsum Canyon, respectively. Windy Ridge is not located within the project site.
The ridges on-site, for the most part, are elongated with moderate to very steep side slopes ranging from 3:1 to 1:1 (horizontal to vertical). The sides of the ridges are often incised by swales and re-entrants from the canyons which are generally narrow and -shaped, with the exception of the main canyons which are fairly wide and flat bottomed. Existing elevations range from approximately 340 feet to 2,200 feet above mean sea level.
Geologic Units
Geologic structure at the project site consists of bedrock formations of Tertiary and Cretaceous age (i.e., aqueros-Sespe Formation, and add, etc). Alluvial materials, ranging in depth from five to greater than 50 feet in depth, are present in the main drainage channels across the project site. The potential for liquefaction exists within the development areas due to the nature of the alluvial materials (i.e., relatively sandy) and the presence of groundwater.
The hillside areas of the project site are generally underlain by bedrock of numerous formations consisting of upper Cretaceous to late Quaternary-age bedrock. The bedrock units have been faulted and uplifted during regional mountain building processes. The structure is generally comprised of homoclinal blocks transected by north-northwest trending bedrock faults.
Surficial geologic units consist of relatively recent alluvium, slopewash, landslides, and manmade fills.
Each bedrock and surficial geologic unit mapped within the project site is shown in Exhibit 4.3-1.
All units are briefly discussed below. More detailed information is provided in the Geotechnical Investigation Report in Appendix B.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-2 Geology and Soils Topanga Formation (Map Symbol-Tt)
The Topanga Formation of middle Miocene age consists primarily of a basal conglomerate overlain by well-cemented, light tan to gray, sandstone. Outcrops of this unit occur in the western portion of the project site, mainly within Development Areas 3 and 7.
Vaqueros-Sespe Formation, Undifferentiated (Map Symbol-Tvs) The late Eocene to early Miocene age Sespe Formation is of continental non-marine origin. It is comprised primarily of red colored sandstones and clayey sandstones; with some claystone, siltstone and conglomerate.
The middle Miocene age aqueros Formation is of marine origin and consists primarily of yellow sandstones with interbedded shales. This unit represents a marine transgression both interfingering with and overlying the continental Sespe Formation.
The interbedded relationships make these formations difficult to differentiate on a map, but they are generally distinguished in the field by the Sespe Formation s reddish color versus the aqueros Formation s yellowish color. Marine and non-marine strata of the undifferentiated Sespe and aqueros Formations are exposed in the central portion of the project site near the proposed Development Area 4. On the east side of Gypsum Canyon, just south of the Santa Ana River, the sandstone and conglomeratic sandstone grades upward into a massive conglomerate. This is the site of the Robertson s Ready-Mix sand and gravel mining plant.
Santiago Formation (Map Symbol-Tsa)
The late Eocene Santiago Formation, exposed on the eastern portion of the project site, is mainly of marine origin. It is generally comprised of a basal conglomerate and is overlain by gray to buff, well-cemented sandstone interbedded with siltstone. The Santiago Formation is exposed along the extreme northern and eastern edges of Development Areas 2 and 5 as well as to the east and south of the project site.
Silverado Formation (Map Symbol-Tsi)
The Paleocene age Silverado Formation is of marine and non-marine origin and is the oldest Tertiary unit within the project site. on-marine strata of the Silverado Formation are exposed on the eastern portion of the project site and are comprised primarily of grey to yellow brown sandstone with interbedded siltstones and a basal conglomerate bed. These beds are overlain by the Claymont Clay Bed, which in turn is overlain by interbeds of sandstone, siltstone and conglomerates. The Silverado Formation is exposed within the northeastern portion of Development Area 5, as well as farther east of the project site.
Williams Formation, Shulz Ranch Sandstone Member (Map Symbol-Kwsr) Marine beds of the Schulz Ranch Sandstone are exposed in the extreme southeast portion of the project site. They consist of white to yellowish brown well-cemented sandstone. The Shulz Ranch Sandstone Member of the Williams Formation is not exposed within any of the development areas. However, the formation crops-out to the southeast of the project site.
Ladd Formation, Holz Shale Member (Map Symbol-Klhs)
The add Formation is of upper Cretaceous age and represents the oldest bedrock unit mapped within the project site. Marine strata of the Holz Shale Member of the add Formation are
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-3 Geology and Soils exposed in the extreme southeast corner of the project site and consist of thin to thick beds of siltstone, sandy siltstone and shale. The Holz Shale Member of the add Formation is not exposed within any of the development areas. However, the formation crops-out to the southeast of the project site.
Surficial Units
The surficial units located within the project site are described below. The locations of select surficial units are shown in Exhibit 4.3-1.
Artificial Fill (Map Symbol-Qaf)
Major fill deposits within Development Area 5 are associated with the Robertson s Ready-Mix sand and gravel mining plant. They are predominantly silts and clays derived from the quarry operations. Major fill deposits are also located in Development Areas 3 and 7. These deposits are associated with the off-site grading of the adjacent development to the west. Minor fill is associated with access road construction, as well as existing and previously existing structures located within all development sites.
Topsoil
A mantle of sandy topsoil covers much of the project site. The topsoil is approximately one to two feet thick with thicker accumulations in swales. The nature of the topsoil varies depending on the parent material from which it was derived.
Soil Creep
Soil creep material consists of thin to thick sandy soil material (slopewash, topsoil and weathered bedrock) which moved slowly downslope due to saturation during heavy rains. Soil creep material exists in the canyon side slopes.
Slopewash
The occurrence of slopewash and thick soil cover is generally found throughout the project site in canyons, swales, side slopes, and saddles. The term slopewash is synonymous with colluvium and may include alluvium. The composition of slopewash or colluvial materials is highly variable and controlled mainly by the composition of the underlying bedrock source. In general, these deposits consist of thick sandy soil accumulations generally transported only short distances from their source.
Alluvium-Young Axial Channel Deposits (Map Symbol-Qya)
Alluvium represents an accumulation of sandy, coarse materials within canyons resulting from periodic stream transportation and deposition. As a result of transport, the alluvium generally tends to be thinner in the narrow canyons and thicker within the broader canyons and valley areas.
Landslides (Map Symbol-Qyls)
The landslide materials are derived from slopewash and underlying bedrock as a result of translational or bedding plane failures and/or rotational failure and slumps. andslide material exists in canyon side slopes. Three large landslide complexes have been mapped within or adjacent to proposed project site grading limits. Exhibits 4.3-2 through 4.3-6 depict the Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-4 Geology and Soils landslide complex areas. One is located along the eastern edge of the proposed project site (east of Development Area 2) with the slide being located outside the limits of proposed grading.
The second landslide complex is located in the western portion of the site (southeast of Development Area 4 and northwest of Development Area 1) within the limits of grading of Development Area 4. The third landslide complex is located within the current limits of the Robertson s Ready-Mix sand and gravel site, more specifically the northeast portion of the site, within Development Area 5. The landslide is an active landslide which appears to have been activated due to ongoing mining activities.
There are numerous unexplored smaller landslides throughout the site that would require further investigation during subsequent stages of project development.
Groundwater
Groundwater was encountered in several borings, specifically those drilled in areas underlain by alluvium and artificial fill, or within a known landslide. In these borings, conducted in 2003, groundwater was encountered between 1 and 55 feet below ground surface (bgs). The majority of the borings in which groundwater was encountered were located in Development Areas 1, 4, and 5. On-site groundwater conditions are further discussed in Section 4.4, Hydrology.
A number of borings were drilled by the Earth Technology Corporation in 19 4 for the purpose of locating the groundwater table in the main canyon of the Gypsum Canyon drainage. Their data indicates that both a confined bedrock groundwater aquifer and an unconfined alluvial groundwater aquifer exist in the main canyon. In the borings completed in 19 4, the groundwater surface in the unconfined alluvial aquifer ranges between approximately 15 to 55 feet bgs. Artesian groundwater conditions have been identified within the Santiago Formation which may underlie the southern and eastern portions of the project site below the ground surface. The lateral extent of the artesian zone and its relationship to the entire project site appears to be confined to the Santiago Formation which crops out primarily in the southern and eastern portions of the project site but outside the limits of development. The bedrock groundwater potentiometric surface ranges from approximately 20 feet below the existing surface near the mouth of the canyon to approximately seven feet above ground surface near the central part of the canyon. Additionally, above ground seepage areas have been recently observed within the existing quarry site (Development Area 5). This seepage is believed to be a naturally occurring, perched condition on a less permeable zone. Groundwater may be encountered during alluvial removals in the main canyon areas.
Regional Faults/Seismicity
The Alquist-Priolo Earthquake Fault oning Act was adopted by the State of California in 1972 to mitigate the hazard of surface fault rupture along active faults. For the purpose of this act, the State has defined an “active” fault as having “had surface displacement during Holocene time” (i.e., during the previous 11,000 years). In accordance with the Act, the State has delineated “Earthquake Fault ones” along “active” faults throughout the State. The designated zone closest to the project site appears to be located roughly one to two miles to the north along the Whittier-Elsinore fault zone. The subject project site is not located within a designated “Earthquake Fault one.”
However, three mapped inactive faults lie within development area footprints (Development Area 2, southeast of the southern-most cut slope; Development Areas 3 and 7, adjacent to western side of SR-241; and, Development Area 5, east of the large west facing cut slope).
These inactive faults trend to the north-northwest. Refer to Plate 1 in Appendix B for
BUTTRESS/SLOPE STABILIZATION AREA
DEEP FILL POSSIBLE SETTLEMENT MONITORING
ALLUVIAL REMOVALS
DEEP CUT AREA, RIPPABILITY CONCERNS
NTS
Source:
AREA 1
DEVELOPMENT
AREA 2
DEVELOPMENT
AREA 4
DEVELOPMENT
AREA 3
DEVELOPMENT
AREA 7
DEVELOPMENT
AREA 5
DEVELOPMENT
BUTTRESS/SLOPE STABILIZATION AREA
DEEP FILL POSSIBLE SETTLEMENT MONITORING
ALLUVIAL REMOVALS
DEEP CUT AREA, RIPPABILITY CONCERNS
UNSUITABLE FILL MATERIAL OVER
ALLUVIUM
LANDSLIDE
LANDSLIDE DIRECTION
NTS
Source:
AREA 1
DEVELOPMENT
AREA 2
DEVELOPMENT
AREA 4
DEVELOPMENT
AREA 3
DEVELOPMENT
AREA 7
DEVELOPMENT
AREA 5
DEVELOPMENT
BUTTRESS/SLOPE STABILIZATION AREA
DEEP FILL POSSIBLE SETTLEMENT MONITORING
ALLUVIAL REMOVALS
DEEP CUT AREA, RIPPABILITY CONCERNSLANDSLIDELANDSLIDE DIRECTION NTS
Source:
AREA 1
DEVELOPMENT
AREA 2
DEVELOPMENT
AREA 4
DEVELOPMENT
AREA 3
DEVELOPMENT
AREA 7
DEVELOPMENT
AREA 5
DEVELOPMENT
BUTTRESS/SLOPE STABILIZATION AREA
DEEP FILL POSSIBLE SETTLEMENT MONITORING
ALLUVIAL REMOVALS
DEEP CUT AREA, RIPPABILITY CONCERNSUNSUITABLE FILL MATERIAL OVER ALLUVIUM
LANDSLIDE
LANDSLIDE DIRECTION
NTS
Source:
AREA 1
DEVELOPMENT
AREA 2
DEVELOPMENT
AREA 4
DEVELOPMENT
AREA 3
DEVELOPMENT
AREA 7
DEVELOPMENT
AREA 5
DEVELOPMENT
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-5 Geology and Soils approximate locations of the on-site inactive faults. In general, the stratified rocks locally occur as a west dipping homocline which has been faulted in several areas. The rocks strike generally northeast to northwest and dip at moderate angles, ten to 45 degrees, to the west and northwest. The bedrock structure and fault patterns represent past episodes of tectonic deformation. one of these faults mapped within the parcel are reported to be active or potentially active as defined by the Alquist-Priolo Special Studies one Act of 1972. o known active or potentially active faults are shown crossing the site on published maps reviewed. o evidence of active or potentially active faulting was encountered in any of the exploratory excavations performed during the evaluation, or in referenced reports reviewed for this study.
There are a number of faults in the Southern California area which are considered active and could cause moderate to strong shaking should they be the source of an earthquake. These include, but are not necessarily limited to, the San Andreas Fault, the San Jacinto Fault, the Elsinore Fault, the Whittier- orth Elsinore Fault, the Chino Fault and the ewport-Inglewood Fault ones, as shown in Table 4.3-1 below. It should be noted that although the El Modeno and Peralta Hills Faults are identified approximately nine miles to the west of the project site, these faults are not considered active by the State of California and therefore are not included in Table 4.3-1.
TABLE 4.3-1
REGIONAL FAULT SYSTEMS ACTIVE FAULTS
Fault
Distance from the Site
km
Maximum
Magnitude
Whittier-Elsinore 1.6 6.
Chino-Central Avenue (Elsinore) 2.5 6.7
Elsinore-Glen Ivy 6.1 6.
San Jose 23. 6.5
Sierra Madre (Central) 2 .4 7.0
Cucamonga 2 .6 6.9
ewport-Inglewood ( .A. Basin) 35.1 6.9
ewport-Inglewood (Offshore) 36. 6.
Elsinore - Temecula 41.1 6.7
Source: eighton and Associates, Inc. 2005
Related Planning Programs
City of Anaheim General Plan
Safety Element
The Safety Element assesses natural and man-made hazards present in the community and includes policies to address those hazards. The purpose of the Safety Element is “to identify potential hazards that can significantly impact the City; provide policies to minimize potential dangers to residents, workers, and visitors, and to reduce the level of property loss due to a potential disaster; and, identify ways to respond to crisis situations.” Goals and policies of the Safety Element related to geologic considerations which are applicable to the project and a project consistency analysis are presented in Table 4.3-3 in Section 4.3.2.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-6 Geology and Soils Green Element
The Green Element is a single, comprehensive plan to add more green areas throughout the City and protect and enhance its natural and recreational resources. In doing so, the Green Element combines two required elements of the General Plan–Open Space and Conservation– with an optional element, Parks, Recreation and Community Services. Conserving natural resources/natural open space is a fundamental part of the Green Element. Goals and policies of the Green Element related to hillside development and grading which are applicable to the project and a project consistency analysis are identified in Table 4.3-3 in Section 4.3.2.
SCAG Regional Comprehensive Plan and Guide
In SCAG s comment letter on the OP, it identified one policy (Policy 3.23) from Growth Management Chapter of the RCPG related to geotechnical issues as being applicable to the proposed project. Policy 3.23 is identified and discussed in Table 4.3-3 in Section 4.3.2. ote that additional policies from the Growth Management Chapter and Open Space Chapter (Policy
3.22, 9.04, and 9.05) are addressed in Section 4.10, Hazards and Hazardous Materials.
4.3.2 PROJECT IMPACT ANALYSIS
Thresholds of Significance
The criteria used to determine the significance of potential impacts related to geology and soils are based on the City s Initial Study and the model Initial Study checklist in Appendix G of the State CEQA Guidelines. The project would result in a significant impact related to geology and soils if it would:
1. Expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving:
a. Rupture of a known earthquake fault, as delineated on the most recent Alquist-Priolo Earthquake Fault oning Map issued by the State Geologist for the area or based on other substantial evidence of a known fault. Refer to Division of Mines and Geology Special Publication 42.
b. Strong seismic ground shaking.
c. Seismic-related ground failure, including liquefaction. d. andslides.
2. Result in substantial soil erosion or the loss of topsoil.
3. Be located on a geologic unit or soil that is unstable, or that would become unstable as a result of the project, and potentially result in on- or off-site landslide, lateral spreading, subsidence, liquefaction or collapse.
4. Be located on expansive soil, as defined in Table 1 -1-B of the Uniform Building Code (1994), creating substantial risks to life or property.
5. Conflict with any applicable plan, policy or regulation of an agency with jurisdiction over the project adopted for the purpose of avoiding or mitigating an environmental effect.
Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-7 Geology and Soils As previously discussed in Section 2.3.2, Effects Found ot to be Significant, during preparation of the Initial Study the City of Anaheim determined that the proposed project would not have significant impacts for the following threshold and no further analysis is presented in this section.
x Have soils incapable of adequately supporting the use of septic tanks or alternative waste water disposal systems where sewers are not available for the disposal of waste water.
Impact Analysis
Each of the threshold criteria are discussed in detail below with respect to potential impacts associated with the proposed project. Table 4.3-3 provides a comprehensive summary of the major geotechnical constraints associated with each Development Area. ote that the first column of this table identifies the threshold of significance under which the geotechnical constraint is discussed and the applicable mitigation. Mitigation is outlined in Section 4.3.3 (Mitigation Program). Exhibits 4.3-2 through 4.3-6 depict the areas where slope stabilization, deep cuts and fills, and alluvial removals would occur within the proposed project.
As previously described in Section 3, the project would require approximately 26 million cubic yards of earthwork (cut and fill), and an additional 20 million cubic yards of remedial grading (excavation and recompaction of soils) to ensure slope stability. These quantities are provided by each Development Area in Table 4.3-2. The project grading is balanced on-site and also is balanced for each Development Area. There would be no need to transport earth materials between Development Areas.
TABLE 4.3-2
CUT AND FILL UANTITIES
Cut cy Fill cy Remedial cy
Development Area 1 2,650,000 2,650,000 1,400,000
Development Area 2 1,400,000 1,100,000 2,150,000
Development Areas 3 7 5,400,000 5,700,000 2,000,000
Development Area 4 4,550,000 4,550,000 3,450,000
Development Area 5 12,000,000 12,000,000 11,000,000
Total 2 000 000 2 000 000 20 000 000
Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3- Geology and Soils TABLE 4.3-3
SUMMARY OF GEOTECHNICAL CONSTRAINTS
DEVELOPMENT AREAS
Geotechnical Constraint
Applicable Thresholds of
Significance and Mitigation 1 2 3 4 5
Cuts and Cut Slopes Depths Threshold 3; SCs 3-1 through 3-3, and MMs 3-1 and 3-2.
Maximum proposed cut is 140 foot on the southeast facing cut slope along the northwest boundary of Development Area 1. Cut slopes up to 150 ft in height are proposed along the southern and northwest boundaries and along the main access road.
Maximum proposed cut is 140 foot near the toe of the largest east facing cut slope. Cut slopes from 90 to 220 feet in height are proposed along the eastern boundary of Development Area 2.
Maximum proposed cut is approximately 200 feet at the toe of the north facing cut slope of the Weir Canyon Road Extension. orth and east facing cut slopes, on the order of 200 feet, are proposed in the southern portion of Development Areas 3 and 7 and are associated with the Weir Canyon Road Extension.
Maximum proposed cut is approximately 200 feet within the northern portion. Cut slopes from 160 to 1 0 feet in height, are proposed along the southern and southeastern portions of Development Area 4.
Maximum proposed cut is approximately 210 feet near the toe of the west facing cut slope within the eastern portion of the Development Area 5. A west facing fill over cut slope, approximately 330 feet in height, is proposed along the eastern boundary of Development Area 5.
Fills and Fill Slopes Threshold 3; SCs 3-1 through 3-3, and MMs 3-1 and 3-2.
The deepest fill, excluding remedial removals, is 100 feet within the large drainage through the central part of Development Area 1. Fill slopes of approximately 100 feet in height are proposed along the eastern portion of Development Area 1.
The deepest fill, excluding remedial removals, is approximately 70 feet within the southern portion of Development Area 2. Fill slopes up to approximately 100 feet in height are proposed along the northern and western edges of Development Area 2.
The deepest fill, excluding remedial removals, is approximately 160 feet within the east facing fill slope adjacent to SR-241. A large fill slope, up to approximately 175 feet in height, facing SR-241 is proposed along the eastern boundary of Development Areas 3 and 7.
The deepest fill, excluding remedial removals, is 110 feet within the main drainage that nearly bisects the southern portion of Development Area 4. Fill slopes up to a maximum of 130 feet in height, are planned for central and southwestern portions of Development Area 4.
The deepest fill, excluding remedial removals, is approximately 100 feet within the northern portion of Development Area 5. Fill slopes up to approximately 150 feet in height are proposed along the northern and western boundaries of Development Area 5.
Fill Materials Threshold 3; SCs 3-1 through 3-3, and MMs 3-1 and 3-2.
Materials within Development Area 1 are suitable for use as compacted fills.
Materials within Development Area 2 are suitable for use as compacted fills.
Certified artificial fill is mapped along western boundary of Development Areas 3 and 7. Testing indicates this material is suitable for use as fill material and suitable to accept additional fill placement following removal of near surface, weathered material.
Materials within Development Area 4 are suitable for use as compacted fills.
Materials within Development Area 5 are suitable for use as compacted fills.
Slope Stability Thresholds 2 and 3; SCs 3-1 through 3-3, and MMs 3-1 and 3-2. orth facing slopes along southern boundary
will require remedial measures. Southeast and east facing slopes at the northwestern and southwestern site boundaries are not likely to require remediation. Daylight cut areas along the southeast boundary, on either side of the southernmost, east facing fill slope may require a structural setback.
The three west facing slopes along the eastern boundary are anticipated to require stabilization. Daylight cut areas along the southeast boundary, on either side of the north facing fill slope may require a structural setback.
The north facing cut slope south of the Weir Canyon Road Extension and the southernmost west facing cut slope are anticipated to require stabilization. The westernmost east facing cut slope north of the Weir Canyon Road Extension (adjacent to existing residential development) is not expected to require remediation.
The cut slopes anticipated to require stabilization include: the north facing slope (adjacent to Santa Ana Canyon Road and the SR-241/SR-91 interchange) that marks the northern boundary of Development Area 4, the large north facing slope at the southern boundary of the northern portion of Development Area 4 (just east of SR-241), the two west facing slopes east of the access road to the southern portion of Development Area 4, and the two north to northeast facing slopes along the southeast perimeter.
The west facing slope along the eastern boundary will require remediation due to the presence of an active landslide possibly triggered by ongoing sand and gravel mining in the central portion of Development Area 5. The daylight cut in the northeast corner of Development Area 5, between the large west facing cut slope and the north facing slope along SR-91, may also require remediation.
Expansive Soils Thresholds 3 and 4, SCs 3-1 through 3-3, and MM 3-1. ery low ery low to medium ery low to medium ery low to medium ery low to high Rippability Threshold 3; SCs 3-1 through 3-3, and MMs 3-1 and 3-2.
Blasting is not anticipated but may be required where cuts exceed 100 feet.
Blasting is not anticipated but may be required where cuts exceed 100 feet.
Blasting is not anticipated but may be required where cuts exceed 100 feet.
Blasting is not anticipated but may be required where cuts exceed 100 feet.
Blasting is not anticipated but may be required where cuts exceed 100 feet.
Subdrainage Threshold 1c; SCs 3-1 through 3-3, and MM 3-1.
Subdrains will be constructed in planned canyon fills and slope stabilizations based on field recommendations determined by the geotechnical consultant.
Subdrains will be constructed in planned canyon fills and slope stabilizations based on field recommendations determined by the geotechnical consultant.
Subdrains will be constructed in planned canyon fills and slope stabilizations based on field recommendations determined by the geotechnical consultant.
Subdrains will be constructed in planned canyon fills and slope stabilizations based on field recommendations determined by the geotechnical consultant.
Subdrains will be constructed in planned canyon fills and slope stabilizations based on field recommendations determined by the geotechnical consultant.
Li uefaction Threshold 1c; SCs 3-1 through 3-3, and MM 3-1.
Potential for soil liquefaction is present within the main drainage area of Gypsum Canyon and the larger drainage areas where grading is proposed.
Potential for soil liquefaction is present within the main drainage area of Gypsum Canyon and the larger drainage areas where grading is proposed.
Soil liquefaction potential is considered negligible since alluvial and colluvial materials will be removed prior to the placement of fill. Additionally, no significant zones of saturated soil material have been identified.
Potential for soil liquefaction is present in the central drainage areas where grading is proposed.
Potential for soil liquefaction is present within the main drainage area of Gypsum Canyon and the larger drainage areas where grading is proposed.
Landslides Threshold 1d, SCs 3-1 through 3-3, and MMs 3-1 and 3-2.
Several landslides have been mapped including a large landslide complex to the west of Development Area 1; however, it is located outside of the development footprint and is not anticipated to impact the proposed project or require mitigation. o landslides have been mapped within Development
Area 2 but several have been mapped to the east of the development footprint, outside of the limits of grading. They are not anticipated to impact the proposed project or require mitigation.
Several landslides have been mapped within the project study area; however, none are mapped within the grading limits of Development Areas 3 and 7.
A large landslide complex is located within the southeastern portion of the grading limits for Development Area 4. This landslide will require mitigation.
A large landslide complex is located within the existing limits of the Robertson s Ready-Mix sand and gravel mining site (i.e., northeast portion of Development Area 5). The landslide is active and will require mitigation. Several other landslides have been mapped to the east of Development Area 5 but are located outside of the development footprint. These landslides are not anticipated to impact the proposed project or require mitigation.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-9 Geology and Soils Thresholds 1a and 1b: Would the project expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving: a) Rupture of a known earthquake fault, as delineated on the most recent Alquist-Priolo Earthquake Fault Zoning Map issued by the State Geologist for the area or based on other substantial evidence of a known fault? Refer to Division of Mines and Geology Special Publication 42 and b) Strong seismic ground shaking?
On-site Project Impacts
There are no known active or potentially active faults on or crossing the project site; therefore, the possibility of surface fault rupture is considered remote. However, as with all of Southern California, the project site is located within a seismically active region and ground shaking, from seismic activity can cause damage to buildings and infrastructure.
Seismic parameters for the project site were analyzed using a deterministic seismic hazard analysis. In a deterministic analysis, one does not consider how likely or unlikely an earthquake on a specific fault would be. It simply involves computing the maximum ground acceleration that could be expected if the most severe earthquake actually occurred along each of the known fault systems in the area. The closest fault to the project site is the Whittier-Elsinore fault zone, located one to two miles north of the project site. Based on this analysis, the Whittier-Elsinore fault is potentially capable of producing the most intense ground acceleration at the site due to its proximity and maximum credible earthquake magnitude of 6. (Mw). Such an earthquake near the site could produce seismic shaking with peak horizontal ground acceleration estimated at 0.9941g (g is the acceleration of gravity, equal to 32 feet/seconda ).
Ground motion can also result in secondary impacts, such as liquefaction, ground failure, and seismic settlement. A probabilistic seismic hazard analysis was also performed and indicates a ground acceleration of 0.675g for a ten percent probability of occurrence within the next 50 years.
The possibility of ground acceleration or shaking at the project site is considered similar to that for all of Southern California, and is considered a potentially significant impact. All applicable guidelines, including compliance with the Anaheim Building Code (ABC), accepted industry standards, and other regional and local regulations that address seismic hazards, would be incorporated into project design and would reduce potentially significant seismic-related hazards to less than significant levels.
Off-site Project Feature Impacts
The proposed off-site project features described in Section 3.3.4, include infrastructure, drainage and roadway improvements. These facilities would be subject to similar seismic impacts as identified above for on-site impacts. Compliance with standard state and local building requirements would reduce these impacts to levels considered less than significant.
a
32 ft/sec2
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-10 Geology and Soils Caltrans-related Project Feature Impacts
The SR-241/Weir Canyon Road interchange, Mountain Park Drive bridge overcrossing, SR-91 slope improvements and other roadway improvements within Caltrans right-of-way are not located within the boundaries of a designated Alquist-Priolo Special Studies one. However, the faults identified previously in Table 4.3-1 also have the potential to impact the proposed facilities. It should be noted that Caltrans seismic analysis guidelines are more restrictive than the typical seismic analysis, such as that conducted for the proposed residential project.
Caltrans guidelines require that all faults be considered as potentially active; therefore, the El Modeno-Peralta Hills Fault which has not been designated an active fault, is considered active for purposes of this analysis. This fault is approximately nine miles from the proposed project site.
The peak bedrock acceleration rate at the interchange and bridge locations is approximately
0.6g. The possibility of ground acceleration or shaking is considered similar to that for all of Southern California. All applicable guidelines, including compliance with the ABC, accepted industry standards, and other regional and local regulations that address seismic hazards, would be incorporated into project design for these facilities.
As with the on-site and off-site project features discussed previously, compliance with standard local and state building requirements and incorporation of the recommendations of the preliminary geotechnical reports into final grading plans, would reduce potentially significant seismic-related impacts to Caltrans-related facilities to a level considered less than significant.
The mitigation program is described in Section 4.3.3.
Impact 4.3-1 The project site is located in a seismically active region, and people and structures could be exposed to seismic ground shaking. This potentially significant impact will be mitigated to a level considered less than significant with implementation of SC 3-1, SC 3-3 and MM 3-1.
Threshold 1c: Would the project expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving:
c) seismic-related ground failure, including liquefaction? On-site Project Impacts
iquefaction commonly occurs when three conditions are simultaneously present: 1) high groundwater, 2) relatively loose, cohesionless (sandy) soil, and 3) earthquake generated seismic waves.
As identified in Table 4.3-3, elevated groundwater conditions exist in Development Areas 1, 2, 4, and 5 and show groundwater near the surface. This together with the sandy, cohesionless nature of alluvium encountered in borings and the close proximity to the Whittier-Elsinore Fault (which is located approximately one to two miles north of the site), could present the potential for liquefaction. In Development Areas 3 and 7, soil liquefaction is considered negligible since alluvial and colluvial materials would be removed prior to the placement of fill. In addition, no significant zones of saturated soil material have been identified in Development Areas 3 and 7.
The potential adverse effects of the groundwater conditions on-site are considered low for the following reasons. The lateral extent of the artesian zone previously described is located south of proposed development areas and would not effect development of the site. Additionally, proposed design elevations for the southern-most development areas (Development Areas 1 and 2) are well above canyon elevations and do not encroach significantly into the main canyon Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-11 Geology and Soils area. In areas where proposed design does encroach into the main canyon, recent subsurface investigations did not encounter groundwater.
In Development Areas 1, 2, 4, and 5, possible remedial measures would include the complete or partial removal of liquefiable soils in conjunction with increased (i.e., deeper and/or stiffer) foundation recommendations. Subdrains would be installed where groundwater is encountered near the ground surface as necessary. If artesian conditions are encountered within the proposed development areas, each situation will be evaluated separately.
During rough grading operations and where feasible, complete removal of all potentially liquefiable alluvium would be accomplished. Where groundwater is present or encountered within alluvial areas, removals would extend down to saturated alluvium. Following alluvial removals, engineered fill would be placed at a minimum of 90 percent relative compaction. Fill depths of approximately 40 feet are proposed within the main canyon area. Anticipated depths of left in place, saturated alluvium are approximately 30 feet. Additionally, any left in place, saturated alluvium would lie within the main canyon areas (where only minor development is proposed), and therefore would be laterally confined by the drainage walls, both above and below current alluvial elevations. The proposed grading concept for the project includes alluvial removals, engineered fill in the canyons and installation of a subdrain system to reduce potential impacts associated with liquefaction.
Potential impacts associated with elevated groundwater conditions are potentially significant and would be reduced to a level less than significant with application of SC 3-1 and SC 3-2 (compliance with local and state requirements), SC 3-3 (preliminary geotechnical engineering), and MM 3-1 (incorporation of recommendations of the preliminary geotechnical reports into final grading plans). The mitigation program is described in Section 4.3.3.
Impact 4.3-2 The presence of elevated groundwater conditions on the project site is considered a potentially significant impact. This impact will be mitigated to a level considered less than significant with implementation of SCs 3-1 through 3-3, and MM 3-1.
Off-site Project Feature Impacts
The proposed off-site project features described in Section 3.3.4, include infrastructure, drainage, and roadway improvements. Implementation of these project features would not result in any uses or activities that would expose people to seismic-related ground failure or liquefaction.
Caltrans-related Project Feature Impacts
The proposed overcrossings are located on the Tertiary Topanga Formation and aquerosSespe Formation bedrock units. These bedrock limits are overlain by approximately 50 feet of engineered fill. Bedrock and fill material are generally not susceptible to liquefaction since they are primarily associated with low-density, saturated, fine- to medium-grained, cohesionless soils.
These two locations are not shown as potentially liquefiable on the Seismic Hazards one Map for the Black Star Quadrangle. Due to anticipated shallow bedrock on the abutments and absence of groundwater within the compacted fill near the center bent support, the potential of liquefaction at these two locations is considered low.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-12 Geology and Soils The SR-91 slope improvements north of Development Area 5 and other roadway improvements would not result in any uses or activities that would expose people to seismic-related ground failure or liquefaction.
Threshold 1d: Would the project expose people or structures to potential substantial adverse effects, including the risk of loss, injury, or death involving:
d) Landslides?
On-site Project Impacts
There are three large landslide complexes within or adjacent to the proposed project site grading limits (refer to Exhibits 4.3-3 through 4.3-6). One of the landslide complexes is located within the present limits of Robertson s facility located in the northeast portion of the project site (Development Area 5). A second landslide complex is located within the southeastern grading limits of Development Area 4. The third landslide complex is located within the proposed project site but outside of the limits of grading. The two on-site landslides within grading limits will require mitigation, particularly in areas where the project design does not entirely remove mapped landslides. Potential mitigation measures for mapped landslides would include complete removal, if feasible. The feasibility of landslide removal is determined by several factors such as, but not limited to: location of the landslide with respect to the limits of grading, size and depth of landslide, whether removal of the slide will cause additional slope instability within the project or to adjacent existing structures, access to the landslide, and the presence of groundwater. If complete removal is not possible, landslides may be stabilized and/or buttressed. This typically involves partial removal of the landslide, and stabilizing potential future movement with earthen fill or reinforced material(s) such as geogrid reinforced soil; walls, etc.
There are numerous unexplored smaller landslides throughout the site that would require further investigation at the appropriate time. Potential project impacts related to landslides would be potentially significant and would be reduced to a level less than significant with application of SC 3-1 and SC 3-2 (compliance with local requirements), SC 3-3 (preliminary geotechnical study), MM 3-1 (incorporation of recommendations of the preliminary geotechnical reports into final grading plans), and MM 3-2 (grading observation). The mitigation program is described in Section 4.3.3.
Off-site Project Feature Impacts
one of the mapped landslides are located within the areas identified for off-site project improvements. In addition, the off-site improvements are all located in areas that have been previously developed. Implementation of off-site improvements would not expose people to seismic-related landslide impacts.
Caltrans-related Project Feature Impacts
As indicated above, there are three large landslide complexes within or adjacent to the project area. One of these landslide complexes is located east of SR-241, south of Development Area 4 and west of Development Area 1, adjacent to the proposed SR-241/Weir Canyon Interchange. This landslide complex is located within the grading limits of the interchange and would require mitigation, particularly in areas where project design does not entirely remove mapped landslides. Mitigation for mapped landslides would include stabilization and/or buttressing. This typically involves partial removal of the landslide, and stabilizing potential future movement with earthen fill or reinforced material(s) such as geogrid reinforced soil, walls, etc.
Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-13 Geology and Soils The proposed bridge overcrossing, SR-91 slope improvements, and other improvements in Caltrans right-of-way are not located adjacent to the identified landslide complexes. However, there are numerous unexplored smaller landslides throughout the site that would require further investigation at the appropriate time. As discussed above for on-site project impacts, this potentially significant impact would be reduced to a level less than significant with implementation of SC 3-1 and SC 3-2 (compliance with local and state requirements), SC 3-3 (preliminary geotechnical study), MM 3-1 (incorporation of recommendations of the preliminary geotechnical reports into final grading plans), and MM 3-2 (grading observation). The mitigation program is described in Section 4.3.3.
Impact 4.3-3 The project site is located in an area where three landslide complexes have been mapped adjacent to or within the project site resulting in a potentially significant impact. This impact would be reduced to a level considered less than significant with implementation of SC 3-1, SC 3-2, and SC 3-3, MM 3-1, and MM 3-2.
Threshold 2: Would the project result in substantial soil erosion or the loss of topsoil?
During construction activities of the proposed project (including on-site and off-site project features, the SR-241/Weir Canyon Road interchange, the bridge overcrossing, and SR-91 slope improvements), soil would be exposed and there would be an increased potential for soil erosion compared to existing conditions. Additionally, during a storm event, soil erosion could occur at an accelerated rate. The increased erosion potential could result in short-term water quality impacts as identified in Section 4.4, Hydrology. These impacts would be reduced to a level considered less than significant through implementation of the mitigation program described in Section 4.5.3, Water Quality, Mitigation Program (refer to Existing Regulations and Standard Conditions SC 5-1 through 5-3).
The potential for erosion following completion of project development would be negligible with (Caltrans) development and implementation of erosion control best management practices (BMPs), required of the Stormwater Pollution Prevention Plan (SWPPP) for the proposed project. The requirement to prepare a SWPPP is identified in Standard Conditions SC 5-2 (City of Anaheim) and SC 5-4 (Caltrans) in Section 4.5, Water Quality. Erosion control BMPs are designed to prevent erosion and include, but are not limited to slope stabilization using rock or revegetation, revegetation, and hydro-seeding. Additionally, the project property owner/ developer is required to prepare a Water Quality Management Plan (WQMP). A final project WQMP would be prepared for each Development Area or tract in conjunction with the rough grading plan or final subdivision map, whichever occurs first. For construction within Caltrans right-of-way, the WQMP would be required prior to approval of an encroachment permit.
Specific components of the WQMP are outlined in Section 4.5.3, Water Quality, Mitigation Program, and include site design BMPs, and source control BMPs that address erosion. Project site grading, the storm drain system, and landscape cover would be designed to City standards to minimize erosion potential. Potential erosion impacts are less than significant through implementation of the project design features, existing regulations, and standard conditions described in Section 4.5.3, Water Quality Mitigation Program.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-14 Geology and Soils Threshold 3: Would the project be located on a geologic unit or soil that is unstable, or that would become unstable as a result of the project, and potentially result in on- or off-site landslide, lateral spreading, subsidence, liquefaction or collapse?
On-site Project Impacts
Slope Stability
x Slope Stability/Cuts/Fills – As indicated in Table 4.3-2, the proposed project will require remedial measures and/or stabilization measures throughout the project site. Cut and fill depths as well as cut slope and fill slope heights are described in Table 4.3-2. Table 4.3-2 indicates the areas within each development area that will require remedial and stabilization measures as well as areas requiring structural setbacks. All cut and fill slopes shall be planned at angles of 2:1 (horizontal to vertical) or less and are required to have a calculated factor of safety of 1.5 and 1.1 for static and pseudo-static conditions, respectively. Per the City of Anaheim s Policy o. 211 regarding Hillside Grading/Contour Grading, some of the development area slopes may need to be redesigned at a steeper ratio than 2:1. Site specific recommendations for areas where steepened slopes may be planned include, but are not limited to possible slope reinforcement. The proposed project includes cut and fill slopes. There is a potential for slope failure if these slopes are not properly designed and constructed. The potential for slope instability would be less than significant with application of SC 3-1 and SC 3-2 (compliance with local requirements), SC 3-3 (preparation of and submittal of a preliminary geotechnical study), MM 3-1 (incorporation of recommendations of the preliminary geotechnical reports into final grading plans), and MM 3-2 (grading observation). The mitigation program is described in Section 4.3.3.
Impact 4.3-4 The proposed project includes cut and fill slopes. There is a potential for slope failure if these slopes are not properly designed and constructed.
The potential for slope instability is considered a potentially significant impact. This impact would be mitigated to a level considered less than significant with implementation of SC 3-1, SC 3-2, SC 3-3, MM 3-1, and MM 3-2.
x Rippability/Oversized Materials – The majority of the bedrock units within the project site are expected to be excavatable to moderated depths (i.e., planned depths).
Excavation difficulties can be expected where relatively deep cuts ( 100 feet) are planned and localized hard rock areas can occur even at relatively shallow depths (refer to Exhibits 4.3-2 though 4.3-6 which show areas where rippability is a potential concern).
These regions include: the northern portion of Development Area 1 adjacent to the large southeast facing cut slope; a small area within the eastern portion of Development Area 2 adjacent to the west facing cut slopes; an area along the proposed Weir Canyon Road adjacent to the north facing cut slope within Development Area 3; a large area within the northern portion of Development Area 4; a large area within Development Area 5 adjacent to the large west facing cut slope, and an area within the east end of Development Area 7, adjacent to the proposed Weir Canyon Road extension. These localized areas may require special excavation techniques (i.e., rock breaker or blasting) and produce over-sized material. Although blasting is not currently anticipated, it cannot be entirely ruled out. Over-sized material will require special handling and placement in fill. Special handling techniques include placement toward the bottom of deep fill areas, rock blankets, windrows, etc.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-15 Geology and Soils If blasting of non-rippable/excavatable bedrock materials is required, several events may occur: rock falls, reactivation of landslides, and vibration. However, blasting can be precisely controlled by current standard procedures to limit the possibility of creating rock falls, reactivating landslides, and damage due to vibrations. If blasting is required within the project site (possibly where cuts exceed 100 feet), a blasting plan will be required. Monitoring of pre and post-blast vibrations should be conducted. In general, the blasting procedure would likely involve multiple days of pre-blast drilling and set up, followed by the “shot” event which is the use of explosives. Pre-blasting procedures vary depending on the size of the area to be blasted, depth of drilling, type of material, the presence of groundwater, the desired size blasted materials, and the presence of existing utilities and development. Typically, no more than one “shot” event occurs per day. In addition, areas that may require blasting are in remote areas away from existing developments and therefore should not impact surrounding areas. Coordination and compliance with standard blasting techniques/requirements established by the City of Anaheim Fire Department would result in less than significant impacts. The potential for blasting impacts would be less than significant with application of SC 3-2 (compliance with local requirements), SC 3-3 (preparation and submittal of a preliminary geotechnical study), MM 3-1 (incorporation of recommendations of the preliminary geotechnical study into final grading plans), MM 3-2 (grading observation), and MM 3-3 (preparation and submittal of blasting plan). The mitigation program is described in Section 4.3.3.
Impact 4.3-5 The proposed project may include blasting in areas where cuts exceed 100 feet. The potential for blasting related impacts such as rock falls, reactivation of landslides and vibration are considered potentially significant. This impact would be mitigated to a level considered less than significant with implementation of SC 3-2, SC 3-3, MM 3-1, MM 3-2 and MM 3-3.
Unsuitable Soils
Unsuitable materials include soils/materials that are compressible and/or collapsible such as topsoils, alluvium, colluvium, landslides and fill materials. Following is a discussion of unsuitable soils related to the proposed project:
x Compressible/Collapsible Material – Potentially compressible and/or collapsible materials include topsoil, alluvium, colluvium, highly weathered bedrock, landslides, and undocumented fill. Consolidation tests on alluvial materials indicate potential for collapse under load and increase in moisture content. Removal of collapsible/ compressible material will be required in areas where structural fill is required.
Estimated depths of removal will be determined prior to approval of each grading plan. x Fill Materials – As indicated in Table 4.3-2, existing fill materials are suitable for use as compacted fills. In areas of deep fills, design options include the potential for increased compaction (above the current industry standard of 90 percent) and or settlement monitoring (for the duration necessary to assure that both the projected total and differential settlement estimates for a given area are within limits at which structural improvement construction is conservatively acceptable) along with increased foundation recommendations (possibly including post-tensioned and/or deepened foundation systems). Prior to fill placement, loose and compressible materials will be removed where feasible. Removal bottoms will also be scarified and moisture conditioned, as necessary.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-16 Geology and Soils x Expansive Soils – Expansive soils are discussed below under Significance Criteria Threshold 4. Although the potential for expansive soils on the project site is considered “very low,” the potential exists and is considered a potentially significant impact.
Implementation of SC 3-1 and SC 3-2 (compliance with local requirements), SC 3-3 (preparation and submittal of a preliminary geotechnical study), MM 3-1 (incorporation of recommendations of the preliminary geotechnical study into final grading plans), and MM 3-2 (grading observation) would mitigate potential impacts associated with unsuitable soils described above to a level considered less than significant. The mitigation program is described in Section 4.3.3.
Impact 4.3-6 The presence of unsuitable soils on the project site is considered a potentially significant impact. This impact will be mitigated to a level considered less than significant with implementation of SC 3-1, SC 3-2, SC 3-3, MM 3-1, and MM 3-2.
Off-site Project Feature Impacts
The proposed off-site project features described in Section 3.3.4, include infrastructure, drainage and roadway improvements. Implementation of these project features would not result in any uses or activities that would result in unstable soil or geologic units. However, impacts
4.3-4 and 4.3-6 identified above for on-site project features would also apply to off-site project feature impacts. These impacts would be reduced to levels considered less than significant with the implementation of SC 3-1, SC 3-2, SC 3-3, MM 3-1, and MM 3-2. The mitigation program is described in Section 4.3.3.
Caltrans-related Project Feature Impacts
The proposed roadway improvements in Caltrans right-of-way, including the SR-91 slope improvements, would not result in any uses or activities that would result in unstable soil or geologic units. However, impacts 4.3-4 and 4.3-6 identified above for on-site project features would also apply to these project features. These impacts would be reduced to levels considered less than significant with the implementation of SC 3-1, SC 3-2, SC 3-3, MM 3-1, and MM 3-2, described in Section 4.3.3. Following is an evaluation of the SR-241/Weir Canyon Road interchange and the Mountain Park Drive bridge overcrossing.
Slope Stability
x Slope Stability/Cuts/Fills – The proposed interchange would require a fill slope west of SR-241 and a series of cut/fill slopes east of SR-241 to create the on- and off-ramps for Weir Canyon Road. The fill slope west of SR-241 will be approximately 130 feet in height while the cut/fill slopes east of SR-241 will vary from 5 to 43 feet in height. All cut and fill slopes shall be planned at angles of 2:1 (horizontal to vertical) or less and are required to have a calculated factor of safety of 1.5 and 1.1 for static and pseudo-static conditions, respectively. Site specific recommendations for areas where steepened slopes may be planned include, but are not limited to possible slope reinforcement.
The grading required for the bridge overcrossing has been assumed in the impact area for the proposed project and is addressed above under on-site project impacts.
As discussed above for on-site impacts, potential impacts associated with the bridge overcrossing and SR-241 interchange would be potentially significant (refer to Impact
4.3-4) and would be reduced to less than significant with application of the mitigation program identified in Section 4.3.3.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-17 Geology and Soils x Rippability – A majority of the bedrock units in the proposed interchange and bridge overcrossing areas are expected to be excavatable to planned depths. Although blasting is not currently anticipated, it cannot be entirely ruled out. Over-sized material will require special handling and placement of fill. Special handling techniques include placement toward the bottom of deep fill areas, rock blankets, windrows, etc. The potential for blasting is considered a potentially significant impact (refer to Impact 4.3-5).
Implementation of SC 3-2, SC 3-3, and MMs 3-1 through 3-3 would reduce this impact to a level considered less than significant. The mitigation program is described in Section
4.3.3. Unsuitable Soils
x Compressible/Collapsible Material – The interchange and bridge overcrossing areas are located adjacent to existing SR-241. Certified engineered fill was used for construction of SR-241. This fill comprises the majority of the material identified for the proposed interchange and bridge overcrossing areas with the exception of the landslide information (refer to Threshold 1d discussion above). Although not expected, any potentially compressible and/or collapsible materials, including topsoil, alluvium, colluvium, highly weathered bedrock, and undocumented fill, will require removal where structural fill is required. Estimated depths of removal will be determined prior to approval of each grading plan.
x Fill Materials – Approximately 50 feet of certified engineered fill has been placed in the areas of the proposed interchange and bridge overcrossing. The fill is underlain by the aqueros-Sespe Formation. Deep fills (between 30 and 100 feet) may be proposed for portions of the Weir Canyon Overcrossing that would require special consideration to assure the stability of structural improvements. In these areas of deep fills, design options include the potential for increased compaction (above the current industry standard of 90 percent) and or settlement monitoring (for the duration necessary to assure that both the projected total and differential settlement estimates for a given area are within limits at which structural improvement construction is conservatively acceptable) along with increased foundation recommendations (possibly including posttensioned and/or deepened foundation systems).
Prior to fill placement, loose and compressible materials will be removed where feasible.
Removal bottoms will also be scarified and moisture conditioned, as necessary. x Expansive Soils – Expansive soils as related to the proposed overcrossings are discussed below under Significance Criteria Threshold 4. Potential impacts associated with expansive soils would be less than significant with implementation of SC 3-1, SC 3-2, and SC 3-3.
In summary, Impacts 4.3-4, 4.3-5 and 4.3-6 identified above for on-site project features would also apply to facilities and roadway improvements within Caltrans right-of-way. These impacts would be reduced to levels considered less than significant with the implementation of the identified mitigation measures. The mitigation program is described in Section 4.3.3.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-1 Geology and Soils Threshold 4: Would the project be located on expansive soil, as defined in Table 18-1-B of the Uniform Building Code (1994), creating substantial risks to life or property?
On-site Project Impacts
Table 4.3-2 indicates the expansive potential of soils within each development area. In general, soils derived from surficial and bedrock materials are for the most part “very low” in expansion potential. Isolated areas may produce more expansive materials; however, minimal amounts may be anticipated.
At the completion of rough grading, the soils engineer will collect representative samples of near-surface soil material and test for expansion potential. Recommendations to compensate for the potential adverse affects of expansive soils will be provided for each area based on the results of this testing. Construction techniques that are employed to address potential adverse affects of expansive soils include (but are not limited to) deepened foundations, post-tension foundations and moisture conditioning. Potential impacts associated with expansive soils would be less than significant with application of SC 3-1, SC 3-2, SC 3-3, and MM 3-1. The mitigation program is described in Section 4.3.3.
Off-site Project Feature Impacts
Based on the preliminary geotechnical studies prepared for the proposed project (included in Appendix B), including off-site project features have a “very low” expansion potential.
Appropriate geotechnical studies and soils studies would be conducted prior to grading (refer to SC 3-3 and MM 3-1) for the proposed off-site project improvements. Should these additional studies indicate the need for further remedial or corrective measures, off-site project improvements would incorporate these measures.
Caltrans-related Project Feature Impacts
Based on the preliminary geotechnical studies prepared for the proposed project (included in Appendix B), including project features within Caltrans right-of-way have a “very low” expansion potential. Appropriate geotechnical studies and soils studies prepared pursuant to Caltrans requirements would be conducted prior to grading (refer to SC 3-3 and MM 3-1) for project features within Caltrans right-of-way. Should these additional studies indicate the need for further remedial or corrective measures, they would be required to be implemented.
The expansive potential of soils within the areas identified for the proposed interchange and bridge overcrossing are located on soils derived from surficial and bedrock materials that are for the most part “very low” in expansion potential. Isolated areas may produce more expansive materials; however, minimal amounts may be anticipated. At the completion of rough grading, the soils engineer will collect representative samples of near-surface soil material and test for expansion potential. Recommendations to compensate for the potential adverse affects of expansive soils will be provided for each area based on the results of this testing.
Recommendations to help mitigate the potential adverse affects of expansive soils include (but are not limited to) deepened foundations, post-tension foundations and moisture conditioning (refer to SC 3-3 and MM 3-1 in Section 4.3.3, below).
Impact 4.3-7 The presence of expansive soils in areas proposed for construction would be considered a potentially significant impact. This potential impact will be mitigated to a level considered less than significant with application of the SC 3-1, SC 3-2, SC 3-3, and MM 3-1.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-19 Geology and Soils Threshold 5: Would the project conflict with any applicable plan, policy or regulation of an agency with jurisdiction over the project adopted for the purpose of avoiding or mitigating an environmental effect?
Table 4.3-4 addresses the consistency of the proposed project with the relevant goals and policies outlined in the City of Anaheim General Plan and SCAG s RCPG. As identified in Table
4.3-4, the proposed project would be consistent with the relevant goals and policies of the Anaheim General Plan related to geology and soils, and to SCAG s policies related to potential seismic hazards. The Anaheim Municipal Code and Anaheim Building Code are applicable to the proposed project. As part of Standard Conditions SC 3-1 and SC 3-2, the proposed project would be implemented in compliance with these codes.
TABLE 4.3-4
CONSISTENCY OF THE PROPOSED PROJECT WITH GEOLOGY AND
SOILS RELATED GOALS AND POLICIES
GOALS AND POLICIES CONSISTENCY ANALYSIS
City of Anaheim General Plan
Safety Element
Goal 1.1: Minimize the risk to public health and
safety and disruptions to vital services, economic
vitality, and social order resulting from seismic and
geologic activities.
Policy 1: Minimize the risk to life and property
through the identification of potentially
hazardous areas, adherence to proper
construction design criteria, and provision of
public information.
Policy 2: Require geologic and geotechnical
investigations in areas of potential seismic or
geologic hazards as part of the environmental
and/or development review process for all
structures and enforce structural setbacks from
faults that are identified through those
investigations.
Policy 3: Enforce the requirements of the
California Seismic Hazards Mapping and
Alquist-Priolo Earthquake Fault oning Acts
when siting, evaluating, and constructing new
projects within the City.
Policy 4: Require that engineered slopes be
designed to resist earthquake-induced failure.
Policy 5: Require removal or rehabilitation of
hazardous or substandard structures that may
collapse in the event of an earthquake.
Policy 7: Require that new construction and
significant alterations to structures located within
potential landslide areas be evaluated for site
stability, including the potential impact to other
properties, during project design and review.
As it relates to seismic hazards and earthquake
potential, as noted in this EIR section, the project site is subject to ground shaking from known faults. In addition to ground shaking, the proposed project could be
subject to seismically induced hazards. As with all
development, structures shall be designed in
compliance with applicable standards and regulations
related to seismic design. Through the implementation
of proper engineering and construction practices,
impacts associated with seismic hazards would be
reduced to levels considered less than significant.
As it relates to geologic hazards, as noted in this EIR section, a preliminary geotechnical investigation has
been conducted for the proposed project and identified
any potential on-site geologic hazards. Subsequent final soils engineering and geologic studies will be conducted for final engineering studies. These studies will include design criteria which shall be included in construction plans.
Additionally, the proposed project incorporates standard conditions, project design features and mitigation
measures which are consistent with Anaheim Building
Code requirements, standard practices, and applicable
regulations as related to construction and seismic/
geotechnical considerations.
Green Element
Goal 1.1 Maintain strict standards for hillside
grading to preserve environmental and aesthetic
resources.
The proposed project would be in compliance with the
City of Anaheim Grading Ordinance requirements and
subject to review by the City of Anaheim City Engineer.
Identified grading activities described in the Grading
Concept in Section 3.0 would be implemented to
provide a stable structural foundation for the proposed Mountain Park Specific Plan Amendment
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TABLE 4.3-4 Continued
CONSISTENCY OF THE PROPOSED PROJECT WITH GEOLOGY AND
SOILS RELATED GOALS AND POLICIES
R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-20 Geology and Soils
GOALS AND POLICIES CONSISTENCY ANALYSIS
Policy 2: imit grading to the amount necessary
to provide stable areas for structural
foundations, street right-of-way, parking
facilities, and other intended uses.
Policy 3: Minimize import/export associated
with grading.
project. Approximately 26 million cubic yards of cut and fill and approximately 20 million cubic yards of remedial grading would be required for the proposed project.
These grading quantities have been determined based
on the most current project design and are subject to
minor corrections during final grading plans. Minimizing import/export is always a consideration and will be
conducted as feasible to preserve environmental and
aesthetic resources.
SCAG Regional Comprehensive Plan
Policy 3.23 Encourage mitigation measures
that reduce noise in certain locations, measures
aimed at preservation of biological and
ecological resources, measures that would
reduce exposure to seismic hazards, minimize
earthquake damage, and to develop emergency
response and recovery plans.
As indicated in Section 4.3.3, Mitigation Program,
identified below, the proposed project incorporates
standard conditions and mitigation measures that
reduce exposure to seismic hazards and minimize
earthquake damage. As part of the standard conditions,
compliance with the Anaheim Building Code is required
for habitable structures.
4.3.3 MITIGATION PROGRAM
Existing Regulations and Standard Conditions
SC 3-1 Prior to issuance of each building permit, the property owner/developer shall demonstrate that each structure has been designed in accordance with the most recent seismic standards in the ABC (Anaheim Building Code) and approved by the Chief Building Official. The ABC contains provisions that regulate the design and construction of excavations, foundations, retaining walls and other building elements to control the effects of seismic ground shaking and adverse soil conditions.
SC 3-2 Prior to issuance of building permits, the property owner/developer shall submit building pad certifications to the Department of Public Works, as required in Code Section 17.06, documenting that grading has been completed in conformance with the Anaheim Municipal Code, Title 17- and Development and Resources, the City of Anaheim Grading Design Manual and Grading Plan Procedures, and the Mountain Park Specific Plan Grading Concept and Hillside Grading and andscape Policies.
SC 3-3 In compliance with the Anaheim Municipal Code, prior to approval of each mass grading plan, the property owner/developer shall submit a preliminary geotechnical report prepared by an engineering geologist and geotechnical engineer to the Department of Public Works for review and approval. This report shall be prepared to the satisfaction of the City Engineer and shall address soil and geology related constraints and hazards identified in EIR o. 331 such as slope stability, settlement, liquefaction, and related secondary seismic hazards. For grading within Caltrans right-of-way, a preliminary geotechnical report shall be submitted and approved by Caltrans. Specifically, the report shall:
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-21 Geology and Soils x Include an assessment of potential soil related constraints such as stability of proposed cut, fill and natural slopes. Conduct further subsurface exploration to refine geologic structure for cut slope stability. If the report finds stabilization necessary, grading plans shall require corrective measures to address the need for stabilization;
x Include an assessment of on-site landslides and appropriate corrective measures, such as further subsurface exploration of landslide areas beneath planned fills and development areas. Corrective measures would include complete removal, if feasible or stabilization or buttressing of the landslide. This would involve partial removal of the landslide and stabilizing potential future movement with earthen fill or reinforced materials;
x Include subsurface exploration of alluvial and canyon drainage areas beneath planned fills or development areas;
x Evaluate excavation characteristics of on-site earth materials; x Include subsurface exploration to refine geologic structure for cut slope stability;
x Establish specific remedial grading requirements, including but not limited to establishing parameters for stabilization/ buttressing of slopes, removal of unstable soil materials;
x Provide grading, foundation, and structural design recommendations based on findings of future geotechnical investigations;
x Address settlement, liquefaction, and structural design recommendations.
Grading plans shall incorporate removal, where feasible, of all potentially liquefiable alluvium. The grading plans shall also incorporate placement of engineered fill in the canyons and installation of a subdrain system; x Address the potential for expansive soils. Representative soil samples of nearsurface soil material shall be collected and tested for expansion potential after the completion of rough grading on-site. Expansive soils that are detrimental to the project shall be subject to special building/foundation design, deepened foundations, post-tension foundations, soil removal, selective grading to blend highly expansive soils with soils of low expansivity, moisture conditioning, or other corrective measures as recommended by a licensed soils/geotechnical engineer and approved by the City Engineer prior to approval of each grading plan;
x Include an evaluation of potentially corrosive soils and recommend appropriate corrective measures. If corrosive soils are found, corrective measures shall be incorporated into the grading plans;
x Address collapsible/compressible material. This material shall be subject to removal or other corrective measures in all areas planned for structural fill.
Topsoil, colluvium, alluvium, highly weathered bedrock, and landslide materials with settlement potential shall be subject to corrective measures such as removal and recompaction, surcharging, settlement monitoring, and/or other Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-22 Geology and Soils measures deemed appropriate by the geotechnical engineer of record and approved by the City Engineer prior to approval of each grading plan; x Include appropriate laboratory testing to define soil engineering parameters; x Include additional refraction lines to better ascertain rock hardness and rippability for specific planned cut areas;
x Include a review of seismic and faulting conditions on-site. Seismic design parameters identified for the project shall be incorporated into project design as applicable. Caltrans seismic design criteria for the proposed overcrossings shall be incorporated into overcrossing design and implementation; and, x Corrective work within Caltrans right-of-way shall be done in accordance with Caltrans standard specifications.
Mitigation Measures
MM 3-1 Prior to the approval of each rough grading plan, the property owner/developer shall submit a site specific geotechnical report prepared by a civil engineer based on recommendations of the preliminary geotechnical reports required under SC 3-3 to the Department of Public Works for review and approval. Site-specific geotechnical studies shall provide specific feasible recommendations for soils engineering, appropriate drains and subdrains in each Development Area, and address the potential for artesian conditions in Development Areas 1 and 2. As part of addressing the potential affects of groundwater on slope stability during future site specific investigations, the property owner/developer shall obtain and provide data from piezometers installed through the alluvium of Gypsum Canyon into the underlying bedrock, near proposed toe of slopes. The piezometers should be monitored for a period of one year to evaluate the potential artesian conditions with consideration for seasonal fluctuations in groundwater elevations.
MM 3-2 Prior to the approval of each grading plan, a note shall be added to the grading plan requiring that during grading operations, all grading and earthwork shall be performed under the observation of a registered geotechnical engineer in order to achieve proper sub-grade preparation, selection of satisfactory materials, and placement and compaction of all structural fill. An engineering geologist shall map cut slopes during grading to identify any laterally continuous, adversely oriented, broken or fractured zones that may reduce slope stability. The note shall be prepared to the satisfaction of the Department of Public Works.
MM 3-3 Prior to the commencement of any blasting activities, the property owner/developer shall submit a blasting plan prepared by a qualified blasting specialist to the Fire Department and Department of Public Works for review and approval. A blasting permit shall be obtained from the Fire Department. A copy of the approved blasting plan shall be submitted to the Planning Department. The property owner/ developer shall be responsible for all costs associated with the preparation of the blasting plan to the satisfaction of the Fire Department. The blasting plan shall be prepared in accordance with the United States Department of Interior, Office of Surface Mining (USOSM) standards and shall include, but not be limited to the following:
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-23 Geology and Soils a. Pre-blast survey
b. Site and location of planned blasting and hours of operation (blasting to be conducted during the daylight hours only)
c. otification of blasting activities to all property owners within one-half mile of the blasting area, which may include (depending on location of blasting) private residents, Caltrans, the County of Orange, the City of orba inda and any other persons/agencies determined appropriate by the Fire Department. This notification shall describe expected period and frequency that the blasting shall occur and give a contact phone number for any questions or complaints. All complaints shall be responded to in a method deemed satisfactory to the City of Anaheim Planning Director. d. Types and amounts of explosives
e. Warning system information
f. Methods of transportation and handling of explosives g. Minimum acceptable weather conditions
h. Procedures for handling, setting, wiring and firing explosives i. Procedures for clearing and controlling access to blast danger j. Procedures for handling misfires and other unusual occurrences k. Emergency action plan
l. Material safety data sheet for all explosives or other hazardous materials expected to be used.
m. Compliance with local, state and federal laws
n. Measures to assess, control, and monitor noise and ground vibration from blasting, including:
x The project contractor shall use current state-of-the-art technology to keep blast-related vibration and air blast at off-site residential and other occupied structures as low as possible, consistent with blasting safety. In no instance shall blast vibration or air blast, measured on the ground adjacent to a residential or other occupied structure, be allowed to exceed the frequency dependent limits contained in the USOSM regulations. x The project contractor shall use a blasting seismograph to monitor and record air blast and vibration for blasts within 1,000 feet of residences and other occupied structures to verify that measured levels are within the recommended limits at those locations. If blasting is found to exceed specified levels, blasting shall cease, and alternative blasting or excavation methods that result in the specified levels not being exceeded shall be employed.
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R:\Projects\TIC\J020\Draft EIR\4.3 Geology-032305.doc 4.3-24 Geology and Soils x Air blast and vibration monitoring shall take place at the nearest off-site residential or other occupied structure. If vibration levels are expected to be lower than those required to trigger the seismograph at that location, or if permission cannot be obtained to record at that location, recording shall be accomplished at some closer site in line with the structure.
Specific locations and distances where air blast and vibration are measured shall be documented in detail along with measured air blast and vibration amplitudes.
4.3.4 CUMULATIVE IMPACTS
Potential cumulative impacts related to geology and soils are site specific and cannot be comprehensively assessed on a cumulative basis. While geotechnical impacts may be associated with the foreseeable projects, by the very nature of the impacts (i.e., landslides and expansive and compressible soils) the constraints are site specific. The proposed project, as well as the foreseeable projects, would be required to comply with the applicable state and local requirements, including, but not limited to the Anaheim Building Code and the Grading Code (City of Anaheim Title 17– and Development and Resources). As such, the project specific impacts, as well as the impacts associated with other projects, would be reduced to a less than significant level. Seismic impacts are a regional issue and are also addressed through compliance with applicable codes and design standards. For these reasons, the project s contribution to cumulative geotechnical and soils impacts is less than significant.
4.3.5 LEVEL OF SIGNIFICANCE AFTER MITIGATION
Potentially significant impacts would be mitigated to levels considered less than significant with the implementation of the mitigation program identified above.
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R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-1 Hydrology
4.4 HYDROLOGY
Information presented in this section is based on the Mountain Park, Anaheim, California, Runoff Management Plan prepared by Fuscoe Engineering (February 2005). This report contains a hydrology analysis of the pre- and post-developed condition on the Mountain Park project site, as well as an erosion and sedimentation analysis and a channel hydraulics and stability analysis for Gypsum Canyon Creek. Additionally, this section addresses groundwater conditions on the site based on the Report on Groundwater-Related Issues for the Proposed Mountain Park Development, prepared by Geoscience Support Services (March 2005). These reports are included in their entirety in Appendix C of this EIR.
4.4.1 EXISTING CONDITIONS
Watershed Description
The Mountain Park project site lies within the Santa Ana River Basin. The project site is approximately 3,001 acres, which incorporates a majority of the Gypsum Canyon watershed, as well as a West drainage area, an East drainage area, and several freeway drainage areas, all of which ultimately drain into Reach 2 of the Santa Ana River. Exhibit 4.4-1 presents a graphic depiction of the local watershed and the major drainage areas as well as the primary drainage facilities on the project site. The Gypsum Canyon watershed is approximately 3,379 acres and is primarily natural, with the exception of some modifications made by the sand and gravel extraction operations in the northeast corner of the site (Robertson s Ready Mix) and the construction of SR-241. The project site does not encompass the entire Gypsum Canyon watershed. The Gypsum Canyon watershed drains from south to north and composes the central portion of the site and the large majority of the proposed development. Elevations in Gypsum Canyon range from approximately 340 feet above mean sea level (amsl) to 2,200 amsl with steep slopes ranging from 30 to 75 percent.
The West drainage area includes approximately 146 acres located west of Gypsum Canyon and SR-241 and generally drains towards Weir Canyon Road. The West drainage area includes two sub-drainage areas; the southern area of approximately 114 acres (West A) and the northern area of approximately 32 acres (West B). West A drains into the existing storm drain system of The Summit of Anaheim Hills community and West B drains northerly via an improved storm drain system parallel to SR-241.
The East drainage area is comprised of approximately 155 acres located at the northeastern portion of the project site and is comprised of two sub-drainage areas, East A and East B.
East A is approximately 37 acres and drains towards the SR-91 via natural drainage courses including a portion of the existing quarry operations. The remaining area (East B) of approximately 11 acres drains northeast via natural drainage courses towards SR-91 and Coal Canyon Biological Corridor and also contains a minor portion of the quarry operations. The existing quarry operation extends approximately six acres into the East drainage area divided among the two sub-drainage areas.
There are also three primary freeway drainage areas that fall outside the Gypsum Canyon watershed that collect flows within the project boundary and adjacent off-site areas including the SR-91/SR-241 drainage area, the SR-91/Gypsum Canyon Road drainage area and the East SR-91 frontal slope drainage area.
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R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-2 Hydrology Drainage Facilities
The majority of flows originating within the project site drain north via Gypsum Canyon Creek towards the mouth of the canyon near the intersection of Gypsum Canyon Road and SR-91. At SR-91, runoff is conveyed under the freeway via an existing box culvert. Downstream of SR-91, Gypsum Canyon Creek flows in an earthen channel through Featherly Regional Park to the Santa Ana River. Existing flood control facilities were designed to improve conveyance capacity of the ower Santa Ana River to an approximate 190-year design storm protection level. Exhibit
4.4-1 summarizes the primary existing drainage features in the project area and the 100-year flood boundary. The following discussions provide a summary of the primary existing drainage facilities related to the proposed project.
Gypsum Canyon Watershed
Within Gypsum Canyon, a series of three cross culverts within Caltrans right-of-way drain the runoff from the southwestern portion of the project site under SR-241 towards Gypsum Canyon Creek (Exhibit 4.4-1). These include a 7 -inch Corrugated Steel Pipe (CSP), a 72-inch CSP and a 42-inch CSP. The 7 -inch CSP and 42-inch CSP have the storm drain design capacity to convey the 100-year flows while the 100- year peak discharge exceeds the design capacity for the 72-inch CSP under gravity flow conditions.1
However, based on the culvert design and inlet
control, the culvert can convey the 100-year storm flows under pressurized flow conditions.
A total of six culverts within Caltrans right-of-way convey upstream flows under the SR-91 to the Santa Ana River within the vicinity of the project site. The largest of these culverts is located within Gypsum Canyon Watershed. At SR-91, runoff is conveyed from the Gypsum Canyon Watershed under the freeway via an existing triple cell 12-foot x 10-foot reinforced concrete box culvert (Gypsum Canyon Road Culvert) (Exhibit 4.4-1, Culvert “B”). The capacity of this triple barrel culvert was calculated to be approximately 7,000 cubic feet per second (cfs) in open channel flow conditions; however, water can pond to a depth of approximately 12 feet before overtopping the channel banks at the inlet to the culvert. As a result, the capacity of this box culvert is limited to approximately 3,500 cfs due to the small size of the inlet control. The existing backwater effect at the inlet results in flood waters over-banking onto Gypsum Canyon Road upstream of the inlet. Therefore, in a 100-year storm event under existing conditions, significant over-banking causes storm water over-flows to travel on the surface of Gypsum Canyon Road under the freeway towards Featherly Park.
The graded channel through Featherly Park is approximately 00 linear feet and is lined with grouted riprap for approximately 60 feet downstream of the triple box culvert. The remainder of the channel is dirt lined with sediment deposits from the upstream canyon. The earthen channel in Featherly Park is located within the 100-year flood plain of the Santa Ana River and serves two primary hydrologic functions. During smaller storm events, the channel conveys flows from the box culvert to the river. In large storm events, flows exceed the channelbanks and the channel and the surrounding area (Featherly Park) serve as a floodplain for the Santa Ana River. The velocity of storm flows from the tributary area of Gypsum Canyon is controlled by the rising surface water elevation of the river thereby reducing the potential scour and erosion impacts within the channel. Based on field observations, there is evidence of riverbed deposition and bank erosion, presumably from heavy rainfall and overbank sheet erosion.
1 Storm Drain Design Flow assumes pipe running full under gravity flow conditions. Actual conveyance capacity of pipe may exceed design flow due to inlet design and pressurized flows. 1 78" CSP
2 72" CSP
3 42" CSP
SR-91 Culverts
SR-241 Culverts
SR-91
SR-241
Existing City
Storm Drain
66" RCP
Gy ps
u
m
C
any
on C eek r
60" RCP
(CALTRANS)
A
D
C
1 A
B
C
Sycamore
Canyon
B
E
F
2 3
D
E
F
Double 4' x 3' RCB
Triple 12' x 10' RCB
60" RCP
60" RCP
60" RCP
5' x 5' RCB
The Summit
of Anaheim Hills
Weir Canyon Rd
Santa Ana River 100-year Flood Plain
Legend
Mountain Park Project Site
FEMA 100-year Flood Boundary
Watercourse
Existing Storm Drain Facilities
SR-91 Drainage Area
SR-91/241 Drainage Area
SR-91/Gypsum Rd Drainage Area
Wa
Wb
Ea Eb
West Drainage Area
East Drainage Area
Gypsum Canyon Watershed Boundary
Freeway
Trapezoidal
Channel
CSP Corrugated Steel Pipe
RCP
RCB
Reinforced Concrete Pipe
City of Anaheim Limits Reinforced Concrete Box
Existing Watersheds and Primary Drainage Facilities Exhibit 4.4-1 March 11, 2005
SCALE: 1" = 2500'
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Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-3 Hydrology West Drainage Area
In the West drainage area, West A drains northwesterly to the improved storm drain system within the existing Summit development. The existing storm drain system consists of five main inlets that collect off-site runoff. The size of the storm drain varies from 24-inch Reinforced Concrete Pipe (RCP) to 54-inch RCP. All of the pipes ultimately drain to a 66-inch RCP under Blue Sky Way that has the capacity to accommodate up to 434 cfs. The Summit drainage system ultimately drains to the Santa Ana River via the Weir Canyon Road drainage system.
The West B sub-drainage area is an undisturbed hillside slope that drains north into an existing concrete trapezoidal channel. The channel continues to drain north parallel to SR-241 across a concrete energy dissipater pad before discharging into a small debris basin. An existing 60-inch RCP currently operated by Caltrans drains the basin that ultimately discharges into a double 4-foot by 3-foot Reinforced Concrete Box (RCB, Culvert “A”) under Santa Ana Canyon Road before emptying into the Santa Ana River. The 60-inch RCP has the capacity to accommodate 37 cfs from the upstream drainage area, which is more than sufficient to convey the 100-year storm event.
East Drainage Area
The East drainage area drains north towards the SR-91 or northeast towards Coal Canyon Biological Corridor and is comprised of two sub-drainage areas, East A and East B. Each area discharges into the Santa Ana River upstream of the Featherly Park discharge point. East A includes a 60-inch RCP culvert that accepts runoff from the frontal unnamed tributary areas and portions of the eastern quarry operations and drains underneath the SR-91 to the Santa Ana River through SR-91 Culvert “E”, as depicted in Exhibit 4.4-1. The remaining sub-drainage area drains northeast towards Coal Canyon Biological Corridor and discharges through a 5-foot by 5-foot RCB east of the project area through SR-91 Culvert “F”.
Freeway Drainage Area Facilities
Within the influence of the Mountain Park project site, there are three primary freeway drainage areas that also collect runoff from the project site and adjacent off-site contributions and deliver flows to the Santa Ana River. These include the SR-91/SR-241 drainage area, the SR-91/Gypsum Canyon Road drainage area, and the SR-91 frontal slope drainage area. A portion of each of these drainage areas is within Caltrans right-of-way.
SR-91/SR-241Drainage Area
The SR-91/SR-241 drainage area is approximately 95 acres and includes a series of culverts and confluenced storm drain pipes that collect runoff from the surrounding road network system including the freeways, off-ramps and roadways (i.e., Santa Ana Canyon Road). This drainage area is also the downstream recipient of flows from the West B drainage area. Ultimately, all flows are collected into the double 3-foot by 4-foot RCB box Culvert “A” (Exhibit 4.4-1) and discharged under Santa Ana Canyon Road and the SR-91 to the Santa Ana River. This drainage area currently accepts runoff from undeveloped areas that fall outside the northwestern boundary of the existing Gypsum Canyon watershed (approximately 12 acres) but within the project boundary.
SR-91/Gypsum Canyon Road Drainage Area
Within the area of the SR-91/Gypsum Canyon Road interchange, there are three drainage systems that collect runoff from the northern portion of the project site and the roadway system Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-4 Hydrology made up of off-ramps, freeways and roads. The majority of these systems are Caltrans facilities. Each of these systems connects into the triple box culvert (1 -inch and two 24-inch RCPs) downstream of the existing culvert inlet. Exhibit 4.4-2 shows the existing drainage facilities and the 26-acre drainage area.
SR-91 Frontal Slope Drainage Area
The SR-91 drainage area east of the Gypsum Canyon culvert is approximately 34 acres of SR-91 frontal slopes that drains north towards two Caltrans 60-inch RCP culverts along the SR-91. Of these 34 acres, four acres drains to Culvert “C” while the remaining 30 acres drains to Culvert “D” (Exhibit 4.4-1).
Off-Site Project Features
Off-site project features, including the Featherly Regional Park channel improvements, Gypsum Canyon Road, Santa Ana Canyon Road and Oak Canyon Drive improvements beyond the project boundary, and the remedial fill slopes north of Development Area 5 within Caltrans rightof-way, are included in the hydrology and sedimentation analysis where appropriate and are further detailed in Appendix C. Similarly, impervious area additions associated with the SR-241/Weir Canyon Road interchange and Mountain Park Drive bridge overcrossing have been accounted for in the Gypsum Canyon watershed hydrologic analysis based on the proposed drainage patterns and are discussed in more detail under the discussion of drainage impacts for Caltrans-related project features.
The other remaining off-site improvements including the improvement of the current terminus of Oak Canyon Drive, infrastructure, and sewer connection and the removal of pavement at Weir Canyon Road would not result in any long-term or operational hydrologic or sedimentation impacts. The improvements at Weir Canyon Road would not alter the existing impervious condition, runoff conditions or drainage patterns and therefore, are not analyzed in depth within the framework of this hydrology section. Similarly, the improvement of the current terminus of Oak Canyon Drive, infrastructure and the sewer connections would not result in the introduction of any significant impervious surfaces or changes in sediment patterns that result in any hydrologic or sedimentation impacts, and therefore such changes are not assessed in depth in this Section. The potential water quality impacts for construction and post-construction activities from these improvements are discussed in Section 4.5 of this EIR and in the GeoSyntec Water Quality Report located in Appendix D.
Caltrans-related Drainage Facilities
In addition to the Caltrans facilities previously described within the freeway drainage areas (SR-91/Gypsum Canyon Road, SR-91/SR-241 and SR-91 frontal slope areas) there are a series of drain inlets, storm drain pipes and concrete channels and swales that collect surface runoff from the SR-241 within Caltrans right-of-way and convey the runoff to natural drainage areas that ultimately end up at the Gypsum Canyon culvert. The drainage facilities west of the SR-241 median within the proposed project development impact area include the 3 cross culverts (previously discussed under Gypsum Canyon drainage facilities: 7 -inch CSP, 72-inch CSP and 42-inch CSP), two separate 30-inch Alternative Pipes (AP) and a 1,600 linear foot concrete swale (approximately 15-ft wide). All runoff collected along the western side of the SR-241 between the area of the interchange and overcrossing is collected by these facilities and conveyed to the culverts which cross under the SR-241 to the east into natural drainage channels within Gypsum Canyon. For those areas on the eastern side of the SR-241 median, surface flows are collected into drain inlets and conveyed to natural drainage courses within Gypsum Canyon. Within the proposed area of the interchange improvements and overcrossing 410
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3 x 10' x 12' RCB
60" RCP
18" RCP
24" RCP
18" RCP
18" RCP
18" RCP
18" RCP
24" RCP
24" RCP
Proposed Storm rain
Improvement Connection
to Culvert
26 acres
4 acres
SR - 91
ypsum Canyon Rd
SR-241 and SR-91 Interchange Drainage Facilities Exhibit 4.4-2 Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
Legend
SR-91 / Gyp Canyon Rd Drainage Area
Culvert Inlet Drainage Area
Existing Storm Drain Facilities
Freeway / Roads
Culvert Extension
Proposed Storm Drain
Improvement
CSP Corrugated Steel Pipe
RCP
RCB
Reinforced Concrete Pipe
Reinforced Concrete Box
SCALE: 1" = 225'
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-5 Hydrology on the east side, there are four separate drain inlets and pipes that collect runoff and convey flows east to Gypsum Canyon. These facilities include three individual 24-inch APs, an 1 -inch AP, a 60-inch CSP and a 24-inch AP.
Project Site Hydrology
Gypsum Canyon Watershed
Where appropriate, hydrologic calculations have been provided for all areas that would either include the proposed development alterations or have the potential to undergo increases in peak surface water runoff. For those areas that would undergo decreases in drainage area and peak flows and would not contain areas of development, the changes to the drainage areas have been quantified but hydrologic calculations have not been performed because the decrease in flows results in less than significant hydrologic and hydraulic impacts to the existing storm drain facilities.
A summary of the existing hydrologic conditions for the SR-241 Caltrans cross culverts within Gypsum Canyon are provided in Table 4.4-1, including the peak discharge for a 100-year storm event (Q100)
TABLE 4.4-1
SR-241 DRAINAGE CULVERTS
Culvert
ID
Drainage
Acreage
Culvert
Type
Q100
(cfs)
Storm Drain
Design Flow (cfs)
1 60 7 -inch
CSP
150 190
2 7 72-inch
CSP
21 150
3 6 42-inch
CSP
1 40
Total 153
CSP Corrugated Steel Pipe
Source: Fuscoe Engineering, 2005.
Exhibit 4.4-3 shows the existing drainage boundaries and acreages for the local watershed and the primary drainage areas on the project site. The Gypsum Canyon watershed has a drainage area of 3,379 acres, which includes 11 sub-areas. Table 4.4-2 lists the sub-area identification (ID) and area for each Gypsum Canyon sub-area and Table 4.4-3 lists discharge rates at each key confluence point under the existing conditions. Exhibit 4.4-4 indicates the existing hydrology conditions at key confluence points and their associated peak discharge rates for a 100-year storm (Q100) in the Gypsum Canyon watershed.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-6 Hydrology TABLE 4.4-2
GYPSUM CANYON SUB-AREA CHARACTERISTICS
Gypsum Canyon
Sub-area
Area
(acres)
A 1009
B 526
C 504
D 9
E 123
F 314
G 26
H 140
I 397
J 3
204
Total 3,379
Source: Fuscoe Engineering, 2005.
Hydrologic modeling for the existing condition of the project area was performed to determine peak flow rates of surface runoff generated from a 100-year storm event in order to evaluate flooding conditions with respect to the existing flood control facilities and provide a baseline condition for comparison with the post-development hydrology condition. As shown in Table
4.4-3, the downstream end of the watershed receives approximately 5,170 cfs peak discharge for a 100-year storm event under the existing condition. Peak discharge rates presented in Table 4.4-3 are based on the design hydrology method used to determine sizing and design of storm drain facilities and road crossings using a high confidence analysis ( 5 percent confidence interval) as specified in the Orange County Hydrology Manual.
TABLE 4.4-3
100-YEAR DISCHARGE AT GYPSUM CANYON CONFLUENCE POINTS
Gypsum Canyon Confluence Nodes
Characteristics 100 (furthest
upstream) 200 300 400 500
600 (furthest
downstream)
Flow ength (feet) 12,2 5 13,594 14, 73 17, 64 19,529 21,079 Q100 (cfs) 3,390 3,620 4,370 4,790 5,050 5,170
Source: Fuscoe Engineering, 2005.
Due to the culvert inlet constraints, the box culvert under the SR-91 leading to Featherly Park is not adequate to convey the peak flow 100-year storm discharge under the existing conditions.
As previously described, flooding occurs along Gypsum Canyon Road during major storm events. The maximum capacity of the box culvert inlet is roughly 3,500 cfs with a maximum water depth of 12 feet. In order to convey the existing 100-year peak flow, 16 feet of hydraulic head is required, but is not available. Thus, when storm runoff exceeds the inlet capacity of the culvert, the water spills onto the adjacent Gypsum Canyon Road and flows toward the Santa Ana River.
A
19 B
2 C
4 I
9 F
14 24
H
14 12
b
11 Wa
114 9
a
Wb
2 2
West Drainage Area
Gypsum Canyon Watershed
East Drainage
Area
95 ac
26 ac
SR-91
34 ac
SR-91
rainage Area Summary Acres
Gypsum Canyon Watershed 3379
West Drainage Area 146
East Drainage Area 155
SR-91 / SR-241 Area 95
SR-91 / Gypsum Canyon Rd Area 26
SR-91 Area 34
A
B C
D E
F
Existing Drainage Boundaries Exhibit 4.4-3
Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
SCALE: 1" = 2400'
Gypsum Canyon sub-areas
West Drainage sub-areas
Mountain Park Project Site
Drainage Area ID
Acreage
A
140
Legend
East Drainage sub-areas
Existing Storm Drain Facilities
SR-91 / SR-241 Area
SR-91 / Gypsum Canyon Rd Area
SR-91 Drainage Area
City of Anaheim Limits
1 cfs
2 cfs
9 cfs
4 cfs
1 2
4 210
410
3 220
520
110
120
420
320
610
510
cfs
2 12
9 C
4 B
2 A
19 F
14 I
9 24
H
14 Wa
114
Wb
2 11 cfs 4 9 cfs
cfs
3 @ 10'x12' RCB
Drainage
Area ID
Acreage
100-Year Peak
Discharge at Node 4 cfs
66" RCP
East Drainage
Area
155 acres
Legend
West Drainage Area
Gypsum Canyon Watershed
200
SR-91
SR-241
Sub-Drainage Areas
Hydrologic Node
Main Watercourse
Hydrologic Flow Path Mountain Park Project Site
City of Anaheim Limits cfs Cubic Feet per Second
RCP
RCB
Reinforced Concrete Pipe
Reinforced Concrete Box
General Flow
Direction
Existing Hydrology Map Exhibit 4.4-4
March 11, 2005
SCALE: 1" = 2500'
Mountain Park Specific Plan Amendment EIR No. 331
Source:
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-7 Hydrology West Drainage Area
West A (114 acres) drains northwesterly to a series of storm drain pipes that collect off-site flows adjacent to The Summit and confluence into a 66-inch RCP under Blue Sky Way within the existing Summit development and ultimately drains to the Santa Ana River via Weir Canyon Road. The peak discharge for a 100-year storm event is 330 cfs.
The 32-acre West B drainage area drains north into an existing concrete trapezoidal channel parallel to the SR-241 and ultimately into a 60-inch RCP before ultimately draining through a Caltrans double 4-foot by 3-foot RCB (Culvert “A”) of the Santa Ana River. The peak discharge for a 100 year storm event is 110 cfs. A summary of the West sub-drainage areas, peak discharges, and existing storm drain design capacities are provided below in Table 4.4-4.
TABLE 4.4-4
WEST DRAINAGE AREA HYDROLOGY – 100-YEAR STORM EVENT
Drainage Area ID Total Drainage (ac.) Outlet Pipe Q100 (cfs) Storm Drain
Design Flow (cfs)
West A 114 66-inch RCP 330 434
West B 32 60-inch RCP 110 37
Source: Fuscoe Engineering, 2005.
East Drainage Area
Approximately 155 acres of the Mountain Park project site at the northeastern edge of Development Area 5 either drains north towards the SR-91 or northeasterly towards the SR-91 in the direction of Coal Canyon Biological Corridor within two drainage areas. Each area discharges into the Santa Ana River upstream of the Featherly Park discharge point. Table
4.4-5 presents the 100-year peak drainage flow for the East sub-drainage areas. East A (37 acres) drains northerly via natural drainages into a 60-inch RCP (Culvert “E”) and includes a portion of the project site and the existing quarry operations (approximately 5 acres). The remaining sub-drainage area (East B) consisting of 11 acres drains northeasterly via natural drainages towards the SR-91 in the Coal Canyon Biological Corridor direction and discharges through a 5-foot by 5-foot RCB east of the project area (Culvert “F”).
Caltrans freeway culverts are typically designed to accommodate a 10-year storm event without causing the headwater elevation to rise above the inlet top of the culvert and to accommodate a 100-year storm event without headwaters rising above an elevation that would cause objectionable backwater depths or outlet velocities.2
Based on these criteria, extreme storm
events (i.e., 100-year) may cause flooding upstream of the culvert in the undeveloped areas but would not result in flooding onto the SR-91 due to the sufficient height of the highway system.
The East A culvert is sufficient to convey the 100-year flow while the East B culvert system within Coal Canyon is undersized to convey 100-year flood flows and localized flooding upstream in the undeveloped area would occur. o development areas (existing structures, facilities, etc.) are impacted by this potential flooding during extreme conditions in East B and no future development would occur in this area.
2 Chapter Hydrology; Caltrans Highway Design Manual, ovember 2001.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4- Hydrology TABLE 4.4-5
EAST DRAINAGE AREA HYDROLOGY – 100-YEAR STORM EVENT
Drainage Area ID Total Drainage (ac.) Outlet Pipe Q100 (cfs) Storm Drain
Design Flow (cfs)
East A 37 60-inch RCP
(Culvert E) 93 100
East B 11 5 x5 RCB
(Culvert F) 295 140
Source: Fuscoe Engineering, 2005.
Freeway Drainage Areas
SR-91/SR-241 Drainage Area
Of the 95-acre drainage area, the majority falls outside the project development boundary.
Portions adjacent to the SR-241 and SR-91 fall within the Caltrans right-of-way. Table 4.4-6 depicts the existing drainage area data for SR-91 and SR-241. Under the proposed condition, approximately 12 acres within the project boundary would be graded to drain into Gypsum Canyon watershed as part of Development Area 4 while the other areas would remain unaltered. The 12-acre reduction in drainage area does not pose any hydrologic impacts to the existing improved storm drain facilities. o existing storm drain facilities within this drainage area would receive increased flows and no natural drainage courses are contained within this area. Based on this no impact assessment, hydrology calculations were not performed.
TABLE 4.4-6
EXISTING SR-91/SR-241 DRAINAGE AREA
Drainage Area ID
Total Drainage
(ac.) Outlet Pipe(s)
SR-91/SR-241 95 36-inch CSP and 30-inch PPC
Double 3 x4 RCB (Culvert A)
SR-91/Gypsum Canyon Road Drainage Area
Under the existing condition for the SR-91/Gypsum Canyon Road interchange, there are three main Caltrans collection systems that drain the freeway slopes, roadways and over-crossings within the influence of the SR-91 and Gypsum Canyon Road. Each of these systems collects runoff from their respective sub-drainage area and connects into the triple box culvert (Culvert “B”) downstream of the inlet, which has sufficient capacity to accept these flows. The drainage area for these three systems is approximately 26 acres and covers all of the SR-91/Gypsum Canyon Road interchange as well as runoff from the existing Santa Ana Canyon Road within the project boundary. Table 4.4-7 presents the existing drainage system data for the SR-91/Gypsum Canyon Road interchange. This drainage area would remain essentially the same under the proposed condition with the exception of minor increases in road improvements for Gypsum Canyon Road and the SR-91 off ramps. o natural drainage courses occur within this area and based on the less than significant changes in impervious conditions and development conditions, no hydrology calculations were performed.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-9 Hydrology TABLE 4.4-7
EXISTING SR-91/GYPSUM CANYON ROAD DRAINAGE SYSTEMS
Drainage Area ID
Total Drainage
(ac.) Outlet Pipe(s)
SR-91/Gypsum Canyon
Road 26 1 -inch and two 24-inch RCPs into (3) 10 x12 RCB (Culvert B) SR-91 Frontal Slope Drainage Area
Each of the sub-drainage areas collects runoff from the SR-91 frontal slopes and discharges into separate Caltrans 60-inch RCP culverts (Culverts “C” and “D”, Exhibit 4.4-1) that drain under the SR-91 to the Santa Ana River. Table 4.4- presents the existing drainage area data for the SR-91 frontal slope. Under the proposed condition, each of these sub-drainage areas would be reduced due to Development Area 5 grading limits. o natural drainage courses occur within the existing or proposed drainage areas of these culverts. The reduction of drainage area and runoff does not constitute any hydrologic impacts to the existing system and no development would occur within the proposed drainage boundaries. Therefore, hydrology calculations were not performed but the drainage area adjustments and existing conditions have been characterized. Table 4.4- demonstrates that existing drainage facilities have adequate capacity to convey 100-year peak flow conditions.
TABLE 4.4-8
EXISTING SR-91 FRONTAL SLOPE DRAINAGE AREA
Drainage Area ID Total Drainage (ac.) Outlet Pipe Q100 (cfs) Storm Drain
Design Flow (cfs)
SR-91 4 60-inch RCP
(Culvert C) 12 100
SR-91 30 60-inch RCP
(Culvert D) 75 100
Source: Fuscoe Engineering, 2005.
Erosion and Sedimentation
Sediment is supplied to streams on the project site through the sliding and rolling of material from the slopes during dry periods and the erosion of material due to overland flow during storm events. Sediment builds up in the Gypsum Canyon Creek on a relatively continuous basis.
During intense storms, sediment and debris are washed from the watershed slopes into the creek. If the runoff volumes and velocities are intense enough, sediment flows are generated consisting of slurry or course granular material. This process of sediment transport into downstream receiving water bodies is an important and naturally occurring phenomenon. x Two common methods were used to estimate event-based sediment yields for the Mountain Park development project: the Modified Universal Soil oss Equation (MUS E) method, which is intended to predict gross sheet erosion from a single event, and the os Angeles District Debris ( ADD) method, which is intended to predict debris yield actually caught by a debris-catching structure from a single event.
East Drainage Area
Under the proposed condition, approximately 10 acres (or 6 percent) of the East drainage area would be incorporated into the Gypsum Canyon watershed, primarily as man-made slopes.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-10 Hydrology This area has been accounted for within the Gypsum Canyon erosion and sediment contributions to the Santa Ana River. Sediment and debris transport processes within the remaining areas of the East drainage area would remain undisturbed in the proposed condition and the reduction of 6 percent from the upper slope areas of the drainage area is not considered a significant source of erosion and sediment. Therefore, analyses for both erosion and debris yield have been excluded from any further study within this area due to the less than significant impact determination. Also, the minor fuel modifications (vegetative thinning but no grading or drainage alterations) within the undisturbed areas would not significantly impact erosion and sediment yields within these affected areas.
Freeway Drainage Areas
Sheet erosion and sediment debris calculations were not performed for the three freeway drainage areas including the SR-91/SR-241 interchange, the SR-91/Gypsum Canyon Road interchange and SR-91 frontal slope area. These primarily off-site drainage areas do not contribute significant sheet erosion or debris yields under the existing condition due to the high impervious condition (i.e., existing road network) within each area. Under the proposed condition, the SR-91/SR-241 drainage area would undergo a slight reduction (approximately 13 percent) while the SR-91/Gypsum Canyon Road would remain essentially the same in terms of drainage area, land use and existing and proposed sheet erosion. Similarly, the frontal slopes drainage area related to the SR-91 would not substantially change and the area is not considered a significant contributor of erosion and debris under the existing or proposed condition. For each of these areas, sheet erosion and debris yield are not significant factors or physical processes that would influence the project or require any further detailed analysis.
Sheet Erosion
Sheet erosion refers to the transport of sediment due to rainfall impact and overland flow. This sediment can slowly travel with the runoff until it is deposited in a flatter area, or until it reaches a watercourse. The calculated amount of sheet erosion occurring in a 100-year storm represents the amount of sediment that moves from its original location and is later deposited either on-site or off-site. Greater levels of sheet erosion would occur in watersheds that have little or no vegetation, steep slopes, and looser soil types.
The Gypsum Canyon watershed has a significant potential for sheet erosion in the existing condition. Factors leading to this conclusion include generally steep slopes found in the upper ends of the watershed and limited vegetation cover in the downstream ends consisting mostly of low brush with minimal canopy. Additionally, in the lower areas of the watershed near the SR-91, the soil is very loose and course due to sand and gravel extraction operation (the Quarry site), thereby significantly increasing sheet erosion potential.
Table 4.4-9 lists the existing soil movement in the project area due to the sheet erosion from a 100-year storm event. The MUS E method considers factors including hydrology, topography, soil erodibility, cropping management, and erosion control to estimate soil loss from a single event.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-11 Hydrology TABLE 4.4-9
ESTIMATED MUSLE RESULTS FOR 100-YEAR STORM EVENT
Watershed/Drainage ID
Drainage Area
(ac)
Existing Peak
Discharge
(cfs)
Estimated Sheet
Erosion
(cubic yards)
Gypsum Canyon 3,379 5,200 450,600
West A 114 330 10,300
West B 32 110 6,700
Source: Fuscoe Engineering, 2005.
Debris Yield
Debris yield is the total amount of substance moved through a concentration point in a watercourse and the ADD method is commonly accepted to design debris basins based on single storm events. The quantity of the debris yield is measured at the outlet point, which is the amount of fines, organic material (vegetative debris), and sediment actually carried by the storm water runoff. Generally, the factors that have the greatest effect on the debris yield are the slope and peak flow, but another factor called the “fire factor” or upland burn potential also plays a major part in determining the debris yield. The fire factor is a coefficient in the ADD method whose value is based on the last time the watershed was completely burned. Storm events after a major fire can result in significantly larger amounts of debris yield due to the lack of vegetative root structures and soil stability. The amount of organic material from burned vegetation that is carried through the concentration point is accounted for by the value of the fire factor in the equation. This factor is important considering the majority of the project area has been set aside for open space preservation upstream of the project development impact area.
The Gypsum Canyon watershed is characterized by steep slopes that result in a high potential for debris yield. Also, there has not been a 100 percent burn of the watershed within the last ten years, which means the influence of the fire factor is relatively low on the debris yield for the existing condition. Table 4.4-10 lists the debris yield in cubic yards from a 100-year storm event at the concentration point of Gypsum Canyon and West drainage area under the existing condition. The relief ratio depicted in the third column of Table 4.4-10 is similar to an average slope along the longest watercourse within a watershed.
TABLE 4.4-10
ESTIMATED L.A. DISTRICT DEBRIS METHOD RESULTS FOR DEBRIS YIELD FOR THE 100-YEAR STORM EVENT
Watershed/Drainage ID
Existing Drainage Area
(mi2)
Relief Ratio
(ft/mi)
Estimated Debris Yield
(cy)
Gypsum Canyon 5.2 34 260,400
West A 0.1 1,041 1, 10
West B 0.05 1,111 410
Source: Fuscoe Engineering, 2005.
Geo-hydrology
Gypsum Canyon is located east of the Orange County Ground Water Basin and southwest of the Chino-Riverside Ground Water Basin, in the Gypsum Creek drainage of the Santa Ana River Watershed. The Santa Ana River Watershed drains to the Santa Ana Forebay of the main Orange County Ground Water Basin. The majority of regional ground water in the vicinity Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-12 Hydrology of the project site occurs in the alluvial sediments of the Santa Ana River with lesser amounts occurring in the bedrock and alluvium of the adjacent subsidiary canyons. Ground water flow in the project site generally mimics surface water flow, and ground water from Gypsum Canyon aquifers flows into aquifers beneath the Santa Ana River. However, most recharge to the ground water in the alluvial sediments of the Santa Ana River comes from either the river s surface flow or underflow from the Chino Basin. Only minor amounts of recharge to the ground water beneath the Santa Ana River are derived from the aquifers of adjacent canyons.
Two aquifers have been identified in the Gypsum Canyon area: a confined bedrock aquifer and an unconfined alluvial aquifer. The bedrock aquifer is sometimes, but not always, overlain by the alluvial aquifer.
Bedrock Aquifer
The confined bedrock aquifer occurs primarily in the upper Santiago Formation. Ground water in the bedrock locally occurs under artesian conditions with the water surface ranging from 20 feet below ground surface (ft bgs) near the mouth of the canyon (near Santa Ana River) to seven feet above ground surface in the central part of the canyon. Ground water in the confined bedrock aquifer flows in a northerly direction at a gradient of approximately 0.015 feet of drop per foot of horizontal distance based on ground water levels measured in bedrock monitoring wells GB-1 and GB-2 in March 2003. The rate of ground water movement in the bedrock aquifer (also called ground water seepage velocity) was estimated to be 0.4 foot/day.
Alluvial Aquifer
Ground water in the alluvial portions of the project site is unconfined and occurs between approximately 15 and 55 feet bgs based on monitoring well data. Shallower or deeper groundwater depths may exist on the project site. Recharge to the unconfined aquifer occurs through infiltration of precipitation and surface water in the drainages, artificial recharge from surface-water storage reservoirs within the Robertson s Ready-Mix lease area, and upward flow of ground water from the underlying bedrock. Seasonal precipitation patterns result in wide fluctuations in ground water levels in this aquifer.
Ground water in the alluvial aquifer flows in a northerly direction at a gradient of approximately
0.015 foot/feet. The flow direction and gradient were estimated from ground water levels measured in alluvial aquifer monitoring wells GB-4 and GB-6 in March 2003. Ground water seepage velocity in the alluvial aquifer was estimated to be approximately two feet/day. The quarry operations currently use groundwater from a well in Featherly Park. A detailed discussion of this water usage is described in Section 4.12 of this EIR, Public Services and Utilities.
Related Planning Programs
City of Anaheim General Plan
Green Element
The Green Element is a single, comprehensive plan to add more green areas throughout the City and protect and enhance its natural and recreational resources. In doing so, the Green Element combines two required elements of the General Plan–Open Space and Conservation– with an optional element, Parks, Recreation and Community Services. Conserving natural resources/natural open space is a fundamental part of the Green Element. Goals and policies Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-13 Hydrology of the Green Element related to hydrology which are applicable to the project and an analysis of the project consistency with these goals and policies is provided in Table 4.4-2 .
Safety Element
The Safety Element assesses natural and man-made hazards present in the community and includes policies to address those hazards. The purpose of the Safety Element is “to identify potential hazards that can significantly impact the City; provide policies to minimize potential dangers to residents, workers, and visitors, and to reduce the level of property loss due to a potential disaster; and, identify ways to respond to crisis situations.” Goals and policies of the Safety Element related to hydrology which are applicable to the project and a project consistency analysis are provided in Table 4.4-2 .
Public Services and Facilities Element
The Public Services and Facilities Element assesses the provision of public services and facilities in the City of Anaheim. As the City grows and matures, the public services and facilities necessary to support new development would need to be provided and the existing facilities would continue to require maintenance, rehabilitation, and replacement. Goals and policies of the Public Services and Facilities Element related to hydrology which are applicable to the project and a project consistency analysis are provided in Table 4.4-2 .
4.4.2 PROJECT IMPACT ANALYSIS
Thresholds of Significance
The criteria used to determine the significance of potential impacts related to hydrology are based on the Initial Study checklist in Appendix G of the State CEQA Guidelines. The project would result in a significant impact related to hydrology if it would:
1. Create or contribute runoff water which would exceed the capacity of existing or planned stormwater drainage systems or provide substantial additional sources of polluted runoff.
2. Substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on- or off-site.
3. Create the potential for significant changes in the flow velocity or volume of stormwater runoff to cause environmental harm.
4. Substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on- or off-site.
5. Place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map.
6. Place within a 100-year flood hazard area structures which would impede or redirect flood flows.
7. Substantially deplete groundwater supplies or interfere substantially with groundwater recharge such that there would be a net deficit in aquifer volume or a lowering of the local groundwater table level (e.g., the production rate of pre-existing nearby wells would Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-14 Hydrology drop to a level which would not support existing land uses or planned uses for which permits have been granted).
. Conflict with any applicable plan, policy or regulation of an agency with jurisdiction over the project adopted for the purpose of avoiding or mitigating an environmental effect.
As previously discussed in Section 2.3.2, Effects Found ot to be Significant, during preparation of the Initial Study the City of Anaheim determined that the proposed project would not have significant impacts for the following thresholds and no further analysis is presented in this section.
x Expose people or structures to a significant risk of loss, injury, or death involving flooding, including flooding as a result of the failure of a levee or dam. x Inundation by seiche or mudflow.
Impact Analysis Assumptions
Proposed Land Use
The proposed project consists of six major Development Areas (refer to Table 4.4-11) and upstream trail access creating a total disturbance area of approximately 73 acres. The same design hydrology methodology used to characterize the existing hydrology conditions was followed to estimate the peak discharge of a 100-year storm event for the proposed project.
Soil infiltration adjustments were made based on the increase in impervious area following development. Generally, residential areas are assumed to be 50 to 0 percent impervious dependent upon the housing density; roads are 90 to 100 percent impervious; and slopes are 15 percent impervious, per the Orange County Hydrology Manual. These impervious values are used for flood control purposes only and are typically considered conservative estimates in terms of estimating runoff and providing flood control mitigation measures.
Table 4.4-11 describes the development characteristics of each Development Area with respect to the disturbed land area and impervious surface areas. Development Areas are depicted in Exhibit 3-20, Project Impact Analysis Map depicted in Section 3.0, Project Description.
Post-Development Drainage Area
Under the proposed condition, the drainage boundaries would be altered to accommodate the proposed grading plan. Exhibit 4.4-5 shows the proposed post-development drainage boundaries while Exhibit 4.4-6, Exhibit 4.4-7, and Exhibit 4.4- provide additional details on areas where drainage diversions or additions occur to Gypsum Canyon watershed based on interactions with the West drainage area, the SR-91 and SR-241 interchange areas, and East drainage area, respectively.
A
1 B
2 C
1 F
1 I
24 Wa
1 b
11 9
Wb
a
H
2 West Drainage Area
Gypsum Canyon Watershed
East Drainage
Area
83 ac
25 ac
12 ac
Detail 1
Detail 2
Detail 3
SR-91
SR-241
rainage Area Summary Acres
Gypsum Canyon Watershed 3402
West Drainage Area 167
East Drainage Area 145
SR-91 / SR-241 Area 83
SR-91 / Gypsum Canyon Rd Area 25
SR-91 Area 12
Post-Development Drainage Boundaries Exhibit 4.4-5
Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
Mountain Park Project Site
Drainage Area ID
Acreage
A
140
Legend
Existing Storm Drain Facilities
SR-91 / SR-241 Drainage Area
SR-91 / Gypsum Canyon Rd Drainage Area
SR-91 Drainage Area
Pad Area
Slopes (includes Fuel Mod & Infrastructure)
Proposed Watershed
Boundary
City of Anaheim Limits
SCALE: 1" = 2400'
SR-241
- 2 AC
2 AC
- 1 AC
54" RCP
36" RCP
Upsize to 54" RCP
in Proposed Condition
60" RCP
72" CSP
42" CSP
24" RCP
Trapezoidal Concrete Channel
32 78" CSP
66" RCP
LEGEND
West Drainage
Sub-Area A
ypsum
Canyon Watershed
Mountain Park
Project Site
Storm Drain
Proposed West
Drainage Area
Proposed
Gypsum Canyon
Watershed
Acreage Lost from
Gypsum Canyon
Watershed
Acreage Gained to
Gypsum Canyon
Watershed
Proposed Watershed
Boundary
West Drainage
Sub-Area B
CSP Corrugated Steel Pipe
RCP
RCB
Reinforced Concrete Pipe
Reinforced Concrete Box
West Watershed Drainage Detail Exhibit 4.4-6
Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
SCALE: 1" = 850'
+ 12 AC
+ 4 AC
- 4 AC
Off-Site Drainage
Boundary
60"RCP
S
R-2
41 Santa Ana Canyon Rd
Gypsum
Canyon
Rd
B
C
A
SR-91
6 0
" RC
P
3 x 10' x 12' RCB
42" CSP
36" CSP
32" CSP
D
ouble4' x
3' R
C
B
42" CSP
36" CSP
6 0"R
C
P
Trapezoidal Concrete
Channel
30" PPC (smooth)
LEGEND
Existing
Storm Drain
Proposed West Drainage Area
Proposed Gypsum Canyon Watershed
Acreage Gained to Gypsum Canyon
Watershed
Acreage Lost by Gypsum Canyon
Watershed
Gypsum
Canyon Watershed
CSP Corrugated Steel Pipe
RCP
RCB
Reinforced Concrete Pipe
Reinforced Concrete Box
Mountain Park Project Site
Proposed Culvert
Extension
Drainage Boundary
SR-241 and SR-91 Interchange Drainage Detail Exhibit 4.4-7 Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
SCALE: 1" = 600'
+ 22 AC
+ 3 AC
Off-Site Drainage
Boundary
5'x 5'Box Culvert
SR-91
+ 1 AC
+ 7 AC
60" RCP
3' x10'
x
12' RCB
60" RCP
6 0"R
C
P
Legend
Storm Drain
Proposed East Drainage Area
Proposed Gypsum Canyon Drainage Area
Acreage Gained to Gypsum Cyn Watershed
Proposed Culvert Extension Acreage Lost by Gypsum Cyn Watershed Gypsum
Canyon Watershed
East Drainage Area
Existing Quarry Site
SR-91 Drainage Area
Mountain Park Project Site
Proposed SR-91/Gypsum Rd Drainage Area
C
D
E
F
CSP Corrugated Steel Pipe
RCP
RCB
Reinforced Concrete Pipe
Reinforced Concrete Box
Source:
Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 East Watershed Drainage Detail Exhibit 4.4-8
SCALE: 1" = 600'
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-15 Hydrology TABLE 4.4-11
DEVELOPMENT AREA TYPE DISTRIBUTION
Residential Land Uses
Development Area Area (ac) Imp. % Imp. Area
1 60.9 40 24.4
2 22.0 50 11.0
4 60.4 52 31.7
5 165.2 76 125.7
3 7 29.2 50 14.6
Subtotal 337.7 207.4
Non-Residential
Land Use Type Area (ac) Imp. % Imp. Area
Man-Made Slope(s)1 267 15 40
Public Park 15.0 15 2.2
School 10.2 40 4.1
Access Road(s)2. 42 90 37.
Fire Station/Trail Staging Area/Store
Concession (Development Area 6) 3.2 0 2.6
Private Community Center 3 0 2.4
Water Pump Station 0.02 90 0.01
Water Reservoirs (includes paved
access roads) 6.50 90 5.
Fuel Modification (outside grading
limits) 1 0 0
On-Site Total 873 302
Off-Site Road Improvements
SR-91/Gypsum Canyon Road 3 90 2.7
Santa Ana Canyon Road 4 90 3.6
Off-Site Total 7 6.3 1
Accounts for off-site remedial fill slopes adjacent to Development Area 5 2 Includes Mountain Park Drive bridge overcrossing and SR-241/Weir Canyon Road Interchange impervious areas within Caltrans right-of-way Source: Fuscoe Engineering, 2005.
West Drainage Area
Under the proposed grading plan, approximately 23 acres that were originally part of the Gypsum Canyon watershed would be altered to drain towards The Summit community resulting in an increase of approximately 23 acres to the West A drainage area. Exhibit 4.4-6 provides additional details on the drainage interaction between Gypsum Canyon and the West drainage area. West B would retain a slightly reduced drainage area (loss of two acres) and peak flow discharge. The only disturbance includes the conversion of an undisturbed steep slope into a man-made slope of a slightly lesser grade. The proposed discharge of a 100-year storm is estimated at 100 cfs, as shown in Table 4.4-4. For more study details please refer to Appendix B of the Runoff Management Plan technical report by Fuscoe Engineering (provided in Appendix C of this EIR).
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-16 Hydrology Gypsum Canyon
Under the proposed condition, the Gypsum Canyon watershed increases by approximately 23 acres to accommodate project grading requirements between Gypsum Canyon Watershed, West drainage area, East drainage area and freeway drainage areas, resulting in a total drainage area of 3,402 acres. The majority of the increase is due to the increase of approximately 12 acres from the SR-91/SR-241 drainage area as depicted on Exhibit 4.4-7.
The remaining area is picked up from interactions with the East drainage area and off-site SR-91 frontal slope drainage areas (Exhibit 4.4- ).
East Drainage Area
The proposed boundary of Development Area 5 would extend east beyond the existing Gypsum Canyon watershed boundary. Approximately seven acres within the East A and three acres of East B would be graded to drain back towards the project s drainage facilities within Gypsum Canyon (Exhibit 4.4- ). This results in drainage area decreases of 22 percent and 2.5 percent respectfully of East A and East B or 6 percent collectively for the entire East drainage area. As discussed earlier, no development would occur within post-condition East A and East B drainage areas and the reduction of drainage area and peak flows would not result in any hydrologic or hydraulic impacts to the existing drainage facilities. Similarly, the potential fuel modifications within approximately three percent of the post-condition sub-areas do not represent a significant impact to hydrology conditions or runoff characteristics.
Addendum No. 1 Orange County Hydrology Manual-Methodology The County of Orange also requires the use of Addendum o. 1 of the Orange County Hydrology Manual to calculate incremental increases in peak discharge for a comparison of the existing and proposed conditions. The need to assess the effects of runoff from development on downstream segments of watersheds has made it necessary to consider the more frequently occurring storm flows (e.g., two-year, five-year). Addendum o. 1 uses all the same parameters (i.e., soils, land uses, etc.) defined in the existing and proposed design hydrology but relies on a 50 percent confidence interval for expected values of peak discharge instead of a high confidence analysis ( 5 percent confidence interval) and uses smaller rainfall curves to predict changes for smaller, more frequent storm events.
High confidence analysis ( 5 percent confidence interval) is used for the design of storm drain facilities and culvert crossings as specified in the Orange County Hydrology Manual.
Addendum o. 1 results are commonly used to determine the overall potential for environmental harm and hydrologic impacts for the various storm events. Therefore, this method of analyzing peak flows is used as a preliminary indicator of the potential hydrologic impacts of a project.
Table 4.4-12 lists the expected value discharges for the existing and proposed conditions at the downstream end of Gypsum Canyon for the required flood frequency events.
The increases in the peak flows for the various storm events presented in Table 4.4-12 provide an indication that there would be increases in runoff for all storm events. The 100-year storm event would result in the largest increase in peak flow (approximately 250 cfs). Therefore, it was determined that the 100-year storm event would be utilized to develop the design hydrology for the proposed condition in order to provide the most conservative hydrology analysis.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-17 Hydrology TABLE 4.4-12
ADDENDUM NO. 1 PRE- AND POST-DEVELOPMENT PEAK FLOW FOR
GYPSUM CANYON
Storm Frequency
(years)
Existing Peak
Flow (cfs)
Proposed Peak
Flow (cfs) Difference (cfs)
2 1,030 1,100 70
5 1,640 1,760 120
10 2,520 2,6 0 160
25 3,230 3,430 200
50 3,4 0 3,700 220
100 3,990 4,240 250
Source: Fuscoe Engineering, 2005.
With respect to the difference in the calculated peak discharge for the two different hydrology methods, the Addendum o. 1 results and the design hydrology results are 4,240 cfs versus 5,490 cfs, respectively. This EIR examines all potential impacts utilizing the high confidence peak discharge from the design hydrology estimate. This represents the most conservative estimate for designing project design features and for protecting the environmental condition of the watershed when performing the erosion, scour and channel stability and storm drain capacity assessments.
The Addendum o. 1 analysis was not performed for the West sub-drainage areas A and B because the existing drainage system does not meet the criteria for using expected value discharge calculations. The existing storm drain systems for both the drainage areas are concrete-lined and no naturally occurring drainage courses are present within the system (i.e., soft-bottom channel). Therefore, downstream segments of the drainage areas are unaffected by the increased runoff from the development assuming the drainage system and downstream receiving water body have the capacity to accommodate the increase in runoff. The design hydrology method is the proper methodology for determining capacity assessments for the existing West drainage area storm drain systems, and is presented in the following sub-section.
The East drainage area was also excluded from the Addendum o. 1 analysis because both sub-drainage areas would undergo minor decreases in drainage areas with no proposed development and peak discharges to the existing drainage facilities (60-inch RCP and 5-foot by 5-foot RCB) and a reduction in peak discharge does not constitute environmental or hydrology impacts within the framework of the Addendum o. 1 method. Similarly, all the freeway drainage areas either undergo reductions in drainage area and peak flow reduction, or maintain similar hydrologic conditions and development additions within these areas is less than significant; therefore, Addendum o. 1 hydrology is not applicable.
Impact Analysis
Threshold 1: Would the project create or contribute runoff water which would exceed the capacity of existing or planned stormwater drainage systems or provide substantial additional sources of polluted runoff?
On-Site Project Feature Impacts
Issues of water quality and potentially polluted runoff, per Threshold 1, are discussed in Section 4.5, Water Quality, of this EIR.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-1 Hydrology Existing Drainage System Capacity
Design hydrology methods were used to determine the peak discharge for a 100-year design storm event to ensure all existing and proposed storm drain facilities are sufficiently sized to meet the flood protection goals of the Orange County Hydrology Manual and the City of Anaheim s Drainage Design Manual. Table 4.4-13 presents a comparison of the peak discharge of a 100-year storm generated at each major confluence point under the existing condition and proposed condition for Gypsum Canyon. The final inlet point at the existing box culvert would receive approximately 5,490 cfs under the proposed condition, which is approximately 320 cfs more than in the existing condition. Exhibit 4.4-9 shows the proposed hydrology map and peak discharges at the major confluence points.
TABLE 4.4-13
GYPSUM CANYON 100-YEAR DISCHARGE AT CONFLUENCE POINTS
Confluence Nodes
Characteristics 100 (furthest
upstream) 200 300 400 500
600 (furthest
downstream)
Existing Q100 (cfs): 3,390 3,620 4,370 4,790 5,050 5,170 ProposedQ100 (cfs): 3,390 3,4 0 4,260 4,9 0 5,490 5,490 Difference 0 -140 -110 190 440 320
Source: Fuscoe Engineering, 2005.
As shown in Table 4.4-13, the hydrologic results indicate that the peak runoff reaching the existing triple barrel reinforced concrete box culvert at SR-91 would increase by 320 cfs between the existing and developed conditions. This increase can be directly attributed to urbanization within the watershed.
This increase in runoff for the proposed condition would contribute to the exceedance of capacity at the inlet of the existing Gypsum Canyon Road/SR-91 box culvert. The increase in surface runoff combined with the existing flooding issue would be considered a significant impact; however, as described in Section 3, Project Description, the proposed project includes improvements to this box culvert (see PDF 4-1 in Section 4.4.3). These improvements, including the extension of the culvert upstream to the inlet control, would alleviate current flooding onto Gypsum Canyon Road during large storm events and accommodate the increase of storm flows from the proposed project. Therefore, potential storm water drainage system capacity impacts associated with Gypsum Canyon would be less than significant.
Gypsum Canyon Creek within Featherly Park (between the triple barrel box culvert outlet and the Santa Ana River) is an earthen channel that is subject to both upstream flows from Gypsum Canyon and the influence of the floodplain from the Santa Ana River. Currently, during large storm events, flow depths exceed the channel capacity from Gypsum Canyon due to the backwater effect of the Santa Ana River floodplain. Within the vicinity of the channel, there are no structures, homes, or facilities that are impacted by the overbank flows in existing or proposed conditions. The increase of flows to the earthen channel would be a less than significant impact from a hydrologic and flood control standpoint due to the absence of development within this area and the overriding influence of the Santa Ana River floodplain on these increased flows from Gypsum Canyon. Project design features (see PDF 4-1 in Section 4.4.3) have been incorporated to minimize potential scour and erosion for those postdevelopment flows of smaller storm events that remain within the channel and are not impacted by the backwater effect of the Santa Ana River.
49 cfs
49 cfs
49 cfs
4 cfs
9 cfs
42 cfs
1 9 C
1 B
2 Wa
1 F
H
2 I
24 1
2 210
410
310
420 520
110
120
510
4 A
1 1 cfs
Wb
1 4 cfs
tended
1 12 RCB
200
9 Drainage
Area ID
Acreage
4 9 cfs
100-Year Peak
Discharge at Node
66" RCP Proposed
4 RCP
East Drainage
Area
145 acres
West Drainage Area
Gypsum Canyon Watershed
Legend
SR-91
SR-241
Sub-Drainage Areas
Project Impact Area
Hydrologic Node
Main Watercourse
Hydrologic Flow Path
Mountain Park Project Site
City of Anaheim Limits cfs Cubic Feet per Second
RCP
RCB
Reinforced Concrete Pipe
Reinforced Concrete Box
General Flow
Direction
Post-Development Hydrology Map Exhibit 4.4-9
March 11, 2005
SCALE: 1" = 2500'
Mountain Park Specific Plan Amendment EIR No. 331
Source:
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-19 Hydrology TABLE 4.4-14
SR-241 CULVERT POST-DEVELOPMENT CONDITIONS
Culvert IDa. Culvert Type
Existing
Drainage Area
Proposed
Drainage Area Net Change Q100 (cfs)
Storm
Drain
Design
Flow
1 7 -inch CSP 60 acres 60 acres 0 acres 150 190
2 72-inch CSP 7 acres 67 acres -20 acres 16 150
3 42-inch CSP 6 acres 6 acres 0 acre 1 40
a. See Exhibit 4.4-1 for Culvert locations
Source: Fuscoe Engineering, 2005.
As illustrated in Table 4.4-14, the drainage areas for SR-241 Culverts 1, 2 and 3 would remain unchanged or undergo slight decreases under the proposed condition. Due to the proposed project grading plan, the Caltrans 72-inch CSP and 42-inch CSP would be impacted and are discussed in more detail under Caltrans-related Project Feature Impacts.
West Drainage Area
Table 4.4-15 includes the hydrology pre- and post-development conditions in the West drainage area.
TABLE 4.4-15
PRE- AND POST-DEVELOPMENT 100-YEAR DISCHARGE FOR THE WEST
DRAINAGE AREA
Sub-Drainage
Area Description
Drainage
Acres Q100 (cfs)
Storm Drain
Design Flow
Excess
Storm Drain
Capacity
Existing 114 330
West A Proposed 137 430
Difference 23 100
434 cfs 4 cfs
Existing 32 110
West B Proposed 30 100
Difference -2 -10
37 cfs 27 cfs
Source: Fuscoe Engineering, 2005.
The West A sub-drainage area draining to the 66-inch RCP via Weir Canyon Road would increase by 23 acres due to the diversion from Gypsum Canyon, and the peak flow rate would increase by 100 cfs. The peak flow (430 cfs) associated with the development within West A would not result in significant impacts on the existing storm drain system within The Summit at Anaheim Hills, because the system was designed to accommodate peak flows up to 434 cfs from upstream land development. Therefore, the existing infrastructure is capable of accommodating peak flows from the project site.
All the other laterals are properly sized to accommodate flows from the proposed project and the remaining off-site drainage areas with the exception of an existing 36-inch RCP lateral that ties into the 66-inch RCP, which does not have the capacity to accommodate the increased runoff from Development Area 7. As part of the proposed project design (PDF 4-1), the 36-inch RCP would be upsized to the capacity of a 54-inch RCP to convey the project flows into the Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-20 Hydrology existing 66-inch RCP. Therefore, the project drainage impacts in this area would be less than significant.
The West B sub-drainage area would continue to accommodate a slightly reduced peak flow discharge (due to a decrease in drainage area of 2 acres), which would result in no hydrologic impacts or impacts to existing or planned drainage systems. Therefore, no storm drain improvements would be required.
East Drainage Area
Under the proposed condition, a small portion of each sub-area (totaling ten acres) would be graded to drain back into Gypsum Canyon and these hydrologic changes have been accounted for in the proposed Gypsum watershed calculations. A small portion of the remaining undisturbed sub-areas (less than 3 percent) may be subject to minor fuel modifications but no grading and/or infrastructure are proposed for those areas. These minor fuel modifications would not alter the drainage patterns or significantly alter the amount of runoff and therefore, are less than significant impacts. All other areas outside the fuel modification buffer would remain undisturbed in the post-development condition.
Ten acres of the East drainage area would be incorporated into Development Area 5 and the runoff conditions for this area have been included in the Gypsum Canyon watershed postdevelopment calculations. As discussed earlier, no development would occur within postcondition East A and East B sub-drainage areas and the reduction of drainage area and peak flows would not result in any hydrologic impacts to the existing drainage facilities. Therefore, hydrology peak flow calculations were not required for the analysis impact assessment.
Freeway Drainage Areas
SR-91/SR-241 Drainage Area
The proposed project would result in road improvements to Santa Ana Canyon Road beyond the project boundary as identified on Exhibit 3-20, Project Impact Analysis Map. The improvements to Santa Ana Canyon Road within the project boundary were already accounted for in the Gypsum Canyon hydrology calculations for the post-development condition. The offsite improvements occur within this drainage area. The total impervious area being added to Santa Ana Canyon Road outside the project boundary within this drainage area is approximately 10,000 square feet (sf) (0.22 acre). This minor increase in impervious area and associated runoff (less than one cfs increase) is offset by the 12-acre reduction in drainage area ( 26 cfs decrease) due to the expansion of Gypsum Canyon watershed and therefore, impacts to the existing storm drain facilities are less than significant.
SR-91/Gypsum Canyon Road Drainage Area
Under the proposed conditions, the project would include some improvements to the SR-91 and Gypsum Canyon Road as depicted in Exhibit 3-20, Project Impact Analysis Map. These improvements occur mainly within the Caltrans right-of-way. The total increase in impervious surfaces for SR-91 off-ramp improvements is approximately 23,000 sf (0.5 acre). The total impervious area being added to Gypsum Canyon Road beyond the project boundary is approximately 73,500 sf (1.7 acres) and would result in minor increases in runoff. The total increase in impervious surfaces (96,500 sf) would be divided up among the three different subdrainage systems (1 - and two 24-inch RCPs) and these systems have the capacity to accept the minor increase in runoff. Similarly, the triple box culvert (Culvert “B”) has capacity to accept this minor increase in runoff. Based on these minor increases in impervious surfaces, no Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-21 Hydrology drainage impacts are expected. It is anticipated that existing catch basins and laterals may be re-located to maximize runoff collection or additional ones may be added (precise locations to be determined as part of the final storm drain design and approval process) but the existing capacity of the storm drain systems in this area is sufficient to accept runoff from the new road improvements.
SR-91 Frontal Slope Drainage Area
Under the proposed condition, the existing drainage areas would be altered to accommodate the Development Area 5 grading limits within Gypsum Canyon. Culvert “C” sub-drainage area would be reduced approximately one acre while the Culvert “D” sub-drainage area would be reduced by approximately 1 acres. o development would occur within the proposed drainage areas and the reduction in drainage area and peak flows does not create any hydrologic impacts to the existing Caltrans drainage facilities.
A summary of the existing and proposed watershed and drainage acreages are summarized below in Table 4.4-16. The letter designations for the culverts are in reference to Exhibit 4.4-1.
TABLE 4.4-16
WATERSHED AND DRAINAGE AREA SUMMARY
Watershed/Drainage
Area ID
Existing
Drainage
(Acres)
Proposed
Drainage
(Acres)
Net
Gain/Loss
(Acres) Primary Drainage Facility
Gypsum Canyon 3,379 3,402 +23 (3) 10 x12 box culvert (B) West A 114 137 23 66-inch RCP (The Summit)
West Drainage Area West B 32 30 -2 60-inch RCP (2) 3 x4 RCB (A) Total = 146 Total = 167 +21
East A 37 30 -7 60-inch RCP (E)
East Drainage Area East B 11 115 -3 5 x5 RCB (F)
Total = 155 Total = 145 -10
Freeway Drainage Areas
SR-91/SR-241 95 3 -12 (2) 3 x4 RCB (A)
SR-91/Gypsum
Canyon Road 26 25 -1 1 -inch, (2) 24-inch RCP (3)
10 x12 box culvert (B)
4 3 -1 60-inch RCP (C)
SR-91 Frontal Slopes 30 12 -1 60-inch RCP (D)
Total = 34 Total = 15 -19
Source: Fuscoe Engineering, 2005.
Runoff Management Plan Design
As described in Section 3, Project Description, the runoff management plan for the proposed project includes a three component storm flow drainage system consisting of: (1) a high flow bypass line for collecting off-site drainage from undisturbed areas within the project boundary and routing around the development areas, (2) an on-site storm drain system to collect high flows from the development areas, and (3) a low-flow water quality system to divert initial storm flows and dry-weather flows from the development areas to a series of water quality basins and/or other structural water quality BMPs without increasing flooding or capacity hazards to the downstream receiving water body.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-22 Hydrology In the eastern portion of the development, the flows would be delivered to Gypsum Canyon Creek and other tributary areas dependent upon the locations of the water quality basins and the storm drain outlets, then to the Santa Ana River. In the western portion of the development, flows would be delivered to improved facilities, and ultimately to the Santa Ana River. At each discharge point, measures would be taken to reduce the velocity of flow (i.e., riprap, check dams, etc.), extend the drain to a stabilized outlet, and provide a flow path barrier to minimize scour and erosion of these outlets. These three systems are depicted on Exhibit 3-9, Proposed Drainage System, in the Project Description.
The majority of flows from the eastern development area would ultimately end up at the proposed SR-91/Gypsum Canyon Road culvert extension adjacent to Development Area 5 before discharging through the culvert into Featherly Park and the Santa Ana River floodplain.
The culvert modification would allow for the proper hydraulic head to convey flows from storm events including the 100-year storm through the triple box culvert and alleviate existing flooding.
The remaining flows from the western portion of the development (Development Areas 3 and 7) would discharge into the existing improved storm drain system of The Summit. For both the Gypsum Canyon watershed and the West drainage area development areas, the proposed peak flows would not exceed the capacity of the existing or planned stormwater drainage system improvements. o runoff from the development areas would drain towards the East drainage area drainage facilities. Additional details on the three-component storm drain system are provided below.
High Flow Bypass System
The proposed high flow bypass system includes a series of storm drain pipes that collect runoff from the undeveloped portions of the site and routes flows around the developed areas. This system serves to maintain existing drainage patterns and also avoids interference with the runoff from the development areas. With the implementation of the proposed drainage system, local drainage conditions within the proposed sub-watershed drainage boundaries would be altered in order to accommodate the project development areas.
With the implementation of the proposed drainage system, local drainage conditions within the proposed sub-watershed drainage boundaries would be altered in order to accommodate the project development areas. The high flow bypass system and on-site storm drain system (described below) combine to result in eight primary discharge points that drain into natural drainage courses within Gypsum Canyon. Table 4.4-17 summarizes the eight primary discharge points and their respective drainage areas in the existing and post-development condition for Gypsum Canyon. The diversion of off-site flows to the primary points of discharge typically increases the drainage area and peak flows that would discharge into the natural environment with the exception of two drainage areas ( 1 and 6) that would undergo decreases in drainage areas. The West drainage area does not contain any locations where on-site or off-site flows are collected and discharged into natural drainage courses and therefore, the undisturbed areas did not require a bypass system. East drainage area diversions have already been accounted for in the pre and post-condition analysis for that drainage area and the undisturbed areas (94 percent of the original drainage area) would not require the implementation of any high flow bypass systems due to the absence of development areas in the post-development condition. West drainage area diversions have already been accounted for in the pre- and post-condition analysis for that drainage area and the undisturbed areas do not require a bypass system. The graphical depiction of this information is presented in Exhibit 4.4-10 for Gypsum Canyon.
Primary discharge points that receive discharges from the high flow bypass system and the onsite storm drain system would undergo increases or reductions over pre-development run-off 91 241
2 8
7 5
3 1
4 6 #6
#1
#2 #3
#4
#5 #7
#8
3 5
8 4
7 2
1 2
6 1
1 6
3 4
5 2
7 Private
Community
Center
SR-91
SR-241
Lower Gypsum Canyon Local Drainage Impact Analysis Exhibit 4.4-10 Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
LEGEND
3 Mountain Park Project Site
City of Anaheim Limits
Main Watercourse
Existing Local Drainage Areas
Area gained to Outlet Point
Area lost from Outlet Point
Existing Culverts
Natural Drainage Outlet Point
Proposed Culvert
Proposed Storm Drains
3 SCALE: 1" = 1500'
3 Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-23 Hydrology quantities and would be subject to the confluence of storm flows, increases in velocity and scour potential and potential habitat conversion. In conjunction with the preparation of final storm drain improvement plans, countermeasures for the potential environmental harm impacts to the natural drainage courses for each primary discharge point would be accomplished by the design of the outlet structures to transition high-velocity piped flows into non-erosive open channel flows for the protection of downstream habitats and channel stability. The outlet structure design and the area within the influence of the increased flow would include a series of countermeasures to reduce velocities to non-erosive rates including brooks boxes, baffle boxes, wing walls, riprap (grouted or river rock), vegetative check dams, reinforced vegetative mats and/or grade control structures. The length and width of the outlet countermeasures would vary dependent upon the natural characteristics of the downstream channel. All facilities would be designed to assure the post-development runoff condition would be transitioned into the natural environment in a manner that ensures less than significant impacts to the natural drainage courses and habitat.
TABLE 4.4-17
GYPSUM CANYON PRIMARY DISCHARGE POINT DRAINAGE
ALTERATIONS (ACRES)
Drainage Area IDa. Existing Drainage
Post-Development
Drainage Acreage
Post-Development
Acreage Net
Gain/Loss
1 230 156 -74
2 22 29 7
3 9 123 114
4 51 43
5 6 104 9
6 39 234 -164
7 1 45 44
0.3 92 92
a. See Exhibit 4.4-10
Source: Fuscoe Engineering, 2005.
On-Site Storm Drain System
The on-site storm drain system would collect runoff from the graded development areas and roadways in order to provide flood protection for the developed project site. The system would include a series of catch basins and laterals meeting City design standards (25-year design flows or better) to strategically collect and deliver high storm flows from the development areas to the main storm drain lines to minimize the threat of on-site flooding (consistent with Goal 6.1, Policy 1 of the Public Services and Facilities Element). Each development area would drain into a main storm drain line that either connects directly into the extended culvert, an existing storm drain system (The Summit), or discharges into Gypsum Canyon Creek (described under High Flow Bypass System). Where discharges are returned to Gypsum Canyon Creek or other natural areas, design features would be incorporated to diffuse the flows, reduce velocity and deliver the storm flows in a manner that avoids environmental harm to the existing habitat and maintains the stability of the creek. Therefore, the design of the on-site storm drain system would prevent on-site flooding and reduce potential impacts to less than significant.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-24 Hydrology ow-Flow and Dry-Weather Flow Water Quality System
The implementation of the proposed water quality treatment system (as discussed in Section 4.5 of this EIR, Water Quality) would result in controlled discharges of storm flows from the water quality basins into natural drainage courses through the use of energy diffusers and scour protection, or through direct connections back to the main storm drain lines after treatment. The water quality facilities would capture and treat flows from small storm events and the initial flow from larger storm events in accordance with regulatory design requirements (as discussed further in Section 4.5 of this EIR and Appendix D of the Water Quality Technical Report Appendix D of this EIR ). Additionally, it is expected that the water quality basins would capture nuisance (dry-weather) flows from the proposed impervious surface areas meaning that it is not anticipated that there would be appreciable dry weather flows exiting the basins.
Physical and biological processes such as vegetative uptake, infiltration and evapotranspiration would adequately reduce the potential for dry-weather flow discharges from the project.
Therefore, potential impacts to habitat conversion due to dry weather flows are considered insignificant. In addition, all facilities would be designed to assure the discharge of runoff from storm events would be transitioned into the natural environment in a manner that ensures less than significant impacts to scour and erosion of the downstream natural drainage courses (see previous discussion in Section 4.4.2, High Flow Bypass System).
Off-Site Project Feature Impacts
With the exception of roadway improvements at SR-91/Gypsum Canyon Road and Santa Ana Canyon Road, the proposed off-site project features would not result in impervious surfaces that would increase the amount of runoff as previously discussed. The potential impacts associated with the Santa Ana Canyon Road improvement are provided below. The potential impacts associated with the improvements within the SR-91/Gypsum Canyon Road drainage area fall primarily within the Caltrans right-of-way and are discussed under Caltrans-related Project Feature Impacts.
The total road improvements to Santa Ana Canyon Road within the SR-91/SR-241 drainage area (0.22 acre or less than one percent) is offset by the 12-acre reduction in drainage area due to the expansion of Gypsum Canyon watershed and, therefore, impacts to the existing storm drain facilities are less than significant. o modification of the existing drainage facilities are required for these improvements.
An approximate four-acre sub-drainage area adjacent to the 26-acre SR-91/Gypsum Canyon Road area that used to drain into the existing culvert inlet would no longer drain adequately due to the inlet extension upstream. Therefore, a small storm drain improvement including a riser tower and pipe (24-inch RCP) would be implemented as a part of the project design (PDF 4-1) to collect runoff from this area and connect into the triple box culvert at the approximate location of the existing inlet of the triple box culvert. Detailed hydraulic analysis would be performed during final design to confirm the hydraulic grade line is sufficient to pass flows into the box culvert under the proposed condition for the proposed storm drain improvements.
Caltrans-related Project Feature Impacts
The total increase in impervious surfaces (96,500 sf or approximately 2.2 acres) due to the improvements of the SR-91 off-ramps and Gypsum Canyon Road within the SR-91/Gypsum Canyon Road Drainage Area and Caltrans right-of-way would be divided among the three different drainage systems (1 -inch and two 24-inch RCPs). Based on these minor increases in impervious surfaces, no drainage impacts are expected to the existing facilities. It is anticipated that existing catch basins and laterals may be re-located to maximize runoff collection or Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-25 Hydrology additional ones may be added but the existing capacity is sufficient to accept runoff from the new road improvements.
The SR-241/Weir Canyon Road interchange and the Mountain Park Drive bridge overcrossing also occur within the Caltrans right-of-way, resulting in impacts to Caltrans drainage facilities.
Other Caltrans facilities are also impacted along the SR-241 between the interchange and overcrossing and are described below. Caltrans-related project feature impacts along the SR-91 have been discussed under separate headings (Gypsum Canyon Watershed and Freeway Drainage Areas).
The SR-241/Weir Canyon Road interchange within the Caltrans right-of-way covers approximately 3.9 acres including approximately 1.5 acres of impervious surface addition,
2.4 acres of man-made slopes and 0.3 acre for a proposed Caltrans swale facility. The Mountain Park Drive bridge overcrossing includes approximately 0.35 acre of impervious area additions and approximately 0.4 acre of grading within Caltrans right-of-way to accommodate the overcrossing.
The extension of Weir Canyon Road to SR-241, the interchange and the Mountain Park Drive bridge overcrossing were included in the proposed hydrology analysis for Gypsum Canyon Watershed in the Mountain Park Runoff Management Plan olume 1 by Fuscoe Engineering, Inc. More specifically, the proposed off-site improvements are accounted for in Table 4.4-11 of this EIR and the sub-drainage Area F of the Gypsum Canyon watershed of the proposed hydrology map (Exhibit 4.4-9). Runoff from the proposed road extension and the bridge overcrossing would ultimately be delivered to the extended triple box culvert (Culvert “B”) and the design of this culvert has taken into account the runoff from these roadway improvements.
Therefore, potential hydrology impacts from the proposed roadway improvement are considered less than significant.
Existing drainage facilities within Caltrans right-of-way were previously described under existing conditions. Under the proposed condition, several drainage improvements are necessary to accommodate the SR-241/Weir Canyon Road interchange for both the west side and east side of the SR-241. As part of the interchange improvement, runoff form the western on-ramp would connect into the existing 30-inch AP approximately 400 feet downstream of the 7 -inch CSP.
The 30-inch AP would be extended north along the SR-241 to collect additional runoff from the eastern off-ramp through additional drain inlets. The extension of this drainage system replaces the aforementioned concrete swale from the existing condition. All runoff collected from the west side of the interchange would be conveyed to a proposed Caltrans water quality facility where the SR-241 runoff would be treated prior to discharging from the Caltrans right-of-way.
Runoff from the east side of the interchange would be collected into new drain inlets and conveyed into the existing 24-inch AP along the east side of the SR-241. The 24-inch AP would also be extended to pick up drainage from the new inlets associated with the proposed off-ramp.
All flows within this drainage system would be conveyed to a proposed Caltrans water quality facility along the eastern side of the SR-241 where the runoff would be treated prior to discharging from the Caltrans right-of-way.
Under the proposed condition, all runoff associated with the bridge overcrossing would be collected into a series of pipes designed to convey runoff from bridge structures. The drainage system would convey the runoff from west to east towards Development Area 4. Flows from the overcrossing would tie into the proposed storm drain system of Mountain Park Drive within Development Area 4. Runoff from the overcrossing would be treated by a downstream water quality basin associated with Development Area 4.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-26 Hydrology Due to the proposed project grading requirements, several drainage facilities along the SR-241 between the interchange and overcrossing would also be impacted. In order to convey project flows and treated flows from the Caltrans right-of-way, the existing 72-inch CSP culvert would require extension upstream to accommodate the project development plan. Due to the depth of the existing culvert ( 75 feet below the ground), connecting into this culvert and extending upstream is infeasible. Therefore, the 72-inch CSP will be abandoned and a new 54-inch RCP will be constructed to convey a portion of the project flows and treated flows from Caltrans drainage facilities. The reduced culvert size is due to the reduction in drainage area based on the proposed grading plan. Detailed hydraulic analysis confirm the 54-inch RCP has adequate capacity to convey flows for the post-development boundary and would be submitted for review and approval by Caltrans through the encroachment permit process. These drainage improvements within the Caltrans right-of-way have been accounted for in the post-development condition analysis of the Gypsum Canyon watershed. The 7 -inch CSP and its drainage area would remain unchanged and would not require any alterations or modifications.
In addition to the proposed changes related to the existing 72-inch CSP culvert, there are also proposed changes to the existing 42-inch CSP culvert at the downstream end. The existing outlet of the 42-inch AP and the upstream 1 -inch AP that currently drain to natural drainage courses would be abandoned. The runoff collected into the 1 -inch AP would tie into the 42- inch AP and a new storm drain extension would drain both of these systems into a Caltrans water quality facility for treatment along the eastern side of the SR-241 right-of-way. The water quality facility would also be sized to accommodate the runoff from the existing 60-inch CSP and 24-inch AP just downstream of the 42-inch CSP. The treated discharge from this facility would then drain into natural drainage courses within Gypsum Canyon.
Based on the proposed plan improvements, there are five proposed water quality facilities within Caltrans right-of-way to provide treatment of Caltrans runoff prior to confluencing with treated project runoff. Each of these facilities would be designed as a biofiltration swale in accordance with Caltrans standards. The swales would be designed as flow-through systems and would meet hydraulic standards for both water quality flow rates and 25-year high flow rates. Specific hydraulic requirements for water quality flows and high flows have been calculated to ensure Caltrans design criteria for velocity, depth of flow, hydraulic resident time and channel width configurations have been satisfied (see Appendix Q of this EIR).
For both the west and east drainage improvements within the SR-241 Caltrans right-of-way, all proposed drainage facilities would be sized according to Caltrans Freeway standards upon final design. All supporting detailed hydrology and hydraulic calculations will be submitted for review and approval through the Caltrans encroachment permit process. Following the implementation of the drainage design standards for all existing and proposed facilities, impacts to hydrology and drainage are less than significant. All proposed changes described have been accounted for in the Gypsum Canyon watershed analysis as part of the Runoff Management Plan.
In summary, with implementation of the project design features the proposed project would not have a significant impact on existing or planned drainage facilities within the project area or within the area downstream of the proposed project.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-27 Hydrology Threshold 2: Would the project substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation onor off-site? On-Site Project Feature Impacts
Proposed development in the project site would change the environment with respect to the topography and land cover. The Development Areas would introduce new impervious surfaces as well as grading impacts, which would affect current erosion conditions. In general, there are several major changes that influence soil movement due to development activity including:
x Decreased erodible area due to the proposed impervious area; x Overall decrease in slopes (i.e., less steep) due to the proposed grading, and x Increased peak flow rate and runoff volume under the proposed hydrology.
Sheet Erosion
Under the proposed condition, paved surfaces have no actual potential for sheet erosion. Sheet erosion would decrease in these areas due to the proposed development. This is due to the increase of impervious surfaces within the development area and grading manipulations for the lower canyon slopes by decreasing the average slope. Sheet erosion is most often linked to downstream water quality impacts. A direct consequence of increased sheet erosion in a water body is increased turbidity; conversely, decreased sheet erosion can lead to decreased turbidity. Turbidity is defined as a measure of how suspended solids and particulates in the water reduce the ability of light to penetrate the water column which, in turn, can have negative impacts on downstream waters that support aquatic life and habitat.
Table 4.4-1 summarizes the changes in sheet erosion potential that would occur after development in cubic yards (cy).
TABLE 4.4-18
CHANGES IN SHEET EROSION FOR THE 100-YEAR STORM EVENT
Watershed/Drainage ID
Existing Erosion Potential
(cy)
Proposed Erosion
Potential (cy) Change (cy)
Gypsum Canyon 450,600 261,700 -1 ,900
West A 10,300 3,900 -6,400
West B 6,700 600 -6,100
Source: Fuscoe Engineering, 2005.
Gypsum Canyon
As shown in Table 4.4-1 , after development, the sheet erosion for Gypsum Canyon would decrease substantially. The most significant factor leading to the substantial reduction is the development of the quarry site. The quarry site alone accounts for roughly one-third of the estimated sheet erosion for the existing condition and this factor largely overemphasizes the reduction observed in the estimate for the proposed development condition. Quarry sites are only required to capture and detain sediment and erosion up to a 10-year storm event and erosion results from a 100-year storm event greatly exceed the capacity of these 10-year basins. Upon termination of the quarry operations, the approved reclamation plan would result Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-2 Hydrology in the improvement of erosion control measures to reduce the impacts of the quarry on the existing erosion rate.
Overall, the proposed project would result in a substantial decrease in sheet erosion and would significantly reduce siltation on- and off-site. Although not a part of the proposed project, the implementation of the reclamation plan for the quarry prior to initiation of project construction activities would result in significant reductions in the existing sheet erosion estimates, thereby reducing the sheet erosion differences between the existing and proposed conditions. astly, reductions in erosion and siltation are generally considered beneficial to the downstream creeks and rivers due to the reduction in turbidity; therefore, sheet erosion impacts to Gypsum Canyon would be less than significant.
West Drainage Area
As shown in Table 4.4-1 , West A and West B sheet erosion estimates would decrease substantially. The larger relative decrease in sheet erosion in the West sub-drainage areas versus Gypsum Canyon is because of the relatively small size of the West sub-drainage areas in relation to the proposed development plans. The ratio of development to undisturbed is greater in these two small West sub-drainage areas outside the Gypsum Canyon watershed resulting in larger reductions in sheet erosion. However, the overall amount of sheet erosion is two to three orders of magnitude smaller as compared to Gypsum Canyon.
Therefore, the proposed project would result in a substantial decrease in sheet erosion and would significantly reduce sheet erosion and resulting siltation on and off-site. Reductions in erosion and siltation are generally considered beneficial to downstream creeks and rivers due to a decrease in turbidity; therefore, sheet erosion impacts would be less than significant for the West drainage area.
East Drainage Area
Under the proposed condition, approximately six percent of area within the East drainage area would be incorporated into the Gypsum Canyon watershed, primarily for the creation of manmade slopes. The sheet erosion and sediment yield estimates for this area in the proposed condition have been accounted for within the Gypsum Canyon analysis. Erosion and sediment transport processes within the remaining areas of the East drainage area would remain undisturbed in the proposed condition. The diversion of 6 percent of the upper slopes of this drainage area into the Gypsum Canyon watershed is not considered a significant impact either within the East drainage area watershed or within the overall erosion and sediment processes of the Santa Ana River. Sediment and debris alterations to the remaining areas within the East drainage area would remain undisturbed and are considered less than significant. Therefore, further analyses for both erosion and debris yield within this drainage area have been excluded from any further study within this area due to the less than significant impact determination.
Freeway Drainages
Sheet erosion and debris yield calculations were also not performed for the three freeway drainage areas including the SR-91/SR-241 interchange, the SR-91/Gypsum Canyon Road interchange and SR-91 frontal slope area. These off-site drainage areas do not contribute significant sheet erosion or debris yields under the existing condition due to the high impervious condition (i.e., existing road network) within each area. Under the proposed condition, the SR-91/SR-241 drainage area would undergo a slight reduction (approximately 14 percent) while the SR-91/Gypsum Canyon Road would remain essentially the same in terms of drainage area, land use and existing and proposed sheet erosion. Similarly, the frontal slopes drainage area Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-29 Hydrology related to the SR-91 would not substantially change and the area is not considered a significant contributor of erosion and debris under the existing or proposed condition. For each of these areas, sheet erosion and debris yield are not significant factors or physical processes that would influence the project or require any further detailed analysis. Therefore, impacts are considered less than significant.
Debris Yield
Based on the results of the ADD method, the total debris yield from the Gypsum Canyon watershed and West drainage area would decrease in the post-development condition. Table
4.4-19 summarizes the changes in debris yield for the proposed project.
TABLE 4.4-19
CHANGES IN DEBRIS YIELD FOR THE 100-YEAR STORM EVENT
Watershed/Drainage ID
Existing Debris
Yield (cy)
Proposed Debris
Yield (cy) Change (cy)
Gypsum Canyon 260,400 224,200 -36,200
West A 1, 10 1,240 -570
West B 410 110 -300
Source: Fuscoe Engineering, 2005.
The moderate decrease in debris yield under the proposed condition for Gypsum Canyon can be mostly attributed to fine materials like silt and clay. The fine particulates primarily come from overland flow and erosion, which would significantly decrease due to landscaping and new impervious surfaces. There would also be a reduction in coarser materials, which is more strongly influenced by the discharge and flow velocity in the channel itself. The reduction in creek sediment transport would be mainly due to the following:
x A moderate reduction in total erodible area in the proposed condition due to impervious surfaces, including elimination of the highly erodible quarry areas; x Creation of approximately 263 acres of man-made slopes which influences the slope and runoff conditions;
x Approximately 1,500 feet of the creek would be altered due to the box culvert extension at the disturbed downstream end of the watershed;
x Channel velocity in the lower reach of Gypsum Canyon reduces to a non-scour velocity ranging from 4 to 7 feet per second. Based on this velocity reduction, a majority of the sediment would deposit in the downstream end of the creek near the inlet of the extended culvert respecting existing patterns of sediment build up at the culvert inlet.
A moderate reduction in debris yield would result in less deposition downstream and this decrease is a potentially significant impact. The reductions in debris yield calculations are not directly equivalent to reductions in sediment transport; therefore, the HEC-6 analysis was used to evaluate sediment yield changes and whether a significant impact would result. Debris yields provide a measure of the total accumulation of debris for a single event at a single location taking into account the corresponding drainage area and land coverage. Sediment transport is defined as a measure of the quantity of sediment through scour and deposition that moves through the a stream or channel over a specified time period (annual, 5-year, etc.) due to stream flow and channel characteristics and is a more accurate method to determine sediment impacts to downstream receiving water bodies.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-30 Hydrology Sediment Yields
In order to assess the specific sediment transport impacts on the Santa Ana River, HEC-6 model simulations are required to determine sediment-loading rates for various storm frequency events (i.e., 2-, 10-, 25-, 50- and 100-year storms) for Gypsum Canyon Creek. The use of this model to the West and East drainage areas is not applicable due to the absence of significant natural drainage courses that drain to the Santa Ana River for each of these drainage areas.
Gypsum Canyon
Reductions in sediment loading to determine the potential impacts to the Santa Ana River are best evaluated by comparing the computed sediment loading rates from Gypsum Canyon with those of the actual measured loading rates of nearby watersheds based upon historical records.
A recent study on sediment budgets of Southern California coastal watersheds measured the annual loading rate of sediment (cy/year) into the Santa Ana River from a sediment gauging station in proximity to the Prado Dam.
The results, which covered a data period spanning 40 years, were compared with the calculated existing annual mean loading rate of Gypsum Canyon and the calculated proposed annual mean loading rate (utilizing the HEC-6 model) to determine the significance of the reduction of sediment with respect to the Santa Ana River. Table 4.4-20 summarizes the findings from the Southern California sediment study for comparison with the calculated sediment loadings.
TABLE 4.4-20
MEASURED SEDIMENT YIELD VS. CALCULATED SEDIMENT YIELDS
Watershed
Annual Sediment
Yield (cy) Drainage Area (mi2
)
Sediment Loading
Rate (cy/mi2/year)
Santa Ana River (Prado Dam measured) 1,144,444 2,230a. 513.2 Gypsum Canyon (Existing – calculated) 2,340 5.2 443.2
Gypsum Canyon (Proposed – calculated) 1,530 5.34 2 6.5
a. Upstream watershed area tributary to Prado Dam (excludes downstream area of Prado Dam) Source: Fuscoe Engineering, 2005.
Reductions in sediment yield to a downstream water body are generally considered significant if the tributary area represents a significant source of sediment to the downstream water body.
The watershed area for the entire Santa Ana River is approximately 3,200 square miles, which includes areas downstream of Prado Dam that are not included in the drainage area studied.
The watershed for Gypsum Canyon is approximately 5.2 square miles or less than one percent of the total drainage area. With respect to the watershed tributaries within the reach of the Santa Ana River downstream of Prado Dam, the total drainage area is approximately 970 square miles and Gypsum Canyon still represents less than one percent of the total drainage area contributing runoff and sediment to this reach of the river.
The calculated annual mean loading rate for the existing conditions is within a reasonable range of the measured loading rates indicating the relative validity of the sediment-loading model. The existing annual sediment yield for Gypsum Canyon in comparison to the annual sediment yield of the Santa Ana River represents less than one percent of the total sediment contributions.
The proposed annual mean sediment loading rate represents a moderate reduction in sediment yield within Gypsum Canyon, but when compared with the annual sediment yield of the Santa Ana River, the reduced sediment yield under the proposed conditions accounts for a miniscule fraction of the total sediment inputs to the river. The effect is so small that it is beyond the Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-31 Hydrology capability and accuracy of the hydrologic and sedimentation models to predict any sediment yield, stability or equilibrium impacts to the Santa Ana River. Based on this assessment, the impact associated with the decrease in sediment yield is considered less than significant.
West Drainage Area
The West drainage area would also undergo a decrease in debris yield due to the proposed development. The reasons for the much larger decreases in debris are similar to the reasons discussed under the sheet erosion assessment. The relative development area in relation to the small drainage area magnifies the reduction in debris yield in terms of percentage change from the existing to proposed condition. However, the reduction in debris yield as compared to the yields for Gypsum Canyon is two orders of magnitude less indicating the significantly smaller contributions of the West drainage areas.
As shown in Table 4.4-19, the West drainage area contributions are less than one percent of the total debris yield of the Gypsum Canyon watershed and this percentage is even further reduced when considered in relation to the much larger Santa Ana River watershed. Therefore, debris yield reductions from the West drainage area would be less than significant.
East Drainage Area
As previously discussed, under the proposed condition, approximately six percent of land area within the East drainage area would be affected by the proposed project. This area affected represents only 7 percent of the total land disturbance proposed for the West drainage area and 1 percent of the total area when considered in relation to the Gypsum Canyon watershed area.
In addition, the sediment yield estimates for this area in the proposed condition have been accounted for within the Gypsum Canyon analysis and impacts related to debris yields would be less than significant due to the minor percentage of land altered within the East drainage area.
In summary, based on the relatively minor reductions in sediment contributions of Gypsum Canyon Creek in relation to the total sediment loading to the Santa Ana River, the proposed project would result in less than significant impacts to the stability of the Santa Ana River.
Off-Site Project Feature Impacts
For each of the freeway drainage areas, sheet erosion and debris yield are not significant factors or physical processes due to the relative high impervious condition within each area.
Similarly, the proposed off-site project features including the sewer connection, the Weir Canyon Road reconfiguration, and frontal slope modifications to the SR-91 north of the project boundary would not change the amount of sheet erosion and siltation from these areas; therefore, they would not result in any significant impacts on the downstream receiving water bodies.
Caltrans Related Project Feature Impacts
The proposed drainage changes and collection of runoff would respect the existing drainage patterns. The impervious calculation and the associated methods (MUS E and ADD) used to evaluate impacts on erosion and sediment yield for areas within Caltrans right-of-way have been accounted for within the Gypsum Canyon watershed project impact results for both the existing and proposed conditions. As determined in the Runoff Management Plan, olume 1, impacts to erosion and debris yield are considered less than significant.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-32 Hydrology Threshold 3: Would the project create the potential for significant changes in the flow velocity or volume of stormwater runoff to cause environmental harm? On-Site Project Impacts
Channel Hydraulics Analysis
Water surface profiles for Gypsum Canyon Creek were computed using the U.S. Army Corps of Engineers Hydrologic Engineering Center-River Analysis System (HEC-RAS) computer program. The West drainage area did not require a channel hydraulics or stability analysis due to the absence of a preserved natural channel in the post-development condition. The East drainage area did not require the analysis due to the preservation of 94 percent of the existing drainage and existing drainage courses that are not subject to increased runoff from the development areas. The HEC-RAS hydraulic model was applied to estimate changes in water surface elevation and flow velocity in the Gypsum Canyon Creek between existing and proposed conditions. Peak discharges for a series of storm events (2-, 5-, 10-, 25-, 50-, and 100-year) were taken from hydrology analysis and were used in the hydraulic model. The purpose of modeling the various storm events was to determine the storm event that resulted in the greatest impact on both the floodplain and the channel velocities from which impact assessments and project design features could be based.
The water surface of the Santa Ana River at the downstream end of the study reach in Featherly Park is 37 feet amsl, estimated from FEMA 100-year flood map. A backwater calculation was performed using HEC-RAS simulating the downstream water surface elevation at 37 feet amsl at the Santa Ana River up to the SR-91 culvert. The backwater calculation is necessary for the hydraulic model because Featherly Park serves as a floodplain for the Santa Ana River during large storm events. For both existing and proposed conditions, the backwater effect from the Santa Ana River at the SR-91 culvert outlet results in a mean sea level of approximately 3 3 feet amsl. For the study reach in Gypsum Canyon, a HEC-RAS simulation was performed using a separate backwater calculation with the downstream water surface elevation at conservative 3 1 feet amsl at the culvert outlet up to approximately 12,000 feet upstream from the culvert.
The results of the HEC-RAS analysis indicated that the 100-year storm event caused the greatest increase in water surface elevation and channel velocities for both the Gypsum Canyon Creek and the Featherly Park channel. Therefore, the following impact analyses are based on a 100-year design storm and any resultant project design features would be designed on this analysis, thereby covering any lesser impacts associated with the smaller storm events.
Table 4.4-21 summarizes the results of the channel hydraulics with respect to water surface elevation and flow velocity between the existing and proposed conditions for the study reaches in Gypsum Canyon.
Based on the computed water surface profiles in the reach of the Gypsum Canyon Creek, Exhibit 4.4-11 and Exhibit 4.4-12 show the existing and proposed floodplains, respectively.
Exhibit 4.4-13 compares the inundation areas for the pre-development and post-development conditions.
R-1
R-2
RSouthern evelopment
Boundary
isting
Culvert Inlet SR-241
Santa Ana Canyon Rd
Existing Gypsum Canyon Creek Inundation Area Exhibit 4.4-11 Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
SCALE: 1" = 1000'
Legend
Existing Topo
Main Channel
100 yr Flood
Freeway
Mountain Park Project Site
Spill Zone/Street Flooding
Study Reach
R-1
R-2
RSouthern evelopment
Boundary
Proposed
Bridge
Proposed
Culvert Inlet
Proposed Gypsum Canyon Creek Inundation Area Exhibit 4.4-12 Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
SCALE: 1" = 800'
Legend
Mountain Park Project Site
Proposed 100-year Flood Boundary
Development Area
Main Channel
Proposed Grading
Extended Culvert
Existing Topo
Study Reach
R-1
R-2
RSouthern Development
Boundary
Proposed
Culvert Inlet
Existing and Proposed Gypsum Canyon Creek Inundation Exhibit 4.4-13 Mountain Park Specific Plan Amendment EIR No. 331 March 11, 2005 Source:
SCALE: 1" = 800'
Legend
Proposed Channel Alignment
Existing Flood Boundary
Existing Topo
Mountain Park Project Site
Extended Culvert
Proposed Grading
Proposed 100-year Flood Boundary
Study Reach
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-33 Hydrology TABLE 4.4-21
HEC-RAS HYDRAULIC SIMULATION RESULTS FOR GYPSUM CANYON
Existing Condition
(averages)
Proposed Condition
(averages)
Location River Station Water
depth (ft)
Channel
Velocity
(f/s)
Water
depth (ft)
Channel
Velocity
(f/s)
Change in
Depths
(ft)
Change in
Velocity
(f/s)
Sub-reach GR-1:
Culvert inlet to bridge
Sta. 12 55
(existing inlet)/Sta.
29 00 (proposed
inlet location) to
Sta. 49 51
6.9 11.1 9.5 .3 2.6 -2.
Sub-reach GR-2:
Bridge to southern
development
boundary
Sta. 50 37 to Sta.
97 00 5.0 10.9 5.1 11.3 0.1 0.4
Sub-reach GR-3:
Southern
development
boundary to
upstream of
development
Sta. 100 3 to Sta.
121 05
o change in water surface elevation or channel velocity upstream of development boundary
Source: Fuscoe Engineering, 2005.
Under the proposed condition, the average water depth would increase by approximately
2.6 feet within sub-reach GR-1 due to the culvert extension from 6.9 feet to 9.5 feet. The extension would result in a controlled backwater effect at the culvert inlet and would be designed to accommodate a depth of 17 feet in order to provide sufficient hydraulic head to convey the peak discharge through the inlet. The increase in water surface elevation of 12 feet is a result of the designed backwater effect necessary for the culvert improvements. Additional design measures would be performed at the inlet to insure the design depth of 17 feet (plus three feet of freeboard) is met. As a consequence, the average flow velocity in GR-1 reduces significantly from 11.1 fps to .3 fps between the existing and the proposed conditions.
The increase in water surface elevation at sub-reach GR-1 of the creek is a design feature of the proposed flood control system and would be designed in a manner that the impoundment area controls the floodwaters so that it does not pose any downstream or upstream flood hazards to the surrounding roadways or structures. The design of this culvert inlet would result in a less than significant impact for on-site and off-site flooding.
In the middle sub-reach (GR-2), the backwater effect from the downstream reach diminishes towards the upstream end and the average change in average water depth is 0.1 feet. Due to the development effects within this sub-reach drainage area, the velocity of the creek increases by an average of 0.4 fps. The remaining sub-reach (GR-3) that is identified upstream of the southern development boundary does not undergo any changes with respect to surface water elevations or flow velocities.
elocity decreases observed in GR-1 do not pose any erosive conditions and are considered less than significant impacts. Changes in velocity for sub-reach GR-2 result in a slight average increase and this increase is categorized as a less than significant impact due to the stability of the cobble layer underlying the creek bed.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-34 Hydrology Channel Stability Analysis
The stability of a creek relies on its sediment transport capacity and sediment budgets. If the potential transport capacity of a given reach is greater than that of the reach upstream, scouring would occur to achieve equilibrium. Conversely, if the potential transport capacity of the upstream reach is greater, deposition or accretion of sediments can be expected within the downstream reach.
A sediment and scour analysis was performed on Gypsum Canyon Creek to determine sediment transport impacts on the study reach as specified in the channel hydraulic analysis section. The modeling program used in this section is the U.S. Army Corps of Engineers HEC-6 Scour and Deposition computer program. HEC-6 combines hydraulic information and bed material gradation to compute scour in a channel for a single storm event or multiple events. Gradation of the riverbed sediment was determined from seven soil borings and testing performed by GeoSoils, Inc. in February 2003. The results of the boring tests show that a cobble layer exists approximately two feet below the streambed and four feet below the riverbank.
The cross-sections used for the channel hydraulics analysis were also used for the channel stability calculations with the exception of the proposed bridge because the HEC-6 Army Corps program does not account for bridge hydraulics. However, in conjunction with the tentative map submittal and preliminary design of the bridges, commonly accepted scouring analysis protocols (HEC 1 or equivalent) would be used to confirm the potential local scour and erosion impacts on the creek bed due to the bridge abutments. ocal scour analysis methods require design details of the bridge abutments that exceed the level of project design available for analysis in the EIR. ocal scour methodologies include computing modeling procedures to identify the potential scour and erosion depths associated with each abutment or structure susceptible to flows. Based on the results, scour and erosion countermeasures such as riprap, geotextiles, granular filters, sills, grade control structures and/or check dams are selected to minimize these local impacts. The applicability of the countermeasures change based on the scour potential. ocal bridge pier scour impacts are contained within a small area adjacent to the bridge piers and are considered inconsequential in comparison to the equilibrium characteristics of the entire reach. Therefore, the results of the local scour analysis to be performed during the preliminary design phase do not influence the results of the HEC-6 computations for the EIR level analysis and impact assessment.
Table 4.4-22 summarizes the scour and deposition changes by comparing the existing and proposed conditions. The results are based on a 100-year storm for the most conservative approach for identifying potential impacts.
Under the existing condition, minor accretion of sediment (approximately 0.17 feet) occurs in sub-reach GR-1 at the downstream end near the existing culvert. Under the proposed condition, GR-1 would undergo deposition of materials of an average of six inches within 500 feet upstream of the extended culvert due to the backwater effect of the culvert extension and decrease in channel velocities. Sub-reach GR-2 would undergo an increase in average scour of approximately 0.15 feet (approximately two inches or 25 percent) due to the influences of the development runoff. The sub-reach GR-3 upstream of the development boundary remains unchanged with respect to sediment and scour. Additional details on the transport of sediment through Gypsum Canyon to the Santa Ana River are provided below.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-35 Hydrology TABLE 4.4-22
SCOUR AND DEPOSITION OF GYPSUM CANYON REACH IN 100-YEAR
STORM EVENT
Scour (-)/Deposition (+) in ft.
Location River Station
Existing
Condition
(average)
Proposed
Condition
(average)
Change in
Channel Bed
(ft)
Sub-reach GR-1: Culvert inlet
to bridge
Sta. 12 55 (existing
inlet)/Sta. 29 00 (proposed
inlet location) to Sta. 49 51
0.17 0.55 0.3
Sub-reach GR-2: Bridge to
southern development
boundary
Sta. 50 37 to Sta. 97 00 -0.56 -0.71 -0.15
Sub-reach GR-3: Southern
development boundary to
upstream of development
Sta. 100 3 to Sta. 121 05 o change in water surface elevation or channel velocity upstream of development boundary
Source: Fuscoe Engineering, 2005.
Under pre-development conditions, sediment gradually accretes and depletes within the influence of the culvert inlet as storm flows and corresponding flow velocities decrease and increase respectfully. As additional storms occur, sediment is picked up during the higher velocity flows and transported through the culvert. As flow velocities subside, sediment builds up at the culvert inlet again until the next storm event pushes sediment through. This pattern of sediment transport slowly moves sediment from Gypsum Canyon through the culvert to the Santa Ana River.
Under the post-development condition, sediment would still accrete and deplete within the influence of the extended culvert varying with the size of the storm event. Gypsum Canyon Creek would be subject to increased discharges due to the impervious surface increases. As a result, changes in scour and deposition would occur at a slightly higher rate and the design of the culvert inlet would also result in an increase in deposition of materials within 500 feet upstream due to the backwater effect of the culvert. However, the natural sediment transport processes from Gypsum Canyon to the Santa Ana River via the box culvert would be preserved under the proposed condition and this minor increase in sediment accretion would not result in any additional impacts such as maintenance of the culvert inlet or reduction of sediment delivery downstream. This increase would be considered less than significant.
There would be no impacts associated with scour potential within GR-1 and the channel within GR-1 is considered stable. The average increase in scour for GR-2 of approximately two inches does not represent a significant increase due to the stable cobble layer within the channel bed profile. The proposed scour potential does not pose a significant risk to the stability of the creek and therefore, the resultant scour would be considered less than significant.
Off-Site Project Feature Impacts
The proposed off-site roadway and infrastructure improvements do not include any natural drainage courses that would be impacted with respect to channel hydraulics or channel stability and these environmental impacts are considered less than significant. However, the increase in stormwater velocity from the proposed project would potentially impact the Featherly Regional Park drainage, requiring improvements to this facility as described in Section 3, Project Description. An analysis of the potential impacts to the Featherly Regional Park drainage is provided below.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-36 Hydrology Channel Hydraulics Analysis
Table 4.4-23 summarizes the results of the channel hydraulics with respect to water surface elevation and flow velocity between the existing and proposed conditions for the study reaches in Featherly Park.
TABLE 4.4-23
HEC-RAS HYDRAULIC SIMULATION FOR FEATHERLY PARK
Existing Condition
(averages)
Proposed Condition
(averages)
Location
River
Station
Water
depth (ft)
Channel
Velocity
(f/s)
Water
depth (ft)
Channel
Velocity
(f/s)
Change
in Depths
(ft)
Change
in
Velocity
(f/s)
Sub-reach FR-1:
Santa Ana River to
mid-reach
Sta. 0 61
to Sta.
1 5
11.3 5.4 11.3 5.7 0 0.3
Sub-reach FR-2:
Mid-reach to Dip
Crossing
Sta. 3 05
to Sta.
5 30
7. 9. 7.9 10.0 0.1 0.2
Sub-reach FR-3:
Dip crossing to
Culvert Outlet
Sta. 6 4
to Sta.
34 7.2 12.4 7.4 12.6 0.2 0.2
Source: Fuscoe Engineering, 2005.
The existing and proposed floodplain boundaries are indistinguishable for the entire Featherly Park reach. In the sub-reach of Featherly Park (FR-1), the water surface profile is approximately the same for the existing and proposed conditions. For sub-reaches FR-2 and FR-3, the water surface depths increase is less than three inches (one to two percent increase) but does not significantly change the floodplain. The inconsequential change to the existing floodplain within the Featherly Park reach is largely due to the overriding influence of the Santa Ana River on the Featherly Park channel. The backwater effect of the Santa Ana River is the dominant factor in controlling water surface elevations from Gypsum Canyon Watershed flows, thereby minimizing the increased floodplain of the Featherly Park channel for the proposed condition to a less than significant impact.
The average channel velocity increase is 0.2 f/s within sub-reach FR-3 representing a slight increase over the existing condition. This increase could represent a potentially significant impact that could cause environmental harm to the channel due to the increase in scour potential; however, the proposed project includes improvements within this drainage channel to reduce velocities. This project design feature (PDF 4-1) would reduce this potential impact to less than significant. The velocity increases for the remaining sub-reaches ranges from a one to two percent increase and this small increase does not pose impacts to cause environmental harm.
Table 4.4-24 summarizes the results of the channel hydraulics with respect to water surface elevation and flow velocity between the existing and proposed conditions for the study reaches in the triple box culvert, using the existing and proposed peak discharges to provide an existing and post-development assessment. More detailed studies of the culvert including a structural analysis and detailed hydraulic analysis would be performed during the subsequent design phases.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-37 Hydrology TABLE 4.4-24
HEC-RAS HYDRAULIC SIMULATION FOR SR-91 TRIPLE BOX CULVERT Existing Condition1
(averages)
Proposed Condition2
(averages)
Location
Water
depth
(ft)
Channel
Velocity
(f/s)
Water
depth (ft)
Channel
Velocity (f/s)
Change in W.S.
Depths (ft)
Change in
Channel
Velocity (f/s)
SR-91 Culvert 4.5 21.4 6.3 24.1 1. 2.7 1
Existing Peak Discharge 3,500 cfs (inlet control)
2 Proposed Peak Discharge 5,500 cfs
Source: Fuscoe Engineering, 2005.
Under the existing condition, the inlet allows only 3,500 cfs into the culvert resulting in an average velocity of 21.4 fps and water depth of 4.5 feet. Under the proposed condition, all the flows would be confined to the extended culvert and the average velocities would increase up to
24.1 fps and depths up to 6.3 feet. It should be noted that the box culvert was designed to accommodate flows up to 7,000 cfs (minus inlet control), which is equivalent to a peak flow 22 percent greater than the proposed project peak flow. During final design of the culvert extension, a structural analysis of the existing culvert will be performed to confirm the integrity and original design calculations of the existing culvert structure as utilized in this report. Based on these factors, the increase in velocity in the area of the triple box culvert would be less than significant.
Channel Scour Analysis
Table 4.4-25 summarizes the scour and deposition changes by comparing the existing and proposed conditions in Featherly Park. The results are based a 100-year storm for the most conservative approach for identifying potential impacts.
TABLE 4.4-25
SCOUR AND DEPOSITION OF FEATHERLY PARK REACH IN 100-YEAR
STORM EVENT
Scour (-)/Deposition (+) in feet.
Location River Station Existing Condition
(average)
Proposed Condition
(average)
Change in
Channel Bed (ft)
Sub-reach FR-1:
Santa Ana River to
mid-reach
Sta. 0 61 to Sta. 1 5 -0.32 -0.30 0.02
Sub-reach FR-2:
Mid-reach to Dip
Crossing
Sta. 3 05 to Sta. 5 30 -0.34 -0.21 0.13
Sub-reach FR-3: Dip
crossing to Culvert
Outlet
Sta. 6 4 to Sta. 34 -0.1 -0.49 -0.39
Source: Fuscoe Engineering, 2005.
Under the existing condition for a 100-year design storm, the channel within the three subreaches experiences less than an average of six inches of scour. Under the proposed condition, the scouring decreases in FR-1 and FR-2 slightly resulting in minor increases in deposition of sediment. Without consideration of project design features, the largest scouring of the creek bed would occur in FR-3 resulting in an increase of scour of from approximately 0.1 Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-3 Hydrology foot (1.2 inches) to approximately 0.49 foot (six inches). However, as noted above, proposed improvements to the Featherly Park channel included as part of the project (PDF 4-1) including a concrete apron, riprap, turf-reinforced blankets, and additional vegetation would alleviate any potential impacts to a level less than significant. The minor decreases in scour in the remaining sub-reaches do not pose any significant impacts to environmental harm within the channel.
Caltrans Related Project Feature Impacts
The streambed scour and deposition analyses for Gypsum Canyon Creek and Featherly Park provided above for on-site project features includes runoff from the interchange, the bridge overcrossing and all Caltrans SR-241 drainage facilities between these proposed improvements. The impact assessment and conclusions provided for both Gypsum Canyon Creek and Featherly Park similarily account for these Caltrans-related project features indicating less than significant impacts to erosion and deposition along the streambed.
Threshold 4: Would the project substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on- or off-site?
On-Site Project Impacts
Gypsum Canyon Creek
As previously discussed under Threshold 3, the proposed project would not result in substantial increases in the rate or amount of surface runoff in a manner which would result in flooding onor off-site. In addition, a water depth analysis can be used to delineate the floodplain boundaries for Gypsum Canyon Creek. The 100-year proposed floodplain boundary was delineated and compared to the Development Areas. Table 4.4-26 compares the Development Areas and floodplain boundary elevations.
The results of HEC-RAS show that average pad elevation for each development area and the proposed private community center exceeds the 100-year flood elevation by a minimum of 13 feet, thereby meeting the main drainage goal of the project and ensuring homes would not be impacted by the 100-year flood conditions. It is also noted that the proposed development plan and impact area largely avoids encroachment upon the mainstem of Gypsum Canyon Creek, thereby eliminating the threat of potential flooding to all proposed structures.
TABLE 4.4-26
DEVELOPMENT AREA ELEVATIONS VS. 100-YEAR FLOODPLAIN
Development Area
Water Surface Elevation
(ft MSL)
Proposed Pad Elevation
(ft MSL)
Height Above Water
Surface (ft)
5 447 517 70
4 447 497 50
2 495 611 116
1 513 620 107
Private Community Center 447 460 13
ote: Development Areas 3 and 7 fall outside the influence of the Gypsum Canyon Creek floodplain.
Source: Fuscoe Engineering, 2005.
Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-39 Hydrology The proposed change in floodplain with respect to the existing floodplain is less than significant.
The flood hazard potential with respect to housing or any other proposed facilities for the project is considered less than significant due to the relatively large difference in elevation of the proposed development areas versus the water surface elevation of a 100-year flood. Exposure of people or structures to a significant risk of loss, injury, or death involving flooding is considered less than significant. There is a proposed fire station at the downstream end of Gypsum Canyon, but the location is downstream of the proposed culvert inlet extension and therefore, falls outside the boundary of the proposed 100-year floodplain.
The proposed private community center is located adjacent to the proposed box culvert extension within the boundary of the proposed floodplain. The pad elevation of the private community center and its parking lot would be raised to an elevation (approximately 13 feet) that satisfies the City of Anaheim s Drainage Design Manual. This minor encroachment into the floodplain would result in a slight increase in surface water velocities downstream of the community center. However, this increase in velocity occurs within the more dominant influence of the controlled backwater design of the proposed inlet configuration and results in a less than significant impact to the floodplain and surface water velocities. In addition, as part of final design, a vegetated floodwall would be incorporated into the portion of the slope to satisfy flood control requirements.
Peak flows would increase in the 100-year storm event due to increases in impervious cover in Gypsum Canyon. However, the HEC-RAS results show that the implementation of PDF 4-1 (modification to the Gypsum Canyon Road/SR-91 Box Culvert) would ensure that the drainage infrastructure could accommodate the developed condition storm flows without presenting a flood hazard. This includes the proposed drainage from the SR-241/Weir Canyon Road interchange improvements and bridge overcrossing. The proposed three-component storm flow drainage system, which includes the high-flow bypass system, on-site storm drain system, and low-flow water quality system, would ensure that development on the project site would not result in flooding on-site. Therefore, as previously discussed, potential on-site flooding impacts would be less than significant.
The ability of the Santa Ana River to accommodate the increases in peak flow is thoroughly discussed in Section 4.4.4, Cumulative Impacts. In summary, the flood control infrastructure of the Santa Ana River has been designed to accommodate peak flows from Gypsum Canyon in excess of what would be generated by the proposed project. Therefore, the Santa Ana River would not be adversely impacted by increases in peak flow. Therefore, the proposed project would not result in off-site or downstream flooding.
West Drainage Area
As depicted by Table 4.4-15, the West A sub-drainage area, which drains into the Summit community, would result in an increase in peak flow of 100 cfs from the existing condition to the proposed condition. This increase would not result in a significant impact because the existing infrastructure is capable of accommodating the increased flow and would therefore not result in a potential flooding hazard. One exception would be an existing lateral that would require increased capacity in order to accommodate the runoff; however, this potential flooding hazard would be eliminated by the implementation of PDF 4-1, described in Section 4.4.3, Mitigation Program. West B peak flows would be reduced and would therefore have no potential flooding impacts.
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R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-40 Hydrology East Drainage Area
o adverse impacts would result in the East drainage area because the proposed project would result in a decrease in overall peak flows when compared to the existing condition.
Off-Site Project Feature Impacts
Proposed off-site project features consist of roadway, infrastructure and drainage improvements. These improvements do not involve any construction or development activities that alter an existing drainage pattern, or substantially increase the rate or amount of surface runoff in a manner that would result in flooding. As noted previously, the proposed improvements within the Featherly Regional Park drainage are necessary to mitigate potential impacts resulting from increased stormwater velocity associated with the proposed project.
Caltrans Related Project Feature Impacts
The analysis and conclusions provided above for on-site project features have included runoff from the interchange and bridge overcrossing and all Caltrans SR-241 drainage facilities in between these proposed improvements. All the proposed drainage facilities within Caltrans right-of-way would be sized according to Caltrans Highway Design Manual Standards for adequate conveyance of runoff.
Threshold 5: Would the project place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map?
Threshold 6: Would the project place within a 100-year flood hazard area structures which would impede or redirect flood flows?
On-Site Project Impacts
As shown by Exhibit 4.4-12 and Exhibit 4.4-13, the proposed project would not place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map.
Additionally, the proposed change in the existing floodplain is less than significant. The flood hazard potential with respect to housing or any other proposed facilities for the project is considered less than significant due to the relatively large difference in elevation of the proposed development areas versus the water surface elevation of a 100-year flood. Exposure of people or structures to a significant risk of loss, injury, or death involving flooding is considered less than significant. There is a proposed fire station at the downstream end of Gypsum Canyon, but the location is downstream of the proposed culvert inlet extension and therefore, falls outside the boundary of the proposed 100-year floodplain. Therefore, the proposed project would not place structures within a 100-year floodplain that would impede or redirect flows.
Off-Site Project Feature Impacts
Off-site project features include roadway, drainage and infrastructure improvements and would not involve the development of new housing or structures that are subject to the 100-year flood hazard area. Roadways would be designed to meet flood hazard protection goals according to the City of Anaheim s Drainage Design Manual dependent upon the road classification (i.e., Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-41 Hydrology local vs. arterial road). Therefore, proposed off-site project features would not place housing or structures within a 100-year flood hazard area and would not impede or redirect flood flows.
Caltrans Related Project Feature Impacts
Infrastructure associated with the SR-241/Weir Canyon Road interchange improvements and all other proposed improvements within Caltrans right-of-way would not result in the placement of housing or structures within the 100-year floodplain.
Threshold 7: Would the project substantially deplete groundwater supplies or interfere substantially with groundwater recharge such that there would be a net deficit in aquifer volume or a lowering of the local groundwater table level (e.g., the production rate of pre-existing nearby wells would drop to a level which would not support existing land uses or planned uses for which permits have been granted?
On-Site Project Impacts
Ground Water Supplies
The proposed project would not significantly deplete groundwater supplies. Ground water in the project site is not currently used for drinking water or irrigation, and would not be used as a water supply for the proposed development. Potential impacts to ground water supply would be less than significant and groundwater supplies would potentially increase due to the cessation of groundwater pumping by quarry operations.
Ground Water Recharge
The primary factors affecting the recharge of the ground water system include the following:
x The amount of precipitation that falls on the area;
x The permeability of the rock or sediment through which the precipitation infiltrates; x The amount of return flow from irrigated landscaping or agriculture; and, x Evaporation and consumptive use by plants (referred to as evapotranspiration).
The nature of the development would dictate the likely changes in recharge compared to recharge on natural ground. The amount of ground cover available for recharge (the pervious area) would be reduced with the construction of houses, buildings and roads. However, the volume of return flow to the ground water system from irrigated landscaping would be increased as lawns and gardens are installed as part of the proposed development.
To assess potential changes in the rate of ground water recharge resulting from the proposed developments, changes to the amount of pervious area were calculated based on changes in land use as indicated from the proposed zoning of the development area and the proposed grading extent. Grading that extends beyond the project site boundary into off-site features was included in this analysis. Portions of the project site designated as preserved open space were excluded. Assumptions regarding the imperviousness of the proposed development areas were obtained from the project engineer; these assumptions account for the relative quantity of buildings, lawns and gardens, and pavement expected in each land use category.
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R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-42 Hydrology The pervious areas in the development area and off-site areas were assumed to receive one inch of recharge a year (consistent with the recharge rates used in the OCWD regional ground water flow model). Total existing recharge was calculated by multiplying existing pervious area by this recharge rate; potential future recharge was calculated in a similar manner by multiplying future pervious area (based on future land use) by the same recharge rate. Reduction in recharge was the difference between the two numbers. This method is a conservative method for calculating reductions in recharge (i.e., it results in a larger potential reduction in recharge) because it does not include increases in return flows to the ground water system anticipated from increased irrigation associated with development. This method averages soil conditions and differing permeability. Specifically, continued post-project exposure of highly permeable soils to precipitation and runoff is not taken into account; therefore, reductions to recharge are likely overstated.
ittle of the proposed development is planned over the alluvial aquifer portions of the catchment, which is where a majority of the ground water recharge takes place. Accordingly, the impact to ground water recharge from the proposed development is likely to be minor. Table 4.4-27 summarizes the estimated reduction in recharge anticipated from the proposed development.
As shown in the Table 4.4-27, the total reduction in recharge is estimated to be
26.7 acre-ft/year. Assuming a recharge rate of one inch per year, the total potential recharge to the project site is approximately 252 acre-ft/year. Therefore, the potential reduction in recharge due to the proposed development is conservatively estimated to be approximately 11 percent of the current total recharge to the project site.
TABLE 4.4-27
SUMMARY OF THE POTENTIAL REDUCTION IN RECHARGE FROM A
CHANGE IN LAND SURFACE PERMEABILITY BY THE PROPOSED
DEVELOPMENT
Drainage Area
Total Drainage
Area (acres)
Estimated Reduction in
Pervious Area
(acres)
Amount of
Recharge
(ft/yr)
Reduction in
Recharge
(acre-ft/yr)a.
I 274 155 0.0 3 12.9
F 331 52 0.0 3 4.4
E 311 6 0.0 3 5.7
W 167 35 0.0 3 2.9
Other/off site 62.3 10 0.0 3 0.
Total 321 0.0 3 26.7
a. The reduction in recharge (Column 5) is equal to the reduction in previous area (column 3) multiplied by the annual amount of recharge (column 4).
Source: Geoscience, 2005.
Recharge to the ground water in the alluvial sediments of the Santa Ana River comes principally from surface flow and underflow from the Chino Basin, with only minor amounts from the aquifers of adjacent canyons. Consequently, any reduction in ground water recharge to the aquifers of Gypsum Canyon would have only minor impacts on aquifers associated with the Santa Ana River. Reduction in ground water recharge from the proposed project is not expected to significantly impact ground water levels in Gypsum Canyon or aquifers downgradient of the proposed development. Therefore, potential impacts would be less than significant.
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R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-43 Hydrology Off-Site Project Feature Impacts
Off-site improvements would not result in increases in impervious cover with the exception of the Gypsum Canyon Road and Santa Ana Canyon Road improvements. These minor roadway improvements would not result in a substantial increase in the amount of impervious surfaces but the increases were included in the above recharge analyses, and the addition of impervious surface for off-site project features would not have a substantial impact on ground water recharge. Potential impacts to ground water recharge for off-site project features would be less than significant.
Caltrans-related Project Feature Impacts
The portions of the study areas for the interchange and bridge and other roadway improvements within Caltrans right-of-way that were already considered as part of the project impact area have only a minimal amount of existing pervious surface. The minor increase in impervious surface associated with these facilities would not have a substantial impact on ground water recharge.
Potential impacts to ground water recharge for these facilities would be less than significant.
Threshold 8: Would the project conflict with any applicable plan, policy or regulation of an agency with jurisdiction over the project adopted for the purpose of avoiding or mitigating an environmental effect?
Table 4.4-2 addresses the consistency of the proposed project with the relevant goals and policies outlined in the City of Anaheim General Plan. As explained in Table 4.4-2 , the proposed project would be considered consistent with the relevant goals and policies related to hydrology.
TABLE 4.4-28
CONSISTENCY OF THE PROPOSED PROJECT WITH HYDROLOGY
RELATED GOALS AND POLICIES
GOALS AND POLICIES CONSISTENCY ANALYSIS
City of Anaheim General Plan
Green Element
GOA 7.1: Reduce urban runoff from new and
existing development.
Policy 1: Ensure compliance with the Federal
Clean Water Act requirements for ational
Pollutant Discharge Elimination System
( PDES) permits, including developing and
requiring the development of Water Quality
Management Plans for all new development
and significant redevelopment in the City.
Policy 2: Continue to implement an urban runoff
reduction program consistent with regional and
federal requirements, which includes requiring
and encouraging the following:
x Increase permeable areas and install
filtration controls (including grass-lined
swales and gravel beds) and divert flow to
these permeable area to allow more
percolation of runoff into the ground;
x Use natural drainage, detention ponds or
infiltration pits to collect runoff; and,
As discussed in Section 4.5.3, Mitigation Program,
specifically SCs 5-1 through 5-5, the property
owner/developer will be required to prepare a Water
Quality Management Plan, and comply with the
provisions of the Regional Water Quality Control Board
Construction General PDES Permit, and General
Waste Discharge Requirements. Compliance with
requirements for notification, testing and reporting of dewatering and testing-related discharges would also
be required.
Although the proposed project would decrease the
amount of permeable surfaces within the project area,
site design BMPs include minimizing impervious areas
and directly connected impervious areas. The drainage
system is comprised of three systems including a high
flow bypass line for off-site drainage, an on-site storm drain system to collect flows from developed areas, and a low-flow water quality system to divert initial storm flows and dry weather flows to a series of water quality Mountain Park Specific Plan Amendment
Draft EIR No. 311
TABLE 4.4-28 (Continued)
CONSISTENCY OF THE PROPOSED PROJECT WITH HYDROLOGY
RELATED GOALS AND POLICIES
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-44 Hydrology
GOALS AND POLICIES CONSISTENCY ANALYSIS
x Prevent rainfall from entering material and
waste storage areas and pollution-laden
surfaces.
Policy 3: Cooperate with surrounding
jurisdictions and the County of Orange to
provide adequate storm drainage facilities.
basins. The water quality basins proposed for the
project are described in Section 3, Project Description.
The property owner/developer would be required to
develop a Stormwater Pollution Prevention Plan
(SWPPP) that incorporates Best Management
Practices for reducing or eliminating constructionrelated pollutants in the site runoff (refer to SC 5-2 in Section 4.5, Water Quality).
Policy 4: Require new development and
significant redevelopment to utilize site
preparation, grading and best management
practices that provide erosion and sediment
control to prevent construction-related
contaminants from leaving the site and polluting
waterways.
Policy 5: Coordinate with appropriate Federal,
State, and local resource agencies on
development projects and construction activities
affecting waterways and drainage.
Waste storage areas would be designed to be covered
to prevent rainfall from entering. In addition, connection of trash area drains to the municipal storm drain system would be prohibited.
Safety Element
Goal 3.1: Reduce, to the greatest extent
possible, the risk to life, property, public investment, and social order created by flood hazards.
Policy 1: Evaluate all development proposals
located in areas that are subject to flooding to
minimize the exposure of life and property to
potential flood risks.
Policy 2: Provide appropriate land use
regulations and site development standards for
areas subject to flooding.
Policy 3: Encourage new development to
maintain and enhance existing natural streams,
as feasible.
Policy 6: Continue to work with the Orange
County Flood Control District and the United
States Army Corps of Engineers to receive and
implement updated flood control measures and
information.
The proposed project would not result in substantial
increases in the rate or amount of surface runoff which would result in flooding on- or off-site. The average pad elevation for the proposed project exceeds the 100-year flood elevation by a minimum of 13 feet, thereby
ensuring that homes and structures would not be
impacted by 100-year flood conditions. Additionally, the proposed project largely avoids encroachment upon the
mainstem of Gypsum Canyon Creek, eliminating the
threat of potential flooding, and leaving the drainage
largely a natural system.
The Santa Ana River would be able to accommodate
the increase in peak flow resulting from the proposed
project. The flood control infrastructure of the Santa
Ana River has been designed to accommodate peak
flows from Gypsum Canyon in excess of what would be
generated by the proposed project.
The property owner/developer and/or the City of
Anaheim would coordinate with the Orange County
Flood Control District and the ACOE as appropriate for
project features that have the potential to affect flood control facilities under their jurisdiction including the Santa Ana River (ACOE) and Featherly Regional park
(Orange County Flood Control District). Section 3.
identifies intended use of this EIR by these agencies.
Mountain Park Specific Plan Amendment
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TABLE 4.4-28 (Continued)
CONSISTENCY OF THE PROPOSED PROJECT WITH HYDROLOGY
RELATED GOALS AND POLICIES
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-45 Hydrology
GOALS AND POLICIES CONSISTENCY ANALYSIS
Public Services and Facilities Element
Goal 6.1: Maintain a storm drain system that will
adequately protect and enhance the wealth, safety
and general welfare of residents, visitors,
employees, and their property.
Policy 1: Improve the City s storm drain system
to address current deficiencies as well as longterm needs associated with future development to minimize flood damage and adequately
convey rainfall and subsequent runoff from a
25-year frequency storm.
Policy 2: Develop Anaheim s flood control
system for multi-purpose uses whenever
practical and financially feasible (i.e.,
recreational, water quality/treatment, infiltration,
etc.)
Policy 3: Minimize the amount of impervious
surfaces in conjunction with new development.
Policy 4: Minimize the disturbance of natural
water bodies and natural drainage systems,
where feasible, resulting from development
including roads, highways, and bridges.
The proposed drainage system is comprised of three
systems including a high flow bypass line for off-site
drainage, an on-site storm drain system to collect flows from developed areas, and a low-flow water quality
system to divert initial storm flows and dry weather
flows to a series of water quality basins. All City storm drains would be sized to adequately convey a 25-year
storm event or greater. An exceedance of capacity
would occur at the inlet of the existing Gypsum Canyon
Road/SR-91 box culvert. However, the project includes
improvements to alleviate current flooding during large storm events and to accommodate the increase in
storm flows from the proposed project.
The location of proposed water quality basins included
within the project area are shown on Exhibit 3-10 in
Section 3, Project Description. A number of the basins
are located along Gypsum Canyon Creek. There is a
proposed regional riding and hiking trail that would also extend along this creek. The water quality basins
would be designed to blend with the natural character
of this area and would enhance the experience of trail
users. The water quality basins would have permeable
bottoms allowing infiltration of water.
Although the proposed project would decrease the
amount of permeable surface, site design BMPs include
minimizing impervious areas and directly connected
impervious areas.
Project design includes minimizing the disturbance of
natural drainage systems on-site; however, where
natural drainage systems are proposed to be altered,
the overall project effect on runoff would be less than significant.
4.4.3 MITIGATION PROGRAM
Project Design Features
PDF 4-1 The Mountain Park Specific Plan includes a Proposed Drainage System Plan (refer to Exhibit 3-9). Prior to approval of the first mass grading plan, the property owner/developer shall submit a Drainage and Runoff Management Plan (RMP) to the Department of Public Works for review and approval. The RMP shall demonstrate substantial conformance with the Proposed Drainage System included in the Mountain Park Specific Plan. The Drainage and Runoff Management Plan shall include the approximate timing for construction of the following drainage facilities:
a. Gypsum Canyon Road/SR-91 Box Culvert Modification: A 1,500 linear foot culvert modification will be constructed at the downstream end of Gypsum Canyon to address existing deficiencies and accommodate proposed peak flows from the project site. The proposed storm drain improvement plan will Mountain Park Specific Plan Amendment
Draft EIR No. 311
R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-46 Hydrology extend the Gypsum Canyon Road/SR-91 box culvert inlet structure approximately 1,500 feet upstream following the existing alignment of the Gypsum Canyon Creek. At this location, the proposed Gypsum Canyon Road will be designed to serve as an impoundment to retain storm water runoff up to approximately 17 feet, which produces sufficient hydraulic head to convey 5,500 cfs through the culvert into Featherly Park. The elevation difference between the flow line of the culvert inlet and the top of the road is expected to be approximately 20 feet, allowing for a freeboard of three feet. The extension of the culvert upstream, with the described design modifications to the inlet control, will prevent flooding onto Gypsum Canyon Road during large storm events. The proposed modification of the culvert will improve the flood control design capacity of the culvert from a 10-year storm event to a 100-year storm event. A confirmation of the structural integrity and design calculations of the existing culvert structure shall be completed prior to final design of the new box culvert extension.
b. West Drainage Area Storm Drain Improvement: Minor storm drain improvements to an existing undersized 36-inch reinforced concrete pipe (RCP) that collects off-site runoff from the undisturbed slopes draining into The Summit will be upsized to the capacity of a 54-inch RCP for proper conveyance of the project flows into the existing 66-inch RCP.
c. SR-91/Gypsum Canyon Road Storm Drain Improvement: A minor storm drain improvement will be implemented for the 4-acre sub-area that used to drain into the existing culvert inlet but will not adequately drain after the culvert extension. The improvement will consist of a riser tower and a RCP (size to be determined) to collect the flows and connect directly into the triple box culvert at the approximate location of the existing culvert inlet. d. Featherly Regional Park Channel Improvements: The improvements to the box culvert outlet for energy dissipation of flood flows will include a concrete apron followed by riprap to reduce velocities down to the 10 to 12 feet per second (fps) range. Riprap will also be added to the embankments beyond the concrete apron. To provide additional stabilization of the channel downstream, flow velocities will be decreased to the range of 10 to 12 fps where turfreinforced mesh blankets will be used, and vegetation re-established along the channel bottom and embankments. Turf-reinforced blankets (or equivalent alternatives) will continue along the embankment up to a maximum of 340 feet beyond the riprap leading up to the existing road crossing. Prior to approval of a grading permit, the property owner/developer shall provide evidence to the Department of Public Works that the design and construction of these improvements have been approved by the County of Orange Harbors, Beaches and Parks Department.
e. Outlet Points to Natural Channels: Energy dissipation/velocity reduction devices will be employed to ensure flows are released at non-erosive velocities. Such devices may include: riprap, geotextiles, granule filters, fills, grade control structures and/or check dams, or equivalent measures. f. Vegetated floodwall for Community Center: As part of final design, a vegetated floodwall would be incorporated into the portion of the slope downstream of the community center as necessary to satisfy flood control requirements.
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R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-47 Hydrology PDF 4-2 The Mountain Park Specific Plan includes a Proposed Drainage System Plan (refer to Exhibit 3-9), which includes drainage improvements within Caltrans right-of-way.
Prior to issuance of an Encroachment Permit, the property owner/developer shall submit a Drainage Plan to Caltrans for review and approval. The Drainage Plan shall demonstrate substantial conformance with the Proposed Drainage System included in the Mountain Park Specific Plan. The Drainage Plan shall include the approximate timing for construction of the following drainage facilities:
x SR-241 Drainage Improvements: The improvements along the SR-241 include the abandonment of the existing 72-inch corrugated steel pipe (CSP) in lieu of a 54-inch RCP, the modification of the 42-inch CSP outlet structure, the modification of several smaller drainage systems draining into the proposed 54-inch RCP and 42-inch CSP and the implementation of five Caltrans swales within the Caltrans right-of-way.
4.4.4 CUMULATIVE IMPACTS
In the early 1990s, the U.S. Army Corps of Engineers (ACOE) initiated the Santa Ana River Mainstem Project. As part of the project, a series of regional flood control improvements were made along the ower Santa Ana River in order to provide flood protection of areas south of Prado Dam. The improvements were based on ultimate flow conditions from the Prado Dam and future land development projections within the major drainage areas contributing to the Santa Ana River. The Gypsum Canyon watershed was identified as one of the sub-area drainage areas included in the analysis. The ACOE estimated the development condition of Gypsum Canyon in order to provide sufficient flood protection of areas downstream without resulting in cumulative impacts.
The ACOE accounted for the future development of Gypsum Canyon in the flood control improvements for the Santa Ana River. In order for the ACOE to evaluate cumulative impacts to the Santa Ana River downstream, the Mountain Park project was analyzed within the context of post-development conditions. A ten percent development plan for Gypsum Canyon was assumed by the ACOE, which resulted in approximately 33 acres of impervious surface. The ACOE study also assigned a peak design flow to be calculated into the Santa Ana River from the future development of Gypsum Canyon for purposes of flood control improvements. The ACOE accounted for approximately 5, 00 cfs of discharge from Gypsum Canyon into the Santa Ana River in the design of their flood control improvements. The ACOE planned capacity of 5, 00 cfs is based strictly on improvements to the Santa Ana River and not any flood control structures within Gypsum Canyon including the Gypsum Canyon box culvert and the Featherly Park channel.
The proposed project within Gypsum Canyon would result in the creation of roughly 271 acres of impervious surface for the on-site and off-site improvements (approximately .6 percent of the Gypsum Canyon area). This proposed impervious surface condition is less than the projected development condition assumed by the ACOE by approximately 67 acres. This impervious area calculation does not include the impervious areas associated with Development Areas 3 and 7, which are located outside Gypsum Canyon and the associated peak discharges already accounted for in the ultimate development condition of The Summit Community under the jurisdiction of the City of Anaheim. The Summit storm drain system was designed to collect off-site flows for future development in the upstream end (Development Areas 3 and 7). The storm drain system was designed to collect 100-year storm flows based on projected development densities of 5-7 dwelling units per acre, which is consistent with the proposed residential development densities in Development Areas 3 and 7.
Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.4 Hydrology-032305.doc 4.4-4 Hydrology Additionally, the ACOE study assigned a peak design flow from the future development of Gypsum Canyon to be calculated into the Santa Ana River for purposes of flood control improvements. The ACOE accounted for approximately 5, 00 cfs of discharge from Gypsum Canyon into the Santa Ana River in the design of their flood control improvements. The ACOE planned capacity of 5, 00 cfs is based strictly on improvements to the Santa Ana River and not any flood control structures within Gypsum Canyon, including the Gypsum Canyon box culvert and the Featherly Park channel.
The peak discharge from Gypsum Canyon under the proposed project design would be approximately 5,500 cfs, which is approximately 300 cfs less than the ACOE design discharge amount of 5, 00 cfs accounted for in the Santa Ana River improvements. Additionally, the proposed project would also result in an impervious surface condition less than the ACOE assumed condition.
Based on the conditions assumed by the ACOE study for improving the flood control capacity of the Santa Ana River, the proposed project is less than each of the main conditions (peak discharge and impervious areas) established for the area by the cumulative study, thereby demonstrating that the project would not cause any off-site flooding impacts to the downstream reaches of the Santa Ana River. In addition, the increase in runoff (320 cfs) with respect to the 100-year discharge of the Santa Ana River within the vicinity of the Gypsum Canyon discharge point is 35, 00 cfs. Therefore, the effect of this slight increase in peak flow on the Santa Ana River is determined to be less than significant since the proposed discharge represents less than a one percent increase in runoff into the river.
Additionally, the proposed project has been designed in compliance with the DAMP and IP, as a part of a watershed-wide program to address cumulative impacts of development in the watershed. Based on the project s conformance with the assumptions made by the ACOE study, as well as compliance with the DAMP and IP, the project would not result in cumulative impacts downstream of the project site in the Santa Ana River.
The qualitative and quantitative impact assessments for the project discussed above demonstrate that there would be no significant adverse hydrology impacts associated with the project (inclusive of surface drainage, flooding, erosion and sedimentation, and groundwater hydrology issues). The project would not contribute considerably to impacts with the Gypsum Canyon or West watershed areas because 1) all impacts would be less than significant with incorporation of project design features, and 2) the project represents substantial build out of the Gypsum Canyon watershed and complete build out of the West watershed. Past projects were therefore considered in the existing condition, and there would be no substantial future development in the area that would add to the less than significant impacts associated with the proposed project.
4.4.5 LEVEL OF SIGNIFICANCE AFTER MITIGATION
With the implementation of the project design features described above, potential impacts related to the hydrology both on- and off-site would be less than significant.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-1 Water Quality
4.5 WATER QUALITY
Information presented in this section is based on the Mountain Park Development Project Water Quality Technical Report prepared by GeoSyntec Consultants (February 2005) (Appendix D), and the SR-241/Weir Canyon Road Interchange Water Quality Assessment prepared by GeoSyntec Consultants (January 2005) (Appendix Q of this EIR). Information is also based on the Report on Ground Water-Related Issues for the Proposed Mountain Park Development prepared by Geoscience Support Services, Inc. (March 2005) and included in Appendix C to this EIR. These studies are available for review as outlined in Section 2.5, Review of the Draft EIR.
Elements of the Water Quality Technical Report and this section would be utilized in the future development of a project Water Quality Management Plan (WQMP). A final project WQMP would be prepared for each Development Area or Tract in conjunction with the rough grading plan or final subdivision map, whichever occurs first.
4.5.1 EXISTING CONDITIONS
Watershed Description
The Mountain Park project site is located entirely within the Santa Ana River regional watershed and within the jurisdiction of the Santa Ana Regional Water Quality Control Board. It incorporates 2,686 acres of the approximately 3,379-acre Gypsum Canyon Creek local watershed, as well as a 146-acre West drainage area and a 155-acre East drainage area, and several off-site drainage areas that ultimately drain into the Lower Santa Ana River.
The Gypsum Canyon local watershed, which comprises the majority of the project site, is primarily undeveloped, with the exception of some modifications made by the sand and gravel extraction operations in the northeast corner of the site and the construction of SR-241. The main, central floor slopes gently upward at approximately two percent from north to south. The eastern and western sides, along with the southern walls of the canyon, mostly consist of steep slopes ranging from 30 to 75 percent. Gypsum Canyon Creek is ephemeral and expected existing peak flow rates range from 1,030 cfs for the 2-year storm to 3,230 for the 25-year storm.
The West drainage area comprises approximately 146 acres west of SR-241. The West drainage area includes two sub-drainage areas that fall outside the Gypsum Canyon watershed boundary. The southern sub-drainage area (West A) is an undeveloped area of approximately 114 acres adjacent to The Summit of Anaheim Hills property that drains into the existing storm drain system of The Summit. This residential development ultimately drains into Reach 2 of the Santa Ana River, downstream of Gypsum Canyon Creek via Weir Canyon Road. The northern sub-drainage area (West B) is an undeveloped approximately 32-acre area north of West A and adjacent to The Summit that drains north via a concrete lined drainage channel parallel to SR-241 and ultimately discharges into the Santa Ana River, Reach 2 under Santa Ana Canyon Road. The existing storm drain systems that receive drainage from both of the West subdrainage areas are concrete-lined and do not include naturally-occurring drainage courses.
The East drainage area is comprised of approximately 155 acres and is located at the northeastern portion of the project site. It includes a 37-acre sub-drainage area (East A) tributary to the Santa Ana River through a culvert under SR-91, while the remaining subdrainage area (East B – 118 acres) drains northeast towards Coal Canyon and discharges through a different culvert under SR-91 to the Santa Ana River. The existing quarry site extends approximately six acres into the East drainage area, thereby disturbing the watershed Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-2 Water Quality boundary between Gypsum Canyon and the East drainage area, but not diverting East drainage area flows to Gypsum Canyon.
There are also three primary freeway drainage areas that fall outside the Gypsum Canyon watershed and collect flows within the project boundary and adjacent off-site areas including the SR-91/SR-241 drainage area, the SR-91/Gypsum Canyon Road drainage area, and the East SR-91 frontal slope drainage area. The existing north and south-bound lanes of the SR-241 drain towards a series of catch basins and/or concrete swales that eventually drain into the natural drainage courses on the eastern side of SR-241 before being discharged to a culvert.
Beneficial Uses of Receiving Waters
Receiving waters for the project include Gypsum Canyon Creek and the Santa Ana River. The Water Quality Control Plan for the Santa Ana River Basin (the Basin Plan) lists beneficial uses of major water bodies within this region, which are listed in Table 4.5-1. The Santa Ana River is divided into six reaches in the Basin Plan and flows from the project site enter the Santa Ana River at Reach 2. Gypsum Canyon Creek is not specifically designated with beneficial uses in the Basin Plan, but the Santa Ana River is listed and has specific beneficial uses assigned to it.
TABLE 4.5-1
BENEFICIAL USES OF RECEIVING WATERS
Beneficial Uses
Water Body MUN AGR GWR REC1 REC2 WARM WILD RARE
Santa Ana River
Reach 2 E P P P P P P P
P – Present or potential beneficial use
E – Excepted from municipal drinking water source (MUN) designation Source: GeoSyntec, 2005.
As identified in Table 4.5-1 above, the beneficial uses of Reach 2 of the Santa Ana River include the following:
x AGR – Agricultural supply waters used for farming, horticulture, or ranching x GWR – Groundwater recharge for natural or artificial recharge of groundwater x REC1 – Water contact recreation involving body contact with water and ingestion is reasonably possible
x REC2 – Non-contact water recreation for activities in proximity to water, but not involving body contact
x WARM – Warm freshwater habitat to support warm water ecosystems x WILD – Wildlife habitat waters that support wildlife habitats x RARE – Waters that support rare, threatened, or endangered species and associated habitats
Existing Receiving Water Quality
Water quality data at two monitoring stations in the Santa Ana River provided by the Orange County Water District (OCWD) are summarized in Table 4.5-2. These two monitoring stations include the following:
x Santa Ana River 0.9 mile below the Prado Dam (SAR-BELOWDAM-01) (5 miles upstream of the project site); and
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TABLE 4.5-2
MONITORING DATA FOR SANTA ANA RIVER REACH 2
Santa Ana River below Prado Dam
(SAR-BELOWDAM-01)
Santa Ana River at Imperial Highway
(SAR-IMPERIAL-01)
Parameter
# of
samples Mean Range
# of
samples Mean Range
TSS (mg/L) 6 61 7.5 - 77 4 101 53 - 140
Turbidity (NTU)1 51 19 1 - 180 48 20 0.7 - 78
Nitrate (mg/L as N) 62 5.2 1.4 - 14 51 3.8 0.5 - 8.4
TKN (mg/L as N) 62 0.8 0.02 - 2.1 51 0.8 0.02 - 2.2
Orthophosphate2 (mg/L as P) 56 0.8 0.3 - 1.5 47 0.7 0.4 - 1.7 Dissolved Copper (μg/L) 10 6.5 2 - 16 10 10.5 2.1 - 35
Total Copper (μg/L) 5 10.2 4.1 - 14 7 11.6 5 - 22
Total Lead (μg/L) 5 0.7 0.1 - 2 6 0.5 0.1 - 2.2
Total Zinc (μg/L) 5 10 5 - 19 6 18 5 - 70
Hardness (mg/L as CaCO3) 56 240 81 - 281 48 266 193 - 515 1 Turbidity is measured as “nephelometric turbidity units”, which is a comparison of the intensity of light scattered by the sample under defined conditions with the intensity of light scattered by a standard reference suspension under the same conditions. 2 Orthophosphate is the readily bioavailable portion of total phosphorous.
Source: GeoSyntec, 2005.
The data in Table 4.5-2 above were taken from January 2000 through June 2003, at least once per month, but occasionally more frequently. Monitoring occurred on 73 dates at the Prado Dam location and on 61 dates at the Imperial Highway location during this period; however, the number of samples for each constituent was generally less than the total number of sampling dates and varied depending on the constituent. These data include both wet weather and dry weather sampling. The monitoring data reflects the effect of managed flows from the Prado Dam. For instance, TSS concentrations are much lower than those typically observed in uncontrolled river systems in Southern California. TSS does increase slightly from the Prado Dam monitoring station downstream to the Imperial Highway station. The relatively high nitrate levels (on average from 3.8 to 5.2 mg/L as N) reflect that the flows in the river above Prado Dam are dominated by tertiary treated wastewater. OCWD manages an extensive network of constructed wetlands behind the Prado Dam to reduce nitrate levels in the river to below drinking water standards (10 mg/L as N). The ratio of dissolved copper to total copper shows that most of the copper is in the dissolved phase, which reflects the low TSS and turbidity concentrations. The high hardness values (averages ranging from 240 to 266 mg/L as CaCO3) are typical of streams in Orange County.
Water quality data were also collected by the Orange County Environmental Management Agency (OCEMA) at a monitoring station in the Santa Ana River in close proximity to the project. These data are outdated, as they were taken in the late 1970s and early 1980s, and do not appear to reflect current conditions in the Santa Ana River as affected by the operation of the Prado dam.
Water quality data were also collected by OCEMA at a monitoring station in Gypsum Canyon Creek once in March 1992 and once in March 1995 during low flow conditions Hardness was measured at 230 mg/L as CaCO3 in 1992 and 450 mg/L as CaCO3 in 1995. Measurements of trace metals indicated a total copper concentration of 5 μg/L, a total lead concentration of Mountain Park Specific Plan Amendment
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Existing Ground Water Quality
Historical land uses within Gypsum Canyon have been limited to cattle grazing, rocket testing, and clay, sand, and gravel mining. Mining operations have included Robertson’s Ready Mix Sand and Gravel surface mine (gravel mining for cement and asphalt, formerly the Owl Rock Products facility) and several individual clay mining operations associated with Pacific Clay Products. Ground water in the project site is not currently used for drinking water or irrigation.
Several underground storage tanks (USTs) have been associated with the Robertson’s Ready Mix site. These include USTs for the storage of gasoline, waste oil, and diesel fuel. The majority of the USTs have been removed under oversight by the City of Anaheim and/or the Orange County Healthcare Agency (OCHCA) and/or the Santa Ana Regional Water Quality Control Board (RWQCB). All remaining USTs would be removed by Robertson’s during quarry reclamation under supervision by OCHCA. Trace concentrations of hydrocarbons have been observed in ground water near the UST sites, but no constituents have been detected above their Maximum Contaminant Levels (MCLs) in ground water.1 Quarry reclamation activities by
Robertson’s will include additional site assessment and remediation, where applicable, of residual hazardous substances associated with USTs in the quarry area. Refer to Section 4.10, Hazards and Hazardous Materials, for additional information.
Ground water quality impacts have also been detected in the project site in association with the McDonnell Douglas rocket fuel test site, which occupied the central portion of Gypsum Canyon and a major tributary drainage to the east (shown on Exhibit 4.10-1). The site operated under the name of Astropower from 1966 to 1979 and tested various types of hydrazine, pentaborine and fluorine fuels at several test pads throughout the site. Activities included melting and forming solid propellants, testing solid propellants, and cleaning parts with chlorinated solvents.
No underground storage tanks or pipelines were located at the facility with the exception of three septic tanks and leach lines.
In 1984, the Earth Technology Corporation collected ground water samples from six monitoring wells at the former McDonnell Douglas test site. The samples were analyzed for basic water quality parameters and total halogenated organic compounds. Halogenated compounds were detected in samples from two of the monitoring wells located downgradient of the test facility.
Further sampling detected the following contaminants in the downgradient monitoring wells:
methylene chloride, benzothiozole, carbon disulfide, isobutene, benzene, toluene, phenol, dimethylphthalate, trichloroethene (TCE), 1,1,1 trichloroethane (1,1,1-TCA), 1,1-dichloroethene (1,1-DCE), and 1,1-dichloroethane (1,1-DCA). Perchlorate has not been detected in any samples collected from monitoring wells within the project site.
Recent ground water samples were collected from five wells in the vicinity of the former McDonnell-Douglas site, in November and December 2003. With one exception, no volatile organic compounds (VOCs), petroleum hydrocarbons, or perchlorate were detected. Samples from Monitoring Well GB-8 were found to contain TCE at concentrations of 18 ppb (November 2003) and 19 ppb (December 2003). These concentrations are in excess of the 5 ppb MCL for this compound. Recent samples collected from two additional wells downgradient of the former McDonnell-Douglas site, however, did not contain detectable levels of TCE. At no time have
1 The toxicity standard contained in the Basin Plan is a narrative standard, absent of numerical values. The MCLs are used as benchmarks in the absence of numerical standards.
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Regulatory Setting
Surface Water Quality
Clean Water Act
In 1972, the Federal Water Pollution Control Act (later referred to as the Clean Water Act [CWA]) was amended to require National Pollutant Discharge Elimination System (NPDES) permits for the discharge of pollutants to waters of the United States from any point source. In 1987, the CWA was amended to require that the United States Environmental Protection Agency (EPA) establish regulations for permitting under the NPDES permit program of municipal and industrial stormwater discharges. The EPA published final regulations regarding stormwater discharges on November 16, 1990. The regulations require that municipal separate storm sewer system (MS4) discharges to surface waters be regulated by a NPDES permit.
MS4s are a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains); and are owned or operated by a public body having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes. The MS4s are designated or used for collecting or conveying stormwater not wastewater or combined sewage.
In addition the CWA requires states to adopt water quality standards for water bodies and have those standards approved by the EPA. Water quality standards consist of designated beneficial uses for a particular water body (e.g., wildlife habitat, agricultural supply, fishing), along with water quality criteria necessary to support those uses. Water quality criteria are prescribed concentrations or levels of constituents – such as lead, suspended sediment, and fecal coliform bacteria, or narrative statements which represent the quality of water that supports a particular use. Because California had not established a complete list of acceptable water quality criteria, EPA established numeric water quality criteria for certain toxic constituents in the form of the California Toxics Rule (CTR) (40 CFR 131.38).
Water bodies not meeting water quality standards are deemed “impaired” and, under CWA Section 303(d), are placed on a list of impaired waters for which a Total Maximum Daily Load (TMDL) must be developed for the impairing pollutant(s). A TMDL is an estimate of the total load of pollutants, from point, non-point, and natural sources that a water body may receive without exceeding applicable water quality standards (with a “factor of safety” included). Once established, the TMDL is allocated among current and future pollutant sources to the water body. Neither Gypsum Canyon Creek nor the Santa Ana River below the confluence with Gypsum Canyon Creek (Reaches 1 and 2) are included on the 2002 303(d) list of impaired waterbodies or proposed for listing. There are no TMDLs established or in process for Gypsum Canyon Creek or Reaches 1 and 2 of the Santa Ana River.
California PorterCologne Act
The federal CWA places the primary responsibly for the control of water pollution and for planning the development and use of water resources with the states, although it does establish certain guidelines for the states to follow in developing their programs.
California’s primary statute governing water quality and water pollution issues is the PorterCologne Water Quality Control Act of 1970 (Porter-Cologne Act). The PorterCologne Act grants the State Water Resource Control Board (SWRCB) and the RWQCBs broad powers to Mountain Park Specific Plan Amendment
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Each RWQCB must formulate and adopt a water quality plan (or Basin Plan) for its region. The regional plans are to conform to the policies set forth in the PorterCologne Act and established by the SWRCB in its state water policy. The PorterCologne Act also provides that a RWQCB may include within its region plan water discharge prohibitions applicable to particular conditions, areas or types of waste. The RWQCBs are also authorized to enforce discharge limitations, take actions to prevent violations of these limitations from occurring and conduct investigations to determine the status of the quality of any of the waters of the state. Civil and criminal penalties are also applicable to persons who violate the requirements of the PorterCologne Act or SWRCB/RWQCB orders.
MS4 Permit
The Santa Ana Regional Water Quality Control Board (SARWQCB) issued the third term NPDES permit (Order No. R8-2002-0010) governing the public storm drain system discharges in northern Orange County from the storm drain systems owned and operated by the northern Orange County cities (collectively “the Co-permittees”) in January 2002. This permit will regulate storm water and urban runoff discharges from proposed development to constructed storm drain systems in the project area dedicated to the City of Anaheim. The NPDES permit specifies requirements for managing runoff water quality from new development and significant redevelopment projects, including specific sizing criteria for treatment Best Management Practices (BMPs).
To implement the requirements of the NPDES permit, the Co-permittees have developed a 2003 Drainage Area Management Plan (DAMP) that includes a New Development and Significant Redevelopment Program. This New Development and Significant Redevelopment Program provides a framework and a process for following the NPDES permit requirements and incorporates watershed protection/storm water quality management principles into the Co-permittees’ General Plan process, environmental review process, and development permit approval process. The New Development and Significant Redevelopment Program includes a Model Water Quality Management Plan (WQMP) that defines requirements and provides guidance for compliance with the NPDES permit requirements for project specific planning, selection, and design of BMPs in new development or significant redevelopment projects.
Per the requirements in the DAMP and MS4 Permit, local jurisdictions, including the City of Anaheim, have adopted a Local Implementation Plan (LIP) containing policy and implementation documents for compliance with the DAMP/MS4 Permit. Section A.7 of the LIP contains the new development and redevelopment component based upon the model program contained in the DAMP. Using the local LIP as a guide, the City would consider a projectspecific WQMP as part of the development plan and entitlement approval process. The information in this report would serve as a conceptual planning level WQMP for the Mountain Park Specific Plan project. This conceptual WQMP would provide the direction and framework for later preparation of the project level WQMP(s) prior to issuance of grading permits.
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x Regional or watershed programs (if applicable)
x Routine structural and non-structural Source Control BMPs x Site Design BMPs (as appropriate)
x Treatment Control BMPs (Treatment Control BMP requirements may be met through either project specific (on-site) controls or regional or watershed management controls that provide equivalent or better treatment performance x The mechanism(s) by which long-term operation and maintenance of all structural BMPS would be provided
The LIP requires treatment controls to be implemented for all priority projects in addition to other BMPs to meet requirements of the MS4 Permit to control the discharge of pollutants to the storm drain system or receiving water. The project-based treatment BMPs in the WQMP must meet certain criteria as per the LIP including specified design criteria and other selection factors based on the pollutants of concern expected from a project site. The sizing criteria options for volume-based BMPs in the MS4 Permit are as follows.
1. The volume of runoff produced from a 24-hour, 85th percentile storm event, as determined from the local historical rainfall record; or,
2. The volume of annual runoff produced by the 85th percentile, 24-hour rainfall event, determined as the maximized capture storm water volume for the area, from the formula recommended in Urban Runoff Quality Management, WEF Manual of Practice No. 23/ASCE Manual of Practice No. 87 (1998); or,
3. The volume of annual runoff based on unit basin storage volume, to achieve 80 percent or more (Santa Ana Regional Board region) volume treatment by the method recommended in California Stormwater Best Management Practices Handbook – Industrial/Commercial (1993); or,
4. The volume of runoff, as determined from the local historical rainfall record, that achieves approximately the same reduction in pollutant loads and flows as achieved by mitigation of the 85th percentile, 24-hour runoff event.
For this project, water quality basins sizes were estimated consistent with Option 2, the WEF Manual of Practice Method. This method was chosen because it takes into account drain time, which affects the level of treatment, and usually provides for treatment of a larger runoff volume.
Flow-based BMPs such as vegetated swales and filter strips must be designed to infiltrate or treat the maximum flow rate generated from one of the following scenarios:
1. The maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour for each hour of a storm event.
2. The maximum flow rate of runoff produced by the 85th percentile hourly rainfall intensity, as determined from the local historical rainfall record, multiplied by a factor of two.
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3. The maximum flow rate of runoff, as determined from the local historical rainfall record, that achieves approximately the same reduction in pollutant loads and flows as achieved by mitigation of the 85th percentile hourly rainfall intensity multiplied by a factor of two.
Biofiltration BMP sizes for the proposed project were assumed for modeling purposes to be consistent with Option 2, or two times the 85th percentile hourly rainfall intensity as determined from the historical rainfall record at the Prado Dam rain gage, which was determined to be
0.21 inch per hour. This method was chosen because it would provide for treatment of a larger runoff volume.
NPDES General Construction Permit
Pursuant to the CWA Section 402(p), requiring regulations for permitting of certain stormwater discharges, the State Water Resources Control Board (SWRCB) has issued a statewide general NPDES Permit for stormwater discharges from construction sites ([NPDES No. CAS000002] California Water Resources Control Board Resolution No. 2001-046; Modification of Water Quality Order 99-08-DWQ, SWRCB, NPDES, General Permit for Stormwater Discharges Associated with Construction Activity [adopted by the SWRCB on 26 April 2001]).
Under this Construction General Permit, discharges of stormwater from construction sites with a disturbed area of one or more acres (effective March 2003) are required to either obtain individual NPDES permits for stormwater discharges or be covered by the Construction General Permit. Coverage under the Construction General Permit is accomplished by completing and filing a Notice of Intent with the SWRCB. Each applicant under the Construction General Permit must ensure that a Stormwater Pollution Prevention Plan (SWPPP) is prepared prior to grading and implemented during construction. The primary objective of the SWPPP is to identify, construct, implement, and maintain BMPs to reduce or eliminate pollutants in stormwater discharges and authorized non-stormwater discharges from the construction site during construction.
General Waste Discharge Requirements for Construction Non-Storm Water Discharges The Santa Ana Regional Water Quality Control Board has issued General Waste Discharge Requirements (WDRs) under Order No. R8-2003-0061, NPDES No. CAG 998001 (Dewatering General Permit) governing non-storm water construction-related discharges from activities associated with project development within the proposed project development areas. This permit addresses discharges from activities such as dewatering, water line testing, and sprinkler system testing. The discharge requirements include provisions mandating notification, testing, and reporting of dewatering and testing-related discharges. The General WDRs authorize such construction-related discharges so long as all conditions of the permit are fulfilled.
Caltrans NPDES Permit
The project is also subject to the requirements of the Caltrans NPDES Storm Water Permit (NPDES No. CAS000003) for the off-site impact areas within the State right-of-way. In addition, a Caltrans Encroachment Permit would be obtained prior to any work within the State right-ofway.
Basin Plan
The Water Quality Control Plan for the Santa Ana River Basin (Santa Ana Basin Plan) (SARWQCB, 1995 as amended) designates beneficial uses and water quality objectives for waterbodies in the region. Specific objectives are provided for the larger water bodies within the Mountain Park Specific Plan Amendment
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California Toxics Rule (CTR)
The CTR is a federal regulation issued by the USEPA providing water quality criteria for potentially toxic constituents in waters with human health or aquatic life designated uses in the State of California. Although not all waters receiving flow from the proposed project, such as Gypsum Canyon Creek, are designated with human health or aquatic life criteria, making the CTR inapplicable, other waters such as the Santa Ana River do have such designated uses making CTR applicable to them. CTR criteria are applicable to the receiving water body and therefore must be calculated based upon the probable hardness values of the receiving waters for evaluation of acute (and chronic) toxicity criteria. At higher hardness values for the receiving water, copper, lead, and zinc are more likely to be complexed (bound with) components in the water column. This in turn reduces the bioavailability and resulting potential toxicity of these metals. Monitoring data at two locations in the Santa Ana River near the project site (see Table
4.5-2 above) were evaluated for hardness. The 10th percentile hardness value of 221 mg/L as CaCO3 was used to approximate CTR criteria and Basin Plan Site Specific Objectives for metals. The 10th percentile value is appropriate because it reduces the influence of low-range outliers, but is a more conservative estimate of hardness than the mean (253 mg/L as CaCO3).
The CTR establishes acute and chronic surface water quality standards for certain waterbodies as discussed above. Acute criteria represent the highest concentration of a pollutant to which aquatic life can be exposed for a short period of time without deleterious effects; chronic criteria equal the highest concentration to which aquatic life can be exposed for an extended period of time (four days) without deleterious effects. Due to the intermittent nature of storm water runoff (especially in Southern California), the acute criteria are considered to be more applicable to storm water conditions than chronic criteria and therefore are used in assessing project impacts.
For example, the average storm duration in the Prado Dam rainfall record is 12.9 hours. The Basin Plan objectives and the CTR criteria do not apply directly to discharges of urban runoff, but rather apply within the specified receiving waters. Nonetheless, these criteria can provide useful benchmarks to assess the potential for project discharges to affect the water quality of receiving waters. In this document, these criteria are used as benchmarks to evaluate the potential environmental impacts of storm water runoff to the receiving waters of the project.
Ground Water Quality
Gypsum Canyon is located east of the Orange County Ground Water Basin and southwest of the Chino-Riverside Ground Water Basin, in the Gypsum Creek local watershed of the Santa Ana River regional watershed. The shallow bedrock and thin alluvial aquifers in the project area do not yield appreciable amounts of water to wells and, accordingly, are not considered a major source of ground water supply. Water supply to the Robertson’s Ready Mix (Robertson’s) sand and gravel mining operation has come from a well located near the Santa Ana River, to the north of Gypsum Canyon.
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Related Planning Programs
City of Anaheim General Plan
Green Element
The Green Element is a single, comprehensive plan to add more green areas throughout the City and protect and enhance its natural and recreational resources. In doing so, the Green Element combines two required elements of the General Plan–Open Space and Conservation– with an optional element, Parks, Recreation and Community Services. Conserving natural resources/natural open space is a fundamental part of the Green Element. Goals and policies of the Green Element related to water quality which are applicable to the project as well as an analysis of the consistency of the project with these goals and policies is provided in Table
4.5-22.
SCAG Regional Comprehensive Plan and Guide
The Water Quality Chapter core recommendations and policy options relate to the two water quality goals: to restore and maintain the chemical, physical, and biological integrity of the nation’s water; and, to achieve and maintain water quality objectives that are necessary to protect all beneficial uses of all waters. The project’s consistency with relevant policies is provided in Table 4.5-22.
4.5.2 PROJECT IMPACT ANALYSIS
Thresholds of Significance
The criteria used to determine the significance of potential impacts related to water quality are based on the City’s Initial Study and the Initial Study checklist form in Appendix G of the State CEQA Guidelines. The project would result in a significant impact related to water quality if it will:
1. Violate any water quality standards or waste discharge requirements.
2. Otherwise substantially degrade water quality.
3. Result in a potential for discharge of pollutants from areas of material storage, vehicle or equipment fueling, vehicle or equipment maintenance (including washing), waste handling, hazardous materials handling, or storage, delivery areas, loading docks or other outdoor work areas.
4. Result in the potential for discharge which affects the beneficial uses (i.e., swimming, fishing, etc.) of the receiving waters.
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5. Conflict with any applicable plan, policy or regulation of an agency with jurisdiction over the project adopted for the purpose of avoiding or mitigating an environmental effect.
Impact Analysis
Project Methodology
Exhibit 4.5-1 indicates the project boundaries, impact areas, and drainage areas of the Mountain Park project site. The “project impact area” includes all area needed for project grading to accommodate proposed residential uses, infrastructure, and amenities, as well as additional area required for fuel modification beyond the grading limits. The four sub-drainage areas modeled for the Water Quality Technical Report (sub-drainage areas I, F, and E, and drainage area W from the draft Runoff Management Plan Volume I in Appendix C) are depicted in Exhibit 4.5-1 and encompass the total development area within the primary impact area; and the open space that surrounds the primary impact area within each sub-drainage area.
An analysis of the potential water quality impacts from implementation of the SR-241/Weir Canyon Road Interchange is also provided in this section. Potential water quality impacts associated with surface runoff from the Mountain Park Drive bridge overcrossing have been assumed in the analysis for the proposed project as the bridge surface was assumed in the calculations of impervious surfaces for the proposed project since Mountain Park Drive is included in the analysis. Additionally, the natural area to be disturbed during grading for the bridge overcrossing is within the project impact area.
The drainage areas modeled and assessed qualitatively for the Water Quality Technical Report do not include the reserve open space areas within the project boundary (sub-drainage areas A, B, C, D, G, and H in the draft Runoff Management Plan Volume I included in Appendix C).
Since no development is proposed in the reserve open space areas, loads and concentrations of pollutants of concern in runoff from these areas would not be affected by the proposed project. The projected changes in loads associated with the project are captured by modeling the drainage basins containing the primary impact area. By disregarding the runoff volume and pollutant loads from the reserve open space, changes in concentrations for most constituents would be higher than would be the case if the total project area were modeled. In this respect, the projected changes in pollutant concentration are conservative (i.e., higher).
Approximately 808 acres within sub-drainage areas I, F, and E are tributary to Gypsum Canyon Creek in the existing site condition, as depicted in Exhibit 4.5-1. The proposed development within these drainage areas includes Development Areas 1, 2, 4, and 5; the City fire station, store concession, and adjacent public trail staging area (Development Area 6); a private recreation center; water reservoirs in Sectors 1 and 5; a pump station and a potential lift station in Development Area 5; and riding and hiking trails. The proposed grading plan would increase the Gypsum Canyon Creek drainage area by approximately 23 acres from portions of the East drainage area and the freeway drainage areas. The proposed grading plan for sub-drainage area F (Development Area 4) would incorporate approximately 22 acres that drain to the north to SR-91. This increase in area would be offset by the loss of 22 acres to the West drainage area from Development Area 4. These changes in area are illustrated in the Watershed Key Map on Exhibit 4.5-1.
Proposed development within the drainage area W (West A plus West B) includes Development Areas 3 and 7 and a water reservoir. The proposed grading plan would increase the drainage area W area by approximately 21 acres. The proposed boundary of Development Area 5 would extend east and north beyond the existing Gypsum Canyon watershed boundary into the East drainage area and the East SR-91 frontal slope drainage area. Approximately 10 acres within Mountain Park Specific Plan Amendment
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Off-Site Project Features
Modeling and qualitative assessment was also conducted for the off-site project features that would add new impervious surface: the realignment and improvements to Gypsum Canyon Road, the improvements to Santa Ana Canyon Road, and the proposed Weir Canyon Road/ SR-241 interchange. The locations of the off-site project features are depicted in Exhibit 4.5-1.
The off-site project features are listed as sites A through I, and are thoroughly described in Section 3.0, Project Description. In summary, these features include the following: (1) removal of pavement at the eastern terminus of Weir Canyon Road at the western project boundary; (2) a sewer connection on the northern side of Santa Ana Canyon Road, west of Gypsum Canyon Road; (3) encroachment in the SR-91 right-of-way north of Development Area 5 for remedial fill slopes; (4) drainage improvements within Featherly Regional Park; (5) realignment and improvements to Gypsum Canyon Road between Santa Ana Canyon Road and Featherly Regional Park; (6) improvements to Santa Ana Canyon Road immediately west of Gypsum Canyon Road and the entry to the project site; (7) on-ramp and off-ramp improvements to the Gypsum Canyon Road/SR-91 interchange; (8) roadway improvements at the current terminus of Oak Canyon Road; and (9) the proposed Weir Canyon Road/SR-241 interchange.
Of these off-site project features, the realignment and improvements to Gypsum Canyon Road, the improvements to Santa Ana Canyon Road, and the proposed Weir Canyon Road/SR-241 interchange would add more than 5,000 square feet of new impervious surface area in the postdeveloped condition and therefore would require runoff treatment per the City’s LIP.
Pollutants of Concern and Assessment Methodology
List of Pollutants of Concern
The pollutants of concern for the water quality analysis have been chosen based upon the regulations described above and the pollutants that are anticipated or potentially could be generated by the project (based on the proposed land uses) that have been identified by regulatory agencies as potentially adversely affecting receiving water quality.
As mentioned above, the receiving waters for the project are not identified as impaired and thus have no 303(d) listed constituents that would lead to primary pollutants of concern. The following pollutants were chosen as pollutants of concern for purposes of evaluating water quality impacts based on three jointly applied criteria: (1) pollutants that have impaired urban surface receiving waters in other areas; (2) prevalence in urban runoff; and (3) regulatory requirements and guidance, including the CTR, MS4 Permit, and DAMP/LIP. The pollutants of concern are as follows:
x Sediments (TSS and Turbidity) – Excessive erosion, transport, and deposition of sediment in surface waters can be a significant form of pollution resulting in major water quality problems. Sediment imbalances impair waters’ designated uses.
Excessive sediment can impair aquatic life by filling interstitial spaces of spawning gravels, impairing fish food sources, filling rearing pools, and reducing beneficial - RS
1 42
3b
1 4b
3c
3a
2 5b
274
I
4a
5a
Treated by
Filter Strip
Treated by
WQ Basin 5c
Treated by
WQ Basin 5a
Riverside Freeway (91)
W
167
F
331
E
311
Project Boundary, Impact, and Drainage Areas for Water Quality Assessment Mountain Park Specific Plan Amendment EIR No. 331Source: GeoSyntec, 2005 Exhibit 4.5-1
March 11, 2005
Not To Scale
R:\Projects\TIC\J020\Graphics\Fuscoe\ex4.5-1_030705.pdf Legend
WQ Basin LocationSewer Lift StationBooster Pump Station (water)Water ReservoirRoads Fire Station/ Trail Head
Proposed Community CenterOnsite Areas Treated by Filter StripsOff-site Areas Treated by Filter StripsTreatment to be Provided by School/Park Areas Treated by WQ Basins
Pad AreasPrimary Impact Area
Modeled Areas Outside of Project AreaDrainage Area/ Sub-Drainage Area Drainage Area/ Sub-drainage Area ID
Acreage
F
331
Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-13 Water Quality habitat structure in stream channels. In addition, excessive sediment can block water intake structures.
x Nutrients (Nitrogen and Phosphorus) – Nutrients are inorganic forms of nitrogen and phosphorus. There are several sources of nutrients in runoff from urban areas, mainly fertilizers in runoff from lawns, pet wastes, failing septic systems, atmospheric deposition from industry and automobile emissions. Nutrient over-enrichment is especially prevalent in agricultural areas, such as the agricultural areas upstream of Prado Dam, where manure and fertilizer inputs significantly contribute to nitrogen and phosphorus levels in streams and other receiving waters. Wastewater treatment plant discharges can also contribute significant nutrient loads to receiving streams.
Eutrophication due to excessive nutrient input can lead to changes in periphyton, benthic, and fish communities; extreme eutrophication can cause hypoxia or anoxia, resulting in fish kills. As a result of eutrophication, algal scum, water discoloration, and the release of toxic metals from sediment can also occur. x Trace Metals (Copper, Lead and Zinc) – The primary sources of trace metals in storm water are typically commercially available metals used in transportation, buildings, and infrastructure. Metals are also found in fuels, adhesives, paints, and other coatings. Copper, lead, and zinc are the most prevalent metals typically found in urban runoff. Other trace metals, such as cadmium, chromium, and mercury, are typically not detected in urban runoff or are detected at very low levels; therefore, copper, lead, and zinc are used in this analysis to represent all metals potentially present in stormwater runoff from the project site. Metals are of concern because of toxic effects on aquatic life and the potential for ground water contamination. High metal concentrations can bioaccumulate in fish and shellfish and affect beneficial uses of a waterbody.
x Pathogens (Bacteria, Viruses, and Protozoa) – Urban runoff may contain elevated levels of pathogenic organisms. Natural areas also have pathogens due to wildlife.
The presence of pathogens in runoff may result in waterbody impairments. Elevated pathogens may be caused by the transport of animal or human fecal wastes or from plant matter or soils from the watershed. An indicator organism such as fecal coliform or fecal Enterococcus is used for pathogens due to the difficulty of monitoring for pathogens directly.
x Petroleum Hydrocarbons (Oil and Grease and PAHs) – The sources of oil, grease, and other petroleum hydrocarbons in urban areas include spillage of fuels and lubricants, discharge of domestic and industrial wastes, atmospheric deposition, and runoff. Runoff can be contaminated by leachate from asphalt roads, wearing of tires, and deposition from automobile exhaust. Some petroleum hydrocarbons are biodegradable and non-toxic, but some hydrocarbons, such as polycyclic aromatic hydrocarbons (PAHs), can accumulate in aquatic organisms from contaminated water, sediments, and food and are toxic to aquatic life at low concentrations.
Hydrocarbons can persist in sediments for long periods of time and result in adverse impacts on the diversity and abundance of benthic communities. Hydrocarbons can be measured as total petroleum hydrocarbons (TPH), oil and grease, or as individual groups of hydrocarbons, such as PAHs.
x Pesticides – Pesticides (including herbicides, insecticides, and fungicides) are chemical compounds commonly used to control insects, rodents, plant diseases, and weeds. Excessive application of a pesticide may result in runoff containing toxic levels of its active component.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-14 Water Quality x Trash & Debris – Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials) and biodegradable organic debris (such as leaves, grass cuttings, and food waste) are general waste products on the landscape that can be entrained in urban runoff. The presence of trash and debris may have a significant impact on the recreational value of a water body and aquatic habitat. Excess organic matter such as food wastes in urban trash can create a high biochemical oxygen demand in a stream and thereby lower its water quality. Also, in areas where stagnant water exists, the presence of excess organic matter can promote septic conditions resulting in the growth of undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide.
Other Pollutants
The DAMP/LIP includes two additional categories of pollutants of concern that are associated with urban runoff – organic compounds and oxygen-demanding compounds. The pollutants in these two categories are subsumed by the categories above.
Organic compounds include a wide range of chemicals such as pesticides, hydrocarbons, and solvents. Industrial land uses are not proposed for the project and therefore industrial chemicals such as solvents are not expected to be present in the runoff from the project at detectable levels. Hydrocarbons and pesticides are potential sources of pollution for the project and are believed to be the primary types of organic compounds likely to be present. As hydrocarbons and pesticides are addressed individually in this document, the general category of organic compounds is addressed through assessment of these constituents.
Oxygen demanding substances are compounds that can be biologically degraded by microorganisms in receiving waters. Compounds such as organic food wastes in trash and anhydrous ammonia in fertilizer are examples of the oxygen demanding compounds that may be present in urban runoff. Ammonia is typically detected at very low levels in urban runoff, likely due to the oxidation of ammonia to nitrate by bacteria in soil (nitrates are typically detected at higher concentrations than ammonia in urban runoff and do not exert an oxygen demand).
Oxygen demand can be measured as “five-day biochemical oxygen demand” (BOD5). This test involves the measurement of the dissolved oxygen used by microorganisms in the biochemical oxidation of organic matter. The mean BOD5 reported in the LA County database in runoff from open space and high density single family residential land uses was 12 mg/L and 16 mg/L, respectively. In contrast, the typical BOD5 concentration in a medium strength untreated domestic wastewater is 220 mg/L and, after secondary treatment, is 30 mg/L. As nutrients and trash are addressed individually in this document, the general category of oxygen demanding substances is addressed through assessment of these constituents.
Other pollutants that are listed in the Basin Plan, but are not of concern in urban runoff include un-ionized ammonia, cadmium, and boron. Un-ionized ammonia is a pollutant typical of wastewater treatment plant discharges but not of urban runoff. Cadmium, as mentioned above, was detected in only three percent of the monitoring data collected by Los Angeles County for residential land uses and thus is not expected to be found at levels of concern in project runoff.
Boron is not considered a problem in drinking water until concentrations of 20 to 30 mg/L are reached. The Basin Plan objective for boron is 0.75 mg/L in surface waters to protect irrigation supplies for citrus crops. The mean boron concentration in residential runoff measured by Los Angeles County was 0.13 mg/L and is expected to be similarly low in project runoff. Thus, it is not a pollutant of concern for the project. Therefore, these constituents are not considered a pollutant of concern for this project.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-15 Water Quality Santa Ana River flows are a significant source of groundwater recharge which provides domestic supplies for the Orange County Water District. Total dissolved solids (TDS) are of concern in drinking water supplies; the Department of Health recommends that the concentration of TDS in drinking water be limited to 1,000 mg/L due to taste considerations.
The TDS Basin Plan water quality objective for Santa Ana River Reach 2 is 580 mg/L. In comparison, the average TDS concentration in runoff from single family residential land use measured by LA County is 58 mg/L. Further, TDS typically declines with increases in impervious surface associated with development since TDS is often a product of runoff accumulating salts from exposed soils. Therefore, TDS is not considered a pollutant of concern for this project.
Assessment Methodology
The assessment methodology utilized for the surface water quality analysis contained in Chapter 7 of the Water Quality Technical Report (GeoSyntec, 2005) is summarized below. The application of the criteria to a decision regarding significance requires an integrated or “weight of evidence” approach, rather than a decision based on any one of the individual criterion.
Pollutant Loads and Water Quality Criteria
CEQA requires that any potentially substantial increases to pollutant concentrations and/or loads resulting from development must be evaluated for significant adverse impacts to receiving water quality by comparing pre-development and post-development water quality concentrations and loads. The Water Quality Technical Report analyzes the significance of potential impacts based on the results of water quality modeling and qualitative analysis that takes into account water quality controls or BMPs that are considered Project Design Features; such analyses are summarized in this Section 4.5.2.
Any increases of pollutant concentrations or loads resulting from development of the project are considered to be a potential indication of a significant adverse impact. If post-development pollutant loads and concentrations, with treatment in the BMPs specified as PDFs (including water quality basins), are predicted to remain the same or to be reduced compared to existing conditions, then it is concluded that the project would not cause a significant adverse impact to the ambient water quality of the receiving waters for that constituent. If pollutant loads or concentrations are predicted to increase, the potential impacts are assessed by (1) evaluating compliance of the project including PDFs with the MS4 Permit, DAMP/LIP, and General Construction Permit requirements, and (2) by evaluating the magnitude of the potential increase in pollutant load and/or concentration and through comparison to relevant benchmarks including water quality objectives and criteria.
Comparison of post-development water quality concentrations in the runoff discharge with benchmark receiving water quality criteria as provided in the Basin Plan and the CTR facilitates analysis of the potential for runoff to cause or contribute to exceedances of receiving water quality standards or adversely affect beneficial uses. The water quality criteria are considered benchmarks for comparison purposes only, as such criteria apply within receiving waters as opposed to applying directly to runoff discharges. However, as water quality criteria are established to protect beneficial uses of receiving waters, assessments that predict no violation of water quality criteria from project runoff also indicate that runoff from the project would not adversely affect beneficial uses of receiving waters.
Narrative and numeric water quality objectives contained in the Santa Ana Basin Plan apply to the project’s receiving waters. Water quality criteria contained in the CTR provide concentrations that are not to be exceeded in receiving waters more than once in a three year Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-16 Water Quality period for those waters designated with aquatic life or human health related uses. Projections of runoff water quality are compared to the acute CTR criteria (as discussed above), as stormwater runoff is associated with episodic events of limited duration, whereas chronic criteria apply to 4-day exposures which do not describe typical storm events in the project area, which last 13 hours on average.
Permit Requirements
Satisfaction of MS4 NPDES Permit requirements for new development, as defined in the DAMP/LIP, and construction-related requirements of the General Construction Permit establishes compliance with water quality regulatory requirements applicable to stormwater runoff.
Under the DAMP/LIP, the effectiveness of storm water quality controls are primarily based on two factors: (1) the amount of runoff that is captured by the controls; and (2) the selection of BMPs to address identified pollutants of concern. Selection and numerical sizing criteria for new development treatment controls are included in the MS4 Permit and the DAMP/LIP. If the project PDFs meet these criteria, it is concluded that no significant impacts would occur as the result of non-compliance with the MS4 NPDES permit.
The Construction General Permit requires the development and implementation of a SWPPP that describes BMPs meeting the Permit’s technology-based standards. Compliance with these requirements during the construction phase of the project, including implementation of BMPs, as required by the Construction General Permit and Section 8 of the DAMP, is assessed to determine potential significance of impacts.
Water Quality Project Design Features
Site Design BMPs and Source Controls
Effective management of wet and dry weather water quality begins with limiting pollutant sources. Site design BMPs are practices designed to minimize runoff and the introduction of pollutants in storm water runoff. Site design principles that would be taken into account for the Mountain Park Specific Plan project are outlined in Section 4.5.3, Mitigation Program, and are discussed in greater detail in Section 5.1 of the Water Quality Technical Report. They include the following:
x Minimize Impervious Area and Impervious Areas Directly Connected to Storm Drains x Selection of Construction Materials and Design Practices x Conserve Natural Areas
x Protect Slopes and Channels
Structural and non-structural source control BMPs that would be implemented are discussed in greater detail in Section 4.5.3, Mitigation Program and in Section 5.2 of the Water Quality Technical Report. These source control BMPs were selected based on the land uses included in the project: single family attached and detached residential uses, roadways, parks, a fire station, a school, and open space. Non-structural source control BMPs include:
Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-17 Water Quality x Education for property owners, tenants and occupants
x Activity restrictions (Conditions, Covenants, and Restrictions) x Common area landscape management
x Structural BMP maintenance
x Common area litter control
x Common area drainage facility inspection
x Street sweeping private streets and parking lots
Structural source control BMPs include:
x Storm Drain Stenciling and Signage
x Trash Area Design
x Efficient Irrigation
x Protect Slopes and Channels
x Hillside Landscaping
x Fire Station catch basin protection
Treatment Control BMPs
Storm water runoff from the majority of the disturbance area would be routed to one of nine water quality basins. Exhibit 3-10, Proposed Water Quality Implementation Plan, in Section 3, Project Description, depicts the drainage areas and proposed locations of the water quality basins. Collectively, the water quality basins would treat runoff from 488 acres within the disturbance area. The water quality basins would incorporate dry extended detention to provide water quality treatment for storm flows. Trash racks would be installed on the inlets into the water quality basins to aid in capturing trash and debris. Dry extended detention basins are designed with outlets that detain the runoff volume from the water quality design storm (e.g., the 85th percentile 24-hour event) for up to 48 hours to allow particles and associated pollutants to settle out. The water quality basin would also incorporate wetland vegetation in a low flow channel in the bottom of the basins for the treatment of dry weather flows and small storm events. Wetland vegetation provides one of the most effective methods for pollutant removal.
As runoff flows through the wetland vegetation, pollutant removal would be achieved through settling and biological uptake of nutrients and dissolved pollutants within the wetland. These basins are not designed or anticipated to contain ponded, standing water for periods in excess of 48 hours. A conceptual illustration of an extended detention basin is provided in Exhibit 4.5-2.
As shown on the proposed grading plan, approximately 4.1 acres of roadway would be located down gradient of the proposed water quality basins and therefore would not drain to the basins.
Runoff from this roadway area would be treated with filter strips (a type of biofilter) designed per the MS4 permit and DAMP/LIP requirements. Runoff from the water tank area located in Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-18 Water Quality Development Area 7 would also be treated using a filter strip or a bioswale designed per MS4 requirements. A conceptual illustration of a filter strip is provided in Exhibit 4.5-3.
Development Area 3 includes a school site and adjacent community park. Modeling results assume implementation of PDF 5-1, requiring that an extended detention water quality basin sized per the MS4 permit and DAMP/LIP, or a different best management practice achieving equivalent treatment, would be provided for this area. BMP selection for the school and park would be finalized at the time of WQMP preparation for the school/park project subject to the requirement that the final treatment BMP selected for this area shall meet or exceed the treatment performance assumed in this report for the pollutants of concern.
Off-Site Project Features Water Quality Treatment
As previously discussed, the off-site project features are described in Section 3.3.4 of the Project Description. Offsite features receiving water quality treatment controls per regulatory requirements are those adding impervious surfaces, namely the improvements in Santa Ana Canyon Road, the proposed Weir Canyon Road/SR-241 interchange, and realignment and improvements to Gypsum Canyon Road. The treatment control BMPs provided for these offsite project features would be sized to include the drainage from the existing impervious area within the impacted area, as well as from the new impervious area, because the new impervious surface would result in an increase of more than 50 percent of the existing impervious surface area (as required by the DAMP/LIP).
Modeling results assume that biofiltration (either filter strips or bioswales) or BMPs achieving equivalent treatment would be provided for the off-site roadway improvements, which would be under the jurisdiction of Caltrans or the City of Anaheim, and that a water quality basin or BMP achieving equivalent treatment would be used for the school site, which would be under the jurisdiction of the school district and City. Final BMP selection for the off-site features would be finalized at the time of WQMP preparation in coordination with Caltrans, the School District, or the City who would assume ownership. Because the water quality basin and the bioswale were included in the modeled water quality analysis, the performance standards obtained by these BMPs must be met by whichever water quality treatment BMP is ultimately incorporated into the off-site features. The final treatment BMPs selected for these areas shall meet or exceed the treatment performance assumed in this report for the pollutants of concern.
Pollutants Modeled
A water quality model was used to estimate pollutant loads and concentrations for certain pollutants of concern for pre-development conditions, post-development conditions, and postdevelopment conditions with PDFs for each stage of the project. The model is one of the few models that takes into account the observed variability in storm water hydrology and water quality. This is accomplished by characterizing the probability distribution of observed rainfall event depths, the probability distribution of event mean concentrations, and the probability distribution of the number of storm events per year. These distributions are then sampled randomly using a Monte Carlo Approach to develop estimates of mean annual loads and concentrations.
The appropriate form of data used to address water quality are flow composite storm event samples, which are measures of the average water quality during the event. To obtain such data usually requires automatic samplers that collect data at a frequency that is proportionate to flow rate. Please refer to Appendix B of the Water Quality Technical Report (Appendix D of this Outfall
Erosion
Protection
Embankment
Riser Pipe
Energy Dissipation and
Sedimentation Area
Influent Pipe
WQ Elevation
Profile
Max Elevation of Extended Detention Pool Emergency
Spillway
Outfall
Low Flow Channel
Maintenance Access Rd
Inflow
Energy Dissipation and
Sedimentation Area
Plan View
Source:
GeoSyntec Consultants, 2005
Mountain Park Specific Plan Amendment EIR No. 331
Conceptual Illustration of an Extended Detention Basin Exhibit 4.5-2 March 11, 2005
Not To Scale
R:\Projects\TIC\J020\Graphics\Fuscoe\ex4.5-2_020305.pdf Source:
GeoSyntec Consultants, 2005
Mountain Park Specific Plan Amendment EIR No. 331
Conceptual Illustration of a Filter Strip Exhibit 4.5-3 March 11, 2005
R:\Projects\TIC\J020\fuscoe\ex4.5-3_020305.pdf
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-19 Water Quality EIR) for a discussion of the data used for modeling this project2. The pollutants for which there are sufficient flow composite sampling data are for modeling purposes:
x Total Suspended Solids (sediment)
x Total Phosphorus
x Nitrate Nitrogen
x Total Kjeldahl Nitrogen
x Dissolved Copper
x Total Lead
x Dissolved Zinc
Pollutants Addressed Without Modeling
The other pollutants of concern – turbidity, pathogens, hydrocarbons, pesticides, and trash and debris – are not amenable to modeling, and the requisite sampling, either because of short holding times (e.g., pathogens), difficulties in obtaining a representative sample (e.g., hydrocarbons), low detection levels (e.g., pesticides), or cost. These pollutants were addressed qualitatively using literature information and best professional judgment due to the lack of statistically reliable monitoring data for these pollutants.
Human pathogens are usually not directly measured in storm water monitoring programs because of the difficulty and expense involved; rather, indicator bacteria such as fecal coliform or certain strains of E. coli are measured. Unfortunately, these indicators are not very reliable measures of the presence of pathogens in storm water, in part because storm water tends to mobilize pollutants from many sources, some of which contain non-pathogenic bacteria. For this reason, and because holding times for bacterial samples are necessarily short, most storm water programs do not collect flow-weighted composite samples that potentially could produce more reliable statistical estimates of concentrations. Fecal coliform or E. coli are typically measured with grab samples, making it difficult to develop reliable event mean concentrations (EMCs); therefore, there is no reliable data for numerical assessments. Total coliform and fecal bacteria (fecal coliforms, fecal streptococcus, and fecal enterococcus) were detected in stormwater samples tested in Los Angeles County at highly variable densities (or most probable number, MPN) ranging between several hundred to several million cells per 100.
Hydrocarbons are difficult to measure because of laboratory interference effects and sample collection issues (hydrocarbons tend to coat sample bottles). Hydrocarbons are typically measured with single grab samples, making it difficult to develop reliable EMCs. Pesticides in urban runoff are often at concentrations that are below detection limits for most commercial laboratories. Therefore, there are limited statistically reliable data available on pesticides in urban runoff and no numerical assessment is possible. Pesticides were not detected in Los Angeles County monitoring data for land use-based samples, except for diazinon and glyphosate which were detected in less than 15 percent and 7 percent of samples, respectively.
Trash and debris sampling is not typically included in routine storm water monitoring programs.
Several studies conducted in the Los Angeles River basin have attempted to quantify trash generated from discrete areas, but the data represent relatively small areas or relatively short periods, or both making the data unsuitable for modeling purposes.
2 L.A. County data were used for modeling purposes as they are the most robust, land use-specific data base available.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-20 Water Quality Threshold 1: Would the project violate any water quality standards or waste discharge requirements?
Threshold 4: Would the project result in the potential for discharge which affects the beneficial uses (i.e., swimming, fishing, etc.) of the receiving waters? On-Site Project Impacts
Impact Assessment for Modeled Pollutants of Concern
Only development areas of the project were modeled for water quality purposes. Areas that were not modeled within the project boundary are the areas that would be preserved as open space. Although the absolute values of the loads from the entire project area (inclusive of open space) are not provided, the predicted change in pollutant loads is representative of the entire project area because the loads from the open space areas remain unchanged. In general, the pollutant concentrations are not representative of the runoff from the entire project area, as the quantitatively assessed pollutant concentrations are lower in the runoff from open space than from the other land uses for all of the pollutants of concern except for TSS (which is higher in runoff from open space). The concentrations presented in this section for nutrients and trace metals are therefore conservative (i.e., higher than would actually occur after mixing with runoff from open areas). Also note that the modeling results account for pollutant reductions in the treatment PDFs only and do not account for the pollutant reductions that would occur due to the site design and source control PDFs making reported loads and concentrations conservative.
In general, the effects of runoff on receiving water quality depend on the receiving water type.
Pollutant loads are important considerations for discharges to reservoirs or lakes, where pollutants tend to settle, accumulate, and perhaps be recycled. By contrast, discharges to streams, such as with the project site, result in pollutants that tend to be mixed and transported by high flows; therefore, the change in pollutant concentration is a more important measure of impact than changes in loads.
Storm Water Runoff Volumes
Stormwater runoff volume predictions are used to calculate the runoff pollutant loads (i.e., runoff volume x pollutant concentration = pollutant load). Table 4.5-3 shows the predicted changes in stormwater runoff mean annual volumes for the various drainage areas. Mean annual runoff volumes are expected to increase substantially with development.3 The increase
can be explained by the change in percent imperviousness associated with urbanization. The percent imperviousness used in the water quality model for open space is zero percent (a conservative figure) and for parks is 15 percent, in contrast to a value of 40 percent to 55 percent for single family residential (depending on density) and 80 percent for multi-family residential. Runoff volume is directly proportional to percent imperviousness.
As illustrated in Table 4.5-3, mean annual runoff volumes are expected to increase substantially with development due primarily to increases in impervious surfaces. PDFs would include site design, source control and treatment control BMPs outlined in Section 4.5.3, Mitigation Program, in compliance with the requirements of the MS4 Permit and the DAMP/LIP. Most of the site design PDFs, especially the minimization of impervious area and the conservation of approximately 2,163 acres of natural areas within the project site, would reduce the impacts of
3 It should be understood that the calculation of mean annual runoff volumes for purposes of assessing runoff water quality differs in method and purpose from the calculation of peak runoff volumes for flood control analyses and storm drainage facility design.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-21 Water Quality the proposed development on increases in storm water runoff volume. The treatment control BMPs would allow for some runoff volume reduction as well. Based on BMP monitoring data in the International Stormwater BMP Database, a 20 percent reduction in storm water runoff volume was assumed to occur in the water quality basins. The effects of increased runoff volumes on drainage, flooding, and stream channel erosion are addressed in the Runoff Management Plan Volume I prepared by Fuscoe Engineering, summarized in Section 4.4, Hydrology, of this EIR, and included in Appendix C.
TABLE 4.5-3
PREDICTED MEAN ANNUAL STORM WATER RUNOFF VOLUMES
Average Annual Runoff Volume
(acre-ft)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 101 254 153
Drainage Area W 15 35 20
Off-site Project Features 4 5 1
Total Modeled Area 120 294 174
Source: GeoSyntec, 2005.
Total Suspended Solids
Table 4.5-4 shows the predicted average annual total suspended solids (TSS) loads. Average annual TSS concentration results are shown in Table 4.5-5.
TABLE 4.5-4
PREDICTED AVERAGE ANNUAL TSS LOADS
Average Annual TSS Loads
(tons)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 36.0 26.0 -10.0
Drainage Area W 4.8 4.6 -0.2
Off-site Project Features 0.2 0.2 0.0
Total Modeled Area 41.0 30.0 -11.0
Source: GeoSyntec, 2005.
TABLE 4.5-5
PREDICTED AVERAGE ANNUAL TSS CONCENTRATIONS
Average Annual TSS Concentrations
(mg/L)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 261 74 -187
Drainage Area W 239 97 -142
Off-site Project Features 40 23 -17
Total Modeled Area 251 76 -175
Source: GeoSyntec, 2005.
Post-development, both TSS loads and concentrations are predicted to be much less than predevelopment concentrations as urbanized landscaping, impervious surfaces, and PDFs would Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-22 Water Quality tend to reduce sediment delivery compared to existing conditions, especially for the quarry area.
Project PDFs include site design, source control and treatment control BMPs in compliance with the requirements of the MS4 Permit and the DAMP/LIP, but only treatment control BMPs have been modeled. Site design PDFs include the preservation of large amounts of natural areas, which would continue to provide higher levels of sediment to receiving waters than the permanently stabilized development areas. The treatment control water quality basins would reduce TSS in the runoff from the proposed development.
The predicted average annual TSS concentration in storm water runoff from the total modeled area with PDFs is compared to water quality criteria and the range of observed concentrations in the Santa Ana River in Table 4.5-6.
TABLE 4.5-6
COMPARISON OF PREDICTED TSS CONCENTRATIONS WITH WATER
QUALITY CRITERIA AND OBSERVED CONCENTRATIONS IN SANTA ANA RIVER
Predicted Average Annual
TSS Concentration:
Total Modeled Area1
(mg/L)
Santa Ana Basin Plan Water Quality
Objectives
California
Toxics Rule
Criteria
Range of Observed2
Concentrations
in Santa Ana River
Reach 2 (mg/L)
76 TSS levels shall not cause a nuisance
or adversely affect beneficial uses as a
result of controllable water quality
factors
NA 7.5 - 140
1 Modeled concentration for total modeled area, developed condition with PDFs. 2 Includes both dry and wet weather data.
NA not applicable
Source: GeoSyntec, 2005.
The predicted TSS concentration declines with development and is within the range of observed concentrations in Santa Ana River Reach 2 which is not presently impaired with regard to TSS, sediment or turbidity. Therefore, the storm water runoff from the proposed project should not cause a nuisance or adversely affect beneficial uses in the receiving waters. Based on the above impact analysis, the effect of the project on TSS loads and concentrations would be less than significant.
Nutrients
Post-development nitrogen concentrations are particularly important for the inorganic species of nitrogen, namely ammonia, nitrite, and nitrate, as these species are more available for photosynthesis by algae and other plants, which can lead to low dissolved oxygen conditions.
Of these species, nitrogen is usually most prevalent in the nitrate form. Table 4.5-7 shows that mean annual nitrate-nitrogen loads are predicted to increase when compared to existing loads from the modeled area, although the model results predict a decrease in nitrate-N concentrations in the post-developed condition, depicted by Table 4.5-8. This difference between loads and concentrations is due to the increase in runoff volume in the post-developed condition.
Mean annual total Kjeldahl nitrogen (ammonia nitrogen plus organic nitrogen) (TKN) loads and mean annual TKN concentrations (Table 4.5-9 and Table 4.5-10) are predicted to increase in the post-developed condition with PDFs.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-23 Water Quality TABLE 4.5-7
PREDICTED AVERAGE ANNUAL NITRATE LOADS
Average Annual Nitrate-Nitrogen Loads
(lbs)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 269.0 420.0 151.0
Drainage Area W 46.0 63.0 17.0
Off-site Project Features 3.5 3.8 0.3
Total Modeled Area 319.0 486.0 167.0
Source: GeoSyntec, 2005.
TABLE 4.5-8
PREDICTED AVERAGE ANNUAL NITRATE CONCENTRATIONS
Average Annual Nitrate-Nitrogen Concentrations
(mg/L)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 1.0 0.6 -0.4
Drainage Area W 1.2 0.7 -0.5
Off-site Project Features 0.3 0.3 0.0
Total Modeled Area 1.0 0.6 -0.4
Source: GeoSyntec, 2005.
TABLE 4.5-9
PREDICTED AVERAGE ANNUAL TKN LOADS
Average Annual TKN Loads
(lbs)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 273 991 718
Drainage Area W 39 133 94
Off-site Project Features 12 15 3
Total Modeled Area 324 1138 814
Source: GeoSyntec, 2005.
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PREDICTED AVERAGE ANNUAL TKN CONCENTRATIONS
Average Annual TKN Concentrations
(mg/L)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 1.0 1.4 0.4
Drainage Area W 1.0 1.4 0.4
Off-site Project Features 1.1 1.0 -0.1
Total Modeled Area 1.0 1.4 0.4
Source: GeoSyntec, 2005.
Table 4.5-11 and Table 4.5-12 show the mean annual total phosphorus loads and concentrations for each of the drainage areas, as well as the total modeled area, respectively.
The loads and concentrations in the post-developed condition with PDFs are predicted to increase when compared to existing loads and concentrations.
TABLE 4.5-11
PREDICTED AVERAGE ANNUAL TOTAL PHOSPHORUS LOADS
Average Annual Total Phosphorus Loads
(lbs)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 47.0 155.0 108.0
Drainage Area W 5.5 21.0 15.5
Off-site Project Features 3.4 3.8 0.4
Total Modeled Area 56.0 181.0 125.0
Source: GeoSyntec, 2005.
TABLE 4.5-12
PREDICTED AVERAGE ANNUAL TOTAL PHOSPHORUS
CONCENTRATIONS
Average Annual Total Phosphorus Concentrations
(mg/L)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 0.2 0.2 0.0
Drainage Area W 0.1 0.2 0.1
Off-site Project Features 0.3 0.3 0.0
Total Modeled Area 0.2 0.2 0.0
Source: GeoSyntec, 2005.
Various factors can affect phosphorous loads. For example, urbanization would tend to reduce natural sources; however pet waste, landscape fertilization, and other human activities can increase phosphorous loadings. Examination of the LA County data and the Caltrans data4 indicates that total phosphorus concentrations are significantly higher in runoff from the quarry
4 Caltrans data were used for modeling of water quality related to quarry run-off as it is viewed as the best available and appropriate data.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-25 Water Quality (mean of 2.6 mg/L) than high density residential areas (mean of 0.39 mg/L), which is in turn higher than that from vacant areas (mean of 0.16 mg/L). The LA County data for vacant areas are used to represent open space in the water quality model.
Project PDFs include site design, source control and treatment control BMPs in compliance with the requirements of the MS4 Permit and the DAMP/LIP, but only treatment control BMPs are included in the model. Site design PDFs would minimize increases in nutrients through the preservation of natural areas and the use of native or drought tolerant plants in development area plant palettes. Source control PDFs that target nutrients include educational materials on the proper handling of fertilizers and pet waste management, common area landscape management consistent with DAMP Section 5.5 and the LIP, and the use of efficient irrigation systems in common areas. The treatment control water quality basins would also reduce nutrients in the runoff from the proposed development. The treatment control methods are discussed above in more detail under the heading Water Quality Project Design Features.
Nitrate-nitrogen concentrations predicted by the model are within the low end of the range of concentrations measured in Santa Ana River Reach 2 in Table 4.5-13.
TABLE 4.5-13
COMPARISON OF PREDICTED NUTRIENT CONCENTRATIONS WITH
WATER QUALITY CRITERIA AND OBSERVED CONCENTRATIONS IN
SANTA ANA RIVER
Nutrient
Modeled Average
Annual Concentration:
Total Modeled Area1
(mg/L)
Santa Ana Basin Plan Water Quality
Objectives2
Range of Observed
Concentrations3
in Santa Ana Reach 2
(mg/L)
Nitrate-N 0.6 0.5 – 14
TKN 1.4 0.02 – 2.2
Total Phosphorus 0.2
Narrative objective for algae in the
Basin Plan: “Waste discharges shall
not contribute to excessive algal
growth in inland surface receiving
waters.” NA4
1 Modeled concentration for total development area, developed conditions with PDFs. 2 There are no CTR criteria for Nutrients. The algae water quality objective is included because excessive nutrients can contribute to excessive algal growth.
3 Includes both dry and wet weather data.
4 Not available. Observed concentrations for orthophosphate ranged from 0.3 – 1.7 mg/L as P.
Source: GeoSyntec, 2005.
Predicted nitrate-nitrogen concentrations are well below the drinking water quality criteria of 10 mg/L as N. (Note that this criteria is referenced as a benchmark for comparative purposes only and does not apply to Santa Ana River Reach 2, as this reach is exempted from the municipal drinking water beneficial use). TKN concentrations predicted by the model are in the middle of the range of concentrations measured in Santa Ana River Reach 2. Predicted total phosphorus concentrations are below the range of measured orthophosphate concentrations, which represents the readily bioavailable portion of total phosphorus.
TKN consists of dissolved and particulate organic nitrogen and inorganic nitrogen in the form of ammonia (NH3-N). Ammonia is a relatively bioavailable form of nitrogen but tends to be a small fraction of TKN in urban runoff. For example, data from mixed and multifamily residential areas in Los Angeles County indicate that NH3-N is about 20 percent of TKN. The remaining approximately 80 percent of TKN is dissolved or particulate organic nitrogen and may include plant and animal proteins and animal urine and fecal matter. The organic portion of TKN is generally considered less bioavailable than the inorganic forms of nitrogen, and therefore the Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-26 Water Quality significance of the increase in TKN loading is dependent on the extent to which this form of nitrogen accumulates in the sediments and is either sequestered there or is transformed into a more bioavailable form and recycled back into the water column. Since the receiving waters are streams, significant accumulation of TKN is not expected to occur in the sediments given the continuous movement of water. TKN concentrations predicted by the model are in the middle of the range of concentrations measured in Santa Ana River Reach 2.
Elevated loads of nutrients in the project runoff are caused by the increase in runoff volume in combination with the runoff concentrations. However, nutrient concentration in the receiving water is the most important indicator. Laboratory flume experiments demonstrate that changes in nutrient concentrations can affect the species composition of algae as well as total biomass produced. Since the predicted nutrient concentrations are within or below the observed range of nutrient concentrations in the Santa Ana River and these concentrations are not currently causing impairment due to algae growth, the predicted nutrient concentrations in runoff from the proposed development with PDFs should also not contribute to excessive algal growth.
Therefore, the predicted nutrient concentrations in runoff form the project site would not affect the dissolved oxygen concentration in the receiving waters.
Based on the comprehensive site design, source control, and treatment control strategy and the comparison with available in-stream monitoring data, potential impacts associated with nutrients would be less than significant.
Copper, Lead, & Zinc
Projected loads and concentrations for the trace metals copper, lead, and zinc are presented in Table 4.5-14 through Table 4.5-19. Where possible the projections are for the dissolved form of the metal, as it is the dissolved form to which the CTR criteria apply. However, due to consistently low concentrations of dissolved lead in the available storm water runoff data, it was not possible to develop reliable EMC parameters for most land uses for modeling the dissolved fraction of lead. This constituent was therefore modeled as the total recoverable metal. Copper, lead, and zinc are the most prevalent metals typically found in urban runoff. Based on LA County data, other trace metals, such as cadmium, chromium, and mercury, are typically not detected in urban runoff or are detected at very low levels.
TABLE 4.5-14
PREDICTED AVERAGE ANNUAL DISSOLVED COPPER LOADS
Average Annual Dissolved Copper Loads
(lbs)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 1.8 6.0 4.2
Drainage Area W 0.1 0.8 0.7
Off-site Project Features 0.3 0.1 -0.2
Total Modeled Area 2.2 6.9 4.7
Source: GeoSyntec, 2005.
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PREDICTED AVERAGE ANNUAL DISSOLVED COPPER CONCENTRATIONS Average Annual Dissolved Copper Concentrations
(μg/L)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 6.7 8.7 2.0
Drainage Area W 2.0 8.1 6.1
Off-site Project Features 24 6.2 -17.8
Total Modeled Area 6.8 8.6 1.8
Source: GeoSyntec, 2005.
TABLE 4.5-16
PREDICTED AVERAGE ANNUAL DISSOLVED LEAD LOADS
Average Annual Total Lead Loads
(lbs)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 1.0 3.5 2.5
Drainage Area W 0.1 0.5 0.4
Off-site Project Features 0.1 0.1 0
Total Modeled Area 1.2 4.1 2.9
Source: GeoSyntec, 2005.
TABLE 4.5-17
PREDICTED AVERAGE ANNUAL DISSOLVED LEAD CONCENTRATIONS
Average Annual Total Lead Concentrations
(μg/L)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 3.7 5.1 1.4
Drainage Area W 3.3 5.3 2.0
Off-site Project Features 5.4 5.0 -0.4
Total Modeled Area 3.7 5.2 1.5
Source: GeoSyntec, 2005.
TABLE 4.5-18
PREDICTED AVERAGE ANNUAL DISSOLVED ZINC LOADS
Average Annual Dissolve Zinc Loads
(lbs)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 14 34 20
Drainage Area W 1.3 3.9 2.6
Off-site Project Features 1.5 0.5 -1.0
Total Modeled Area 17 38 21
Source: GeoSyntec, 2005.
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PREDICTED AVERAGE ANNUAL DISSOLVED ZINC CONCENTRATIONS
Average Annual Dissolved Zinc Concentrations
(μg/L)
Drainage Area Existing Developed w/ PDFs Change
Sub-drainage Areas I, F, & E 52 49 -3
Drainage Area W 32 41 9
Off-site Project Features 126 33 -93
Total Modeled Area 52 47 -5
Source: GeoSyntec, 2005.
Post-development dissolved copper, lead, and zinc loads are projected to increase compared to pre-development conditions, mainly due to the increase in runoff volumes. Post-development dissolved copper and lead concentrations are also predicted to increase compared to predevelopment conditions, while total zinc concentrations are predicted to decrease for the total modeled area. Total zinc concentration is predicted to decrease for the Gypsum Canyon Creek drainage area and the off-site features, to increase for drainage area W, and to decrease overall. This result can be explained by the assumed effluent value for the biofiltration that would be used to treat roadways that do not drain to a water quality treatment basin within subdrainage areas I, F, and E and the off-site project features. The assumed biofiltration effluent value, based on the median value of available effluent monitoring data for bioswales in the ASCE International Stormwater BMP Database, is 32.7 mg/L, while the assumed effluent value for detention basins is 53.8 mg/L. The assumed biofiltration effluent value is very close to the open space EMC model input for dissolved zinc (22 mg/L), so areas treated with biofiltration would exhibit zinc concentrations that are closer to existing condition concentrations than areas treated with water quality basins.
The proposed project includes site design, source control, and treatment control BMPs in compliance with the requirements of the MS4 Permit and the DAMP/LIP. Specific site design PDFs that would minimize increases in trace metals include directing drainage from impervious areas to landscaped areas or bioretention facilities and the selection of building material for roof gutters and downspouts that do not include copper or zinc. Source control PDFs that target metals include education for property owners, BMP maintenance, and street sweeping private streets and parking lots. The treatment control water quality basins and biofiltration areas would also reduce trace metals in the runoff from the proposed development when compared to the developed condition without PDFs. The treatment control methods are described in more detail in Section 4.5.3, Mitigation Program, under the discussion of Project Design Features.
Although the trace metal loadings and concentrations (excluding dissolved zinc) are predicted to increase overall, the comparison of post-development with PDFs condition to the Basin Plan site specific objectives and the CTR values shows that all trace metal concentrations are below the water quality objectives and criteria. A comparison of the post-developed with PDFs condition to the Santa Ana River Basin Plan, site-specific objectives, and the CTR values are depicted in Table 4.5-20.
The Basin Plan site specific objectives and the CTR criteria are based on hardness values observed in the receiving water. The 10th percentile hardness value (221 mg/L as CaCO3) was used in the modeling as a conservative estimate that excludes the lowest outlier values; the mean observed hardness value was 253 mg/L as CaCO3. The CTR criteria is considered to be the more appropriate measure of toxicity and provides the most valuable objective for comparison to the predicted modeled concentration. The predicted average annual Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-29 Water Quality concentrations of dissolved copper, lead, and zinc are well below the CTR criteria for toxicity.
Furthermore, toxicity testing performed as part of the Santa Ana River Use-Attainability Analysis (UAA) demonstrated that concentrations of dissolved copper of 37 μg/L and dissolved lead of 28 μg/L are non-toxic in Santa Ana River Water. The predicted concentrations for dissolved copper and lead from the proposed development with PDFs are well below the UAA benchmark values, as well as the Basin Plan values. As depicted in Table 4.5-20, predicted dissolved copper, lead, and zinc are within the range of observed values in Santa Ana River Reach 2.
TABLE 4.5-20
COMPARISON OF PREDICTED TRACE METALS CONCENTRATIONS WITH WATER
QUALITY CRITERIA AND OBSERVED CONCENTRATIONS IN SANTA ANA RIVER Trace Metal
Predicted Average
Annual
Concentration: Total
Modeled Area1
(μg/L)
Basin Plan SiteSpecific
Objective2
(μg/L)
California Toxics
Rule Criteria3
(μg/L)
Range of Observed
Concentrations4
in Santa Ana River
Reach 2
(μg/L)
Dissolved Copper 8.6 19.8 28.4 2 – 35
Dissolved Lead 1.85 4.6 152 0.1 – 1.7
Dissolved Zinc 47 NA 230 5 – 706
1 Modeled concentration for total modeled area, developed conditions with PDFs. 2 Hardness = 221 mg/L as CaCO3 , based on 10th percentile SAR monitoring data. These criteria are very conservative; concentrations of dissolved copper of 37 μg/L and dissolved lead of 28 μg/L are non-toxic in Santa Ana River Water (SARWQCB, 1995). 3 Hardness = 221 mg/L, based on 10th percentile SAR monitoring data. Lead criteria is for total recoverable lead. These criteria are more recent standards than the Basin Plan objectives and are currently used by the SARWQCB in lieu of the Site Specific Objectives. 4 Includes both dry and wet weather data. 5 Dissolved lead was calculated by applying a partitioning coefficient (fd) of 0.35 to modeled total lead concentration. The fd value was determined by comparing total and dissolved lead concentrations for each land use (LA County, 2000; NSQD, 2003). 6 Observed values are as total zinc.
NA - not applicable.
Source: GeoSyntec, 2005.
Similar to nutrients, increases in trace metal loadings are not of great concern in the receiving water aside from their effect on in-stream concentration due to the flowing nature of the receiving water. Trace metals are not expected to accumulate in the receiving waters due to the flushing effect of high flows in stream systems. Based on the comprehensive site design, source control, and treatment strategy and the comparison with the water quality benchmark values, the project is not expected to have significant impacts resulting from trace metals and potential impacts would be less than significant.
In summary, with the exception of TSS, loads of modeled constituents are predicted to increase under proposed conditions when compared to existing conditions. The increase in pollutant loads is primarily the result of the predicted increases in storm water runoff volumes resulting from increases in impervious area with development. Increases in pollutant loads in streams are important impacts in that they affect in-stream pollutant concentrations. Mean concentrations are predicted to decrease for total suspended solids, nitrates, and dissolved zinc. The modeled concentrations in runoff from developed areas with PDFs are below all applicable benchmark water quality objectives and criteria for the receiving waters and potential water quality impacts would be less than significant.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-30 Water Quality Impact Assessment for Pollutants and Basin Plan Criteria Addressed Without Modeling Turbidity
Turbidity is a measure of suspended matter that interferes with the passage of light through the water or in which visual depth is restricted. The turbidity may be caused by a wide variety of suspended materials, which range in size from colloidal to coarse dispersions, depending upon the degree of turbulence. In lakes or other waters existing under relatively quiescent conditions, most of the turbidity would be due to colloidal and extremely fine dispersions. In rivers under flood conditions, most of the turbidity would be due to relatively coarse dispersions.
Turbidity may be caused by a wide variety of materials. Erosion of clay and silt soils may contribute to in-stream turbidity. Organic materials reaching rivers serve as food for bacteria, and the resulting bacterial growth and other microorganisms that feed upon the bacteria produce additional turbidity. Nutrients in runoff may stimulate the growth of algae, which also contribute to turbidity.
Discharges of turbid runoff are primarily of concern during the construction phase of development. The SWPPP must contain sediment and erosion control BMPs pursuant to the General Construction Activities permit, and those BMPs would control sediment and erosion along with other pollutants per the BAT/BCT standards (see discussion on Construction Activities under Threshold 2, below, and Section 7.6 of the Water Quality Technical Report).
Additionally, fertilizer control and non-visible pollutant monitoring and trash control BMPs in the SWPPP would combine to help control turbidity.
In the post-development condition, placement of impervious surfaces would serve to stabilize soils and to reduce the amount of erosion that may occur from the project area, especially from the existing quarry area, during storm events and would therefore decrease turbidity in the runoff from the project area. Project PDFs include source control (such as common area landscape management and common area litter control) and treatment control BMPs in compliance with the requirements of the MS4 Permit and the DAMP/LIP that would prevent or reduce the release of organic materials and nutrients to receiving waters. Based on implementation of the project PDFs and the construction-related controls, runoff discharges from the project should not cause increases in turbidity which would result in adverse affects to beneficial uses in the receiving waters. Based on these considerations, the impacts of the project on turbidity are less than significant.
Pathogens
Pathogens are viruses, bacteria, and protozoa that can cause illness in humans. Identifying pathogens in water is difficult as the number of pathogens is exceedingly small, thus requiring sampling and filtering large volumes of water. Traditionally, water managers have relied on measuring “pathogen indicators”, such as total and fecal coliform, as an indirect measure of the presence of pathogens. Although such indicators were considered reliable for sewage samples, indicator organisms are not necessarily reliable indicators of viable pathogenic viruses, bacteria, or protozoa in stormwater. See further Section 7.2.2 of Water Quality Technical Report (GeoSyntec, 2005).
There are numerous sources of pathogen indicators, including birds and other wildlife, domesticated animals and pets, and plant matter and soils. Human-related sources may include poorly functioning septic systems, cross-connections between sewer and storm drains, and the utilization of outdoor areas for human waste disposal by people without access to indoor sanitary facilities.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-31 Water Quality There are extensive studies in which samples have been collected and analyzed for bacteria.
Almost all of these data do not distinguish bacteria that may result from new development versus bacteria from other sources. Runoff from new development is just one of many potential sources of bacteria in urban runoff. Urban runoff reflects both anthropogenic and natural sources, and consists of runoff from existing development, new development, and open space or vacant land. The large majority of development areas monitored (including areas monitored by USEPA and other local regulatory agencies) do not have the myriad of project design features that have been incorporated into the proposed project. Consequently it is likely that runoff from the proposed project would not contain the same elevated levels of bacteria found in other urban runoff studies.
It is recognized that natural levels of bacteria are present in the project area receiving waters and that control of such natural sources of bacteria is neither required nor desired by regulatory authorities. Furthermore, available studies do not uniformly suggest that development increases indicator bacteria in runoff. For example, data collected by the City of San Diego (7,300 samples collected between 1987 and 1994) indicates that indicator bacteria densities were as high from open space at the head of the watershed as at the mouth of the bay, indicating similar indicator bacteria contributions from urban and non-urban sources. Another study conducted on coastal watersheds in Orange County found that bacteria concentrations in receiving waters downstream from urban/developed watershed are essentially the same as in receiving waters downstream from undeveloped watersheds. These and other studies (discussed further in section 7.2.2 of the Water Quality Technical Report) support the conclusion that the development of the proposed project is not expected to result in higher indicator bacteria levels in receiving waters relative to undeveloped conditions.
Fecal coliform standards contained in the Santa Ana Basin Plan were recommended in 1968 based upon epidemiological studies conducted in 1948, 1949, and 1950. Several studies since 1968 have questioned these criteria, recognizing that high levels of pathogen indicators due to natural sources of pollution do occur, and recommended use of alternatives. As an example of high naturally-occurring local pathogen levels, data obtained by Serrano Water District in Santiago Creek Reach 3 (upstream of Irvine Lake and largely undeveloped)5 on 3/17/03 shows
a total coliform concentration of 80,000 MPN/100 mL (compared to MUN water quality criteria of 100 MPN/100 mL) and a corresponding concentration of fecal coliform of 700 MPN/100 mL (compared to REC 1 water quality criteria of 400 MPN/100 mL). Several studies indicate that public health risk (relevant to human-contact-related beneficial sues) does not correlate with elevated levels of bacterial indicators in receiving waters, even in waters impacted by urban runoff. USEPA has also indicated that non-human sources of fecal contamination need not be considered in determinations of water quality attainment, meaning that if non-human bacteria sources are shown to be minimal and exposure to such sources based on epidemiological studies do not appear to result in human health risks, bacteria standards may be interpreted to relate only to human-derived bacteria.
Because state agencies have recognized that it is neither required nor desirable to remove bacteria from natural sources from area waterways, the focus of assessment and of project PDFs is on anthropogenic sources of pathogens. Furthermore, the project, by converting some open land use to urban land use, would potentially reduce the pathogen contribution associated with such open spaces, including terrestrial wildlife, plant matter and soils. Therefore, the primary sources of fecal coliforms from the project would likely be pet wastes, and wildlife or vectors living inside the storm drain. Other sources of pathogens and pathogen indicators, such
5 Santiago Creek is nearby the proposed project but in a different watershed. Because the Santiago Creek watershed is not heavily developed, data from the area is informative for assessing conditions in the proposed project watershed.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-32 Water Quality as cross connections between sanitary and storm sewers and other human-derived bacteria, are unlikely given the new systems to be installed with the project, modern sanitary sewer installation methods, and inspection and maintenance practices.
The levels of bacteria in runoff from the proposed project would be reduced by virtue of:
x Source Controls, and
x Water Quality Basins.
The most effective means of controlling pet wastes as a source of pathogens is through source control, specifically education of pet owners, and providing products and disposal containers that encourage and facilitate cleaning up after pets. Storm drain cleaning practices help to remove pathogens that may have accumulated in the storm drain system. These and other litter control BMPs are described in Section 5 of the Water Quality Technical Report and Section
4.5.3 below.
There is some data on the effectiveness of water quality basins to treat pathogen indicators.
The treatment processes known to be occurring in the extended detention basins involve sunlight (ultraviolet light) degradation, sedimentation of bacteria attached to particulates, and infiltration, all of which reduce pathogen levels. A study of microbial removals in various BMPs conducted in Florida indicated that shallow wet basins with a five day drain time achieved an approximately 98 percent removal efficiency for fecal coliform. The water quality basins proposed for the project would drain in two days or less, therefore the expected pathogen removal would be somewhat less than 98 percent. According to the California State Stormwater BMP Handbook for New Development and Redevelopment, water quality basins are considered to have a “medium” removal effectiveness. The Center for Watershed Protection maintains a National Pollutant Removal Performance Database that indicates that removal performance for various types of water quality basins ranges between 70 to 80 percent (CWP, 2000). The database indicated a removal of about 78 percent for dry extended detention basins. Data on wetponds (similar to the proposed design of the water quality basins) from the International Best Management Practice Database demonstrate an almost 80 percent reduction in median fecal coliform concentrations when comparing inlet to outlet concentrations. In addition, some PDFs, including the water quality basins, bioretention areas, and site design features, will also have the effect of reducing the volume of stormwater from the proposed project area, thereby reducing any associated bacteria. In summary, the PDFs would include source and treatment type controls which in combination would reduce pathogen indicator levels in stormwater runoff.
In summary, the proposed project, consistent with the DAMP/LIP requirements, includes a comprehensive set of source and treatment control PDFs selected to manage pathogen indicators. With this series of PDFs, the project would not result in appreciable changes in pathogens in the receiving waters compared to existing conditions, and potential water quality impacts related to pathogens are considered less than significant.
Hydrocarbons
Various forms of hydrocarbons (oil and grease) are common constituents associated with urban runoff; however, these constituents are difficult to measure and are typically measured with grab samples, making it difficult to develop reliable EMCs for modeling. Based on this consideration, hydrocarbons were not modeled but are addressed qualitatively.
Hydrocarbons are a broad class of compounds, most of which are non-toxic. Hydrocarbons are hydrophobic (low solubility in water), have the potential to volatilize, and most forms are biodegradable. A subset of hydrocarbons, Polynuclear Aromatic Hydrocarbons (PAHs) can be Mountain Park Specific Plan Amendment
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The concentration of hydrocarbons is expected to increase slightly under post-development project conditions with treatment of stormwater runoff in the PDFs. This predicted increase results from the increase in roadways, driveways, parking areas and associated vehicle use in the project area associated with the proposed residential development. The project PDFs are expected to prevent appreciable increases in hydrocarbon concentrations from occurring through removal of this pollutant. Source control PDFs that address petroleum hydrocarbons include educational materials on used oil programs, carpooling, and public transportation alternatives to driving; BMP maintenance; and street sweeping private streets and parking lots.
Catch basin inserts with hydrocarbon absorption mats would be provided for the fire station and vehicle maintenance would be performed indoors. Although vehicle emissions and leaks are the primary source of hydrocarbons in urban areas, it is anticipated that vehicles in the proposed development would in general be well maintained and newer models which would help to limit emissions and leaks. Lastly, the vegetation and soils within the treatment control PDFs, including biofilters, would adsorb the low levels of emulsified oils in stormwater runoff, preventing visible film in the discharge or the coating of objects in the receiving water.
The majority of PAHs in storm water adsorb to the organic carbon fraction of particulates in the runoff, including soot carbon generated from vehicle exhaust. For example, a 1997 storm water runoff study by found that the dissolved phase PAHs represented less than 11 percent of the total concentration of PAHs.
Los Angeles County conducted PAH analyses on 27 stormwater samples from a variety of land uses in the period 1994-2000. For those land uses where sufficient samples were taken and were above detection levels to estimate statistics, the mean concentrations of individual PAH compounds ranged from 0.04 to 0.83 μg/L. The reported means were less than acute toxicity criteria available from the literature. Moreover, the Los Angeles County data do not account for any treatment, whereas the treatment in the project’s PDFs should result in a reduction in hydrocarbon concentrations inclusive of PAHs. The water quality basins and vegetated swales proposed as PDFs, which are designed to treat pollutants through settling and infiltration, would be effective at treating PAHs. This makes it very unlikely that impacts would occur to the receiving water due to hydrocarbon loads or concentrations. On this basis, the effect of the proposed project on petroleum hydrocarbon levels in local water bodies would be less than significant and the project would comply with MS4, DAMP and LIP requirements.
Pesticides
Pesticides can be of concern where past farming practices involved the application of persistent organochlorine pesticides, including DDT. Past land use in this project area consist primarily of gravel mining and did not include farming so would not likely have involved intensive pesticide applications. The focus therefore is on the post-development condition, where pesticides would be applied to common landscaped areas and residential lawns and gardens. Pesticides that have been commonly found in urban streams include the organophosphate pesticides chlorpyrifos and diazinon.
EPA has recently banned the pesticides diazinon and chlorpyrifos (commonly used urban pesticides) for most urban applications. EPA phased out the sale of chlorpyrifos in 2001 and the applications of diazinon to lawns, gardens, and turf was discontinued in December 2003.
Per the EPA mandate, these pesticides would not be used for landscape maintenance in the Mountain Park Specific Plan Amendment
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County indicated that pesticides in urban runoff were seldom measured above detection limits.
Source control measures such as education programs for owners, occupants, and employees in the proper application, storage, and disposal of pesticides are the most promising strategies for controlling the pesticides that would be used post-development. Structural controls are typically not as effective due to the persistent nature of many pesticides; also these compounds generally exhibit varied potential for biodegradation. However, most pesticides are relatively insoluble in water and therefore tend to adsorb to the surfaces of sediment, which would settle out of the water column in the water quality basins and biofiltration areas. Sedimentation therefore should achieve some removal of pesticides from stormwater in the PDFs as TSS is reduced.
While pesticides are subject to degradation, they vary in how long they maintain their ability to eradicate pests. Some break down almost immediately into nontoxic by-products, while others can remain active for longer periods of time. While pesticides that degrade rapidly are less likely to adversely affect non-targeted organisms, in some instances it may be more advantageous to apply longer lasting pesticides if it results in fewer applications or smaller amounts of pesticide use. Careful consideration would be made as to the appropriate type of pesticides for use on and around common areas within the project site. While some increase in pesticide use is likely to occur as the result of development due to maintenance of landscaped areas, particularly in the residential portions of the development, careful selection, storage and application of these chemicals for use in common areas would help prevent significant water quality impacts from occurring. Additionally, removal of sediments in the PDFs would also remove sediment-adsorbed pesticides. Based on the incorporation of site design, source control, and treatment control BMPs recommended by the DAMP/LIP and included as PDFs, potential impacts associated with pesticides would be less than significant.
Trash and Debris
Urban development can generate trash and debris. Trash refers to any human-derived materials including paper, plastics, metals, glass and cloth. Debris is defined as any organic material transported by storm water, including leaves, twigs, and grass clippings. Debris can be associated with the natural condition. Trash and debris is often characterized as material retained on a five-mm mesh screen. It contributes to the degradation of receiving waters by imposing an oxygen demand, attracting pests, disturbing physical habitats, clogging storm drains and conveyance culverts and mobilizing nutrients, pathogens, metals, and other pollutants that may be attached to the surface. Sources of trash in developed areas can be both accidental and intentional. During wet weather events, gross debris deposited on paved surfaces can be transported to storm drains, where it can be eventually discharged to receiving waters. Trash and debris can also be mobilized by wind and transported directly into waterways. Trash and debris can impose an oxygen demand on the water body as organic matter decomposes.
Urbanization could significantly increase trash and debris loads if left unchecked. However, the project PDFs, including source control and treatment BMPs recommended by the DAMP/LIP, would minimize the adverse impacts of trash and debris. Source controls such as street sweeping, public education, fines for littering, and storm drain stenciling can be effective in reducing the amount of trash and debris that is available for mobilization during wet and dry weather events. Common area litter control would include a litter patrol, covered trash receptacles, emptying of trash receptacles in a timely fashion, and noting trash violations by tenants/homeowners or businesses and reporting the violations to the owner/HOA for investigation.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-35 Water Quality Catch basin inserts would be provided for parking lots. The water quality basins would have trash racks to prevent entry of larger materials into the structural BMPs in order keep maintenance costs in check (i.e., trash is easier to remove from racks as opposed to the water quality basins themselves). The project’s PDFs would prevent the release of or remove floating materials, including solids, liquids, foam, or scum, from runoff discharges and would prevent impacts on dissolved oxygen in the receiving water due to decomposing debris. Based on these considerations, trash and debris would not significantly impact the receiving waters of the project.
In summary, concentrations of hydrocarbons and pesticides are expected to increase, concentrations of trash and debris may increase, and concentrations of pathogens are not expected to appreciably change in the receiving waters under proposed conditions when compared to existing conditions, but none of the qualitatively assessed constituents are expected to significantly impact receiving waters due to the implementation of the project PDFs in compliance with the MS4 Permit and the DAMP/LIP. Therefore, potential impacts from the project on water quality would be less than significant.
MS4 Permit Requirements for New Development as Defined in the DAMP/LIP Project PDFs include site design, source control and treatment control BMPs in compliance with the requirements of the Orange County NPDES Permit (Order No. R8-2002-0010) and the DAMP/LIP. Treatment control PDFs include eight water quality basins that would treat runoff from all urban areas of the project. Sizing criteria contained in the MS4 Permit would be met for all treatment control BMPs, including biofiltration PDFs.
Per the MS4 permit, the water quality basins within the proposed project would be designed to contain a “water quality pool” sized to meet the maximized storm water capture volume for the area, from the formula recommended in Urban Runoff Quality Management, WEF Manual of Practice No. 23/ASCE Manual of Practice No. 87. The mean depth of storms greater than or equal to 0.1 inches depth (a 6 hour dry period is used to define storms) measured at Prado Dam used to size the detention facilities is 0.75 inches. The water quality pool is designed to drain in 36 hours. Table 4.5-21 lists the estimated water quality basin sizes to be incorporated into the developed portion of the project as a project design feature. Appendix C of the Water Quality Technical Report (Appendix D of this EIR) provides further detail on the treatment BMP sizing per the criteria contained in the MS4 Permit and the DAMP/LIP.
According to the proposed grading plan, approximately 4.1 acres of roadway would be located downgradient of the proposed water quality basins and therefore would not drain to the basins.
Runoff from this roadway area would be treated with filter strips (a type of biofilter) designed per the MS4 permit and DAMP/LIP requirements. Runoff from the water tank located in Development Area 7 would also be treated using a filter strip or a bioswale designed per MS4 requirements.
Development Area 3 includes an elementary school site and an adjacent community park.
Modeling results presented in Chapter 6 assume that an extended detention water quality basin sized per the MS4 permit and the DAMP/LIP, or a different BMP achieving equivalent treatment, would be provided for this area. BMP selection for the school and park would be finalized at the time of WQMP preparation for the school/park project subject to the requirement that the final treatment BMP selected for this area shall meet or exceed the treatment performance assumed in this report for the pollutants of concern.
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-36 Water Quality TABLE 4.5-21
SIZE ESTIMATIONS FOR WATER QUALITY BASINS
Water Quality
Basin Name
Tributary Area
(acres)
Percent
Imperviousness
(percent)
WEF
Rv1
Water Quality
Basin Volume
(acre-ft)2
1 95.6 32.2 0.24 2.5
2 45.4 30.7 0.23 1.2
3a 19.2 42.3 0.29 0.6
3b 33.8 39.4 0.28 1.0
3c 2.5 72.0 0.51 0.14
4a 35.0 52.7 0.36 1.4
4b 38.8 47.8 0.33 1.4
5a 147 65.9 0.46 7.4
5b 52.9 58.1 0.39 2.3
5c 37.9 46.9 032 1.3 1
Runoff coefficient estimate from the WEF Manual of Practice maximized storm water capture volume. 2 Detention basin sizing based on WEF Method with mean storm depth of 0.75 inch and 36-hour drain time.
Source: GeoSyntec, 2005.
The site design, source control, and treatment control BMP PDFs would work in concert to control all of the pollutants of concern in runoff from the project, resulting in less than significant water quality impacts.
Dry Weather Impacts
The above discussion focused on the changes in water quality during storm events. However, water quality effects during dry weather conditions also are important, especially given that much of the dry weather flows in this region originate from human activity. As discussed in Section 4.4, Hydrology, it is not expected that there would be any appreciable dry weather flows out of the water quality basins. Infiltration and evapotranspiration within the PDFs would adequately reduce the potential for dry-weather flow discharges from the project to downstream areas, and therefore potential impacts to habitat due to dry-weather flows are considered insignificant. The following discussion addresses water quality in the dry weather flows into the PDFs.
Dry weather flows are typically low in sediment because the flows are relatively low and coarse suspended sediment tends to settle out or is filtered out by vegetation. As a consequence, pollutants that tend to be associated with suspended solids (e.g., phosphorus, some bacteria, some trace metals, and some pesticides) are typically found in very low concentrations in dry weather flows. The focus of this discussion is therefore on constituents that tend to be dissolved, e.g., nitrate and trace metals, or constituents that are so small as to be effectively transported, e.g., pathogens and oil and grease.
In order to minimize the potential generation and transport of dissolved constituents, landscaping in public and common areas would utilize drought tolerant vegetation that requires little watering and chemical application. Landscape watering in common areas would be controlled utilizing evapotranspiration sensors to minimize excess watering. In addition, educational programs and distribution of materials (source controls) would emphasize appropriate car and equipment washing locations (on pervious surfaces) and techniques (minimizing usage of soap and water), encourage low impact landscaping and appropriate Mountain Park Specific Plan Amendment
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Illegal dumping would be discouraged by stenciling storm drain inlets and posting signs that illustrate the connection between the storm drain system and the receiving waters and natural systems downstream.
The water quality basins would also incorporate wetland vegetation in a low flow channel along the bottom of the basin for the treatment of dry weather flows and small storm events. Water cleansing is a natural function of wetland vegetation, offering a range of treatment mechanisms.
Sedimentation of particulates is the major removal mechanism. However the performance is enhanced as plant materials allow pollutants to come in contact with vegetation and soils containing bacteria that metabolize and transform pollutants, especially nutrients and trace metals. Plants also take up nutrients in their root system. Some pathogens would be removed through solar degradation. Any oil and grease would be effectively adsorbed by the vegetation and soil. Dry weather flows and small storm flows would infiltrate into the bottom of the basin after receiving treatment. The water quality basins would not be designed to have open pools of standing water.
The principal human-activity sources of pathogens in dry weather flows is leaking septic systems, cross-connections between sanitary sewers and storm drains, or leakage from the sanitary sewer system into groundwater, which feeds the dry and non-storm flows. However, the proposed project would be new development with new storm drains and sanitary sewer systems, which is expected to have minimal, if any, leakage. Based on the factors discussed above, the impact of the project on dry weather water quality would be less than significant.
Off-site and Caltrans-related Project Feature Impacts
Off-site features, including roadway improvements within Caltrans right-of-way requiring water quality treatment controls per regulatory requirements are those adding impervious surfaces, namely the improvements in Santa Ana Canyon Road, and realignment and improvements to Gypsum Canyon Road. The treatment control BMPs provided for these off-site project features would be sized to include the drainage from the existing impervious area within the impacted area, as well as from the new impervious area. These facilities would be required to incorporate BMPs that meet or exceed the modeled performance standards included in the Water Quality Technical Report. With incorporation of BMPs and based on comparison with receiving water quality benchmarks, off-site water quality impacts from these facilities would be less than significant. The proposed SR-241/Weir Canyon Road interchange and Mountain Park Drive bridge overcrossing are discussed below.
It should be noted that other off-site project features, and other project features within Caltrans right-of-way described in Sections 3.3.4 and 3.3.5, would not add new impervious surface area in the post-development condition and would not require runoff treatment.
Unlike other off-site project features which primarily involve improvements to existing roadway facilities, the construction of the SR-241/Weir Canyon Road interchange and Mountain Park Drive bridge overcrossing introduce new transportation facilities into the project area. Following is an analysis of potential water quality-related impacts associated with these facilities based on the Water Quality Assessment prepared by GeoSyntec (January 2005) and included in Appendix Q to this EIR.
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The SR-241/Weir Canyon Road interchange and Mountain Park Drive bridge overcrossing are transportation improvements associated with the existing SR-241 that would be implemented as part of the proposed project. Runoff volumes are expected to increase with development due to the increase in impervious area. This increase can be explained by the change in percent imperviousness associated with the proposed interchange and bridge crossing.
As previously noted, the increase in impervious area for the bridge overcrossing was assumed in the analysis for the project. Following is an analysis of potential impacts from the interchange. The percent imperviousness for open space is zero percent compared to a percent imperviousness of 90 and 100 for roadway and ramps, respectively. Runoff volume is directly proportional to percent imperviousness.
Total Suspended Solids and Nutrients
TSS loads are expected to decrease between existing conditions and developed conditions with PDFs. Post-development TSS concentrations (67 mg/L) are predicted to be much less than pre-development concentrations (234 mg/L) because impervious surfaces would reduce sediment delivery when compared to existing conditions. The predicted TSS concentration in storm water runoff from the total modeled area with PDFs is within the range of observed concentrations in Santa Ana River Reach 2 (7.5 – 140 mg/L). Therefore, TSS in the storm water runoff from the proposed interchange is expected to decline with development and should not cause a nuisance or adversely affect beneficial uses in the receiving waters.
Post-development nitrogen concentrations are particularly important for the inorganic species of nitrogen, namely ammonia, nitrite, and nitrate, as these species are more available for photosynthesis by algae and other plants. This can lead to low dissolved oxygen conditions. Of these species, nitrogen is usually most prevalent in the nitrate form. Mean annual nitratenitrogen loads are predicted to slightly increase when compared to existing loads from the modeled area. However, the model results predict a decrease in the existing nitrate-N concentrations of 1.2 mg/L to 0.4 mg/L in the post-developed condition. This is due to the increase in runoff volume in the post-developed condition. Predicted nitrate-nitrogen concentrations are within the low end of the range of concentrations measured in Santa Ana River Reach 2 (0.5 – 1.4 mg/L) and are well below the drinking water quality criteria of 10 mg/L as N.6
Mean annual total Kjeldahl nitrogen (ammonia nitrogen plus organic nitrogen) (TKN) loads are predicted to increase from 1.6 lbs/yr to 5.5 lbs/yr with project PDFs in place, while mean annual TKN concentrations are expected to remain unchanged in the post-developed condition with PDFs at 1.0 mg/L. TKN concentrations predicted by the model are in the middle of the range of concentrations measured in Santa Ana River Reach 2 (0.02 – 2.2 mg/L).
The mean annual total phosphorus loads (1.3 lbs/yr) and concentrations (0.2 mg/L) in the postdeveloped condition with PDFs are predicted to increase when compared to existing loads (0.2 lb/yr) and concentrations (0.1 mg/L). Examination of the LA County data used to estimate the water quality runoff indicates that total phosphorus concentrations are slightly higher in runoff from roadways than from vacant areas. The LA County data for vacant areas are used to represent open space in the water quality model. Predicted total phosphorus concentrations are
6 Note that this criteria is referenced as a benchmark for comparative purposes only and does not apply to Santa Ana River Reach 2, as this reach is exempted from the municipal drinking water beneficial use.
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Elevated loads of nutrients in the project runoff are caused by the increase in runoff volume in combination with the runoff concentrations. The nutrient concentration in the receiving water is the important factor as the receiving waters for the interchange are stream systems with moving flows as opposed to lake or pond systems where pollutants may more readily accumulate.
Based on a study by Cushing and Allan (2001), laboratory flume experiments demonstrate that changes in nutrient concentrations can affect the species composition of algae as well as total biomass produced. Since the predicted nutrient concentrations are within or below the observed range of nutrient concentrations in the Santa Ana River and these concentrations are not currently causing impairment due to algae growth, the predicted nutrient concentrations in runoff from the proposed interchange with PDFs would not contribute to excessive algal growth and therefore would not lower the dissolved oxygen concentration in the receiving waters.
Based on the above impact analysis, the effect of the proposed interchange on TSS loads and concentrations is less than significant. The potential impacts associated with nutrients are predicted to be less than significant due to treatment control strategies and comparisons with available in-stream monitoring data.
Copper, Lead, & Zinc
Post-development dissolved copper, lead, and zinc loads (0.03 lbs, 0.03 lbs, and 0.2 lbs, respectively) are projected to increase compared to pre-development conditions (0 lbs,
0.005 lbs, and 0.05 lbs, respectively) due to the increase in runoff volume and the higher metal concentrations associated with runoff from roadways. Post-development dissolved copper and lead concentrations (5 mg/L each) are predicted to increase compared to pre-development conditions (2 mg/L and 3 mg/L, respectively), while total zinc concentrations are not expected to significantly change (33 mg/L in the post-development condition versus 32 mg/L in the predevelopment condition).
The proposed interchange area incorporates less than one percent of the total area draining to Gypsum Canyon Creek. Although the concentrations of total lead and dissolved copper increase for development with PDFs, the impacts are not significant when considered in the context of the total drainage to Gypsum Canyon Creek. The project would incorporate PDFs including site design, source control and treatment control BMPs in compliance with the requirements of the MS4 Permit and the DAMP/LIP.
Predicted trace metals concentrations are within the range of observed values in Santa Ana River Reach 2 and meet Basin Plan site-specific objectives and CTR values. (Refer to Table 6-7 in the Water Quality Technical Report). Similarly to nutrients, increases in trace metal loadings are not of concern in the receiving water aside from their effect on in-stream concentration.
Trace metals are not expected to accumulate in the receiving waters due to the flushing effect of high flows in stream systems.
Based on the comprehensive site design, source control, and treatment strategy incorporated into the project as a whole and the comparison with the water quality benchmark values, the proposed interchange is not expected to have significant impacts resulting from trace metals.
Turbidity
In the post-development condition, placement of impervious surfaces would serve to stabilize soils and to reduce the amount of natural erosion that may occur from the project area during Mountain Park Specific Plan Amendment
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Pathogens
Since the proposed interchange is primarily roadway, sources such as septic systems and pet wastes are not expected to be a contributing factor. Development of the site into roadway could reduce natural sources of pathogens by eliminating some habitat, which attracts birds and terrestrial wildlife. Therefore, the proposed interchange is predicted to decrease pathogen levels primarily by reducing natural source through conversion of open space to roadway.
Based on these considerations, the impacts of the project on pathogens are not expected to significantly impact the receiving waters of the project.
Hydrocarbons
The proposed interchange is expected to increase the concentration of hydrocarbons in stormwater runoff. This predicted increase results from the increase in roadways and vehicle use in the project area. The PDFs are expected to prevent appreciable increases in hydrocarbon concentrations from occurring through removal of this pollutant. Source control PDFs that address petroleum hydrocarbons include BMP maintenance and educational materials on carpooling, public transportation alternatives to driving. Although vehicle emissions and leaks are the primary source of hydrocarbons in urban areas, it is anticipated that vehicles in the proposed development would in general be well maintained and newer models which would help to limit emissions and leaks. Lastly, the vegetation and soils within the treatment control PDFs, (such as biofilters), would adsorb the low levels of emulsified oils in stormwater runoff, preventing visible film in the discharge or the coating of objects in the receiving water.
On this basis, the effect of the proposed project on petroleum hydrocarbon levels in local water bodies is considered less than significant.
Pesticides
Source control measures such as common area landscape management and efficient irrigation are the most promising strategies for controlling the pesticides that would be used postdevelopment. In order to minimize the potential generation and transport of dissolved constituents, landscaped areas of the interchange would utilize drought tolerant vegetation that requires little watering and chemical application.
Structural controls are typically not as effective due to the persistent nature of many pesticides.
In addition, these compounds generally exhibit varied potential for biodegradation. However, most pesticides are relatively insoluble in water and therefore tend to adsorb to the surfaces of sediment, which would settle or be filtered in the biofiltration BMPs. Sedimentation and filtration therefore should achieve some removal of pesticides from stormwater in the PDFs. On this basis, the potential impacts associated with pesticides are not expected to significantly impact the receiving waters of the project.
Trash and Debris
The development of the proposed interchange could potentially increase the amount of litter being deposited on the roadway shoulders. However, the project PDFs, including treatment BMPs recommended by the DAMP, would minimize the adverse impacts of trash and debris.
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Dry Weather Impacts
In order to minimize the potential generation and transport of dissolved constituents, landscaped areas of the interchange would utilize drought tolerant vegetation that requires little watering and chemical application.
Filtration and sedimentation of particulates are the major removal mechanisms in the biofiltration BMPs. However the performance is enhanced as the biofiltration BMP allows the more mobile pollutants to come into contact with vegetation and soils containing bacteria that adsorb, metabolize and transform pollutants, especially oil and grease, nutrients and trace metals. The biofiltration vegetation would also take up nutrients in any low flows in their root system. Dry weather flows and small storm flows would infiltrate into the subsurface after receiving treatment in the biofiltration BMP. Furthermore, since the proposed interchange is primarily roadway, sources such as septic systems and pet wastes are not expected to be a contributing factor. On this basis, the impact of the project on dry weather water quality is considered less than significant.
Protection of Beneficial Uses
As discussed above, the proposed project would have a less than significant impact on water quality because of compliance with water quality standards and applicable permits and implementation plans. The project would not exceed water quality objectives established to protect beneficial uses; therefore, beneficial uses would be protected. This is because water quality objectives and compliance criteria are established for the purpose of protecting beneficial uses.
Threshold 2: Would the project otherwise substantially degrade water quality? On-Site Project Impacts
Construction Activities
The potential impacts of construction activities, construction materials, and non-stormwater runoff on water quality focus primarily on sediment (TSS and turbidity). Construction-related activities that are primarily responsible for sediment releases are related to exposing soils to potential mobilization by rainfall/runoff and wind. Such activities include removal of vegetation from the site, grading of the site, and trenching for infrastructure improvements. Environmental factors that affect erosion include topographic, soil, and rainfall characteristics. Non sedimentrelated pollutants that are also of concern during construction relate to construction materials and non-stormwater flows and include waste construction materials; chemicals, liquid products, and petroleum products used in building construction or the maintenance of heavy equipment; and concrete-related waste streams. These non-sediment related pollutants have the potential to be released during various construction-related activities, including material storage, vehicle or equipment fueling, vehicle or equipment maintenance (including washing), waste handling, hazardous materials handling or storage, delivery areas, loading docks or other outdoor work areas.
Construction impacts would be minimized through compliance with the General Construction Permit. This permit requires the development and implementation of a SWPPP, which must include erosion and sediment control BMPs that would meet or exceed measures required by Mountain Park Specific Plan Amendment
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BMPs to be included in this menu include, among others: slope stabilization using rock or vegetation, re-vegetation, hydro-seeding or using tackifiers on exposed areas, installation of energy dissipators, drop structures, catch basin inlet protection, construction materials management, and cover and containment of construction materials and wastes. This permit requires BMP selection, implementation, and maintenance during the construction phase of development.
The construction phase of the project would involve implementation of BMPs consistent with the technology-based standards of the Construction General Permit, and as required by Section 8 of the DAMP/LIP, and the general waste discharge requirements in the Dewatering General Permit. Erosion and sediment transport and transport of other potential pollutants from the project site during the construction phase would be reduced or prevented through implementation of the two General Permits and preparation of the SWPPP that include BMPs meeting the General Permit’s technology standards in order to prevent or minimize environmental impacts and to ensure that discharges during the construction phase of the project would not cause or contribute to any exceedance of water quality standards in the receiving waters.
Construction on the proposed project site may require dewatering. For example, dewatering may be needed if water has been standing on-site and needs to be removed for construction, vector control or other reasons. Further, dewatering may be necessary if groundwater is encountered during grading, or to allow discharges associated with testing of water lines, sprinkler systems and other facilities. Given the relatively shallow ground water conditions in some portions of the proposed development area, an evaluation of the relationship of proposed excavation activities to the ground water table was conducted. Ground water encounters and associated dewatering are expected during construction in three areas, one in Development Area 4 and two in Development Area 5.
In general, the General Construction Activity Permit issued by the State Water Resources Control Board authorizes construction dewatering activities and other construction related nonstorm water discharges as long as they: (a) comply with Section A.9 of the General Permit; (b) do not cause or contribute to violation of any water quality standards; (c) do not violate any other provisions of the General Permit; (d) do not require a non-storm water permit as issued by some RWQCBs; and (e) are not prohibited by a Basin Plan provision. In the areas where ground water dewatering is expected, ground water quality is not anticipated to be in violation of any water quality standards. Full compliance with applicable local, State, and Federal water quality standards by the applicant would assure that potential impacts from dewatering discharges would be fully mitigated.
For the Mountain Park development, an additional project design feature would be implemented to protect receiving waters from dewatering and construction related non-storm water discharges. Such discharges would be implemented in compliance with the Dewatering General Permit. This permit includes provisions requiring notification, testing and reporting of construction related non-storm water discharges associated with dewatering and other construction activities. Compliance with these WDRs constitutes a standard condition and requirement, further assuring that the impacts of these discharges would be fully mitigated.
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Ground water elevations would have no impact on the post-construction phase of the development. In all instances, the proposed grade elevations are greater than the existing ground water elevation, as discussed in the Runoff Management Plan prepared by Fuscoe Engineering (2005) and included in Appendix C.
The Maximum Contaminant Level (MCL) per California Title 22 regulations is a regulatory standard designed to minimize health risks from drinking water. Ground water in the Study Area is not currently used for drinking water or irrigation, and would not be used as a water supply for the proposed development. As previously discussed, recent ground water collected from Monitoring Well GB-8, were found to contain TCE at concentrations of 18 ppb (November 2003) and 19 ppb (December 2003). These concentrations are in excess of the 5 ppb MCL for this compound. However, construction activities in the vicinity of well GB-8 are not expected to encounter ground water. Therefore, existing ground water quality as described in Section 4.5.1 above, would not significantly impact the proposed development.
As the former McDonnell-Douglas site is no longer in operation, associated concentrations of TCE are expected to decrease gradually with time due to the natural decomposition of TCE and the natural diffusion of ground water within the aquifer. The proposed development would not have any significant impact on these processes, because the anticipated reduction in ground water recharge would occur entirely downgradient of the impacted area.
Chemical constituents associated with urban development that impact ground water quality are typically those compounds that leach through permeable portions of the development (i.e., lawns) as a result of natural recharge or irrigation return flow. The primary constituents of concern for ground water related to residential development are pesticides, herbicides and nitrate (via fertilizer) that are typically applied to maintain lawns and gardens.
The areas most vulnerable to potential pesticide/herbicide and nitrate impacts from development are near or within the alluvial drainage channels where soils typically consist of more permeable sediments (sand and gravel) and the depth to ground water is relatively shallow. In the proposed Mountain Park project, the only place that this condition occurs is at the north end of Gypsum Canyon.
Although fertilizers, pesticides, and herbicides could reach the shallow ground water beneath areas near or within the alluvial drainage channels, concentrations would not likely exceed Basin Plan objectives for nitrate or MCLs for pesticides and herbicides. Recent studies have shown that, while pesticides and herbicides are commonly detected in shallow ground water beneath urban areas throughout the United States, they are not typically detected at concentrations exceeding their MCLs. Therefore, it is anticipated that pesticide/herbicide impacts to ground water related to the proposed development would be less than significant.
Furthermore, pesticide, herbicide and nitrate impacts would be minimized through BMPs and PDFs that include:
x Encouraging landscape practices that minimize irrigation (i.e., use of drought tolerant and efficient irrigation);
x Implementation of best management practices for the storage and application of fertilizers and pesticides (according to manufacturer guidelines), particularly during construction and common areas; and
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R:\Projects\TIC\J020\Draft EIR\4.5 Water Quality-032305.DOC 4.5-44 Water Quality x Community education programs that emphasize the importance of appropriate irrigation techniques, proper application of pesticides, herbicides and fertilizers, and the benefits of appropriate landscaping practices.
Construction activities are expected to encounter groundwater in Development Areas 4 and 5.
Water quality in these areas is not expected to exceed regulatory requirements for NPDES General Construction Permit permitted discharge to surface water or storm drains and no impacts to groundwater quality are anticipated as long as all applicable permit requirements (as described under Threshold 3), including the General Dewatering Permit, are followed during dewatering.
Bioaccumulation
Certain pollutants have the potential to accumulate in water quality treatment basins, increasing the risk of exposure to wildlife and the food chain. Factors that would affect the extent of bioaccumulation, if any, would include:
x Design and maintenance considerations that would prevent the accumulation of pollutants,
x The type of pollutants and their potential for bioaccumulation, x The size and extent to which the wetlands/vegetation would be attractive to waterfowl, and other species,
x The efficiency by which pollutants in the soils enters the plant community, and the utilization of the plants as a food source by the waterfowl.
The potential for bioaccumulation impacts from the proposed water quality basins would be minimized through the design of the treatment facilities. Each water quality basin would contain an energy dissipation and sedimentation area designed to capture coarse solids and associated pollutants, and designed to facilitate routine removal of sediments. Such procedures would limit the accumulation of pollutants in the soils and the potential for those pollutants to enter the food chain. The extent of the wetland vegetation also would be limited to the low flow portion in the bottom of the water quality basins, and the design would not include open water areas.
Therefore, the wetland vegetation would not likely attract large numbers of waterfowl.
In the literature, the primary pollutants that are of concern with regard to bioaccumulation are mercury and selenium as opposed to copper, lead, and zinc. However, selenium is not of concern in this watershed because there are not high levels of selenium in the underlying soils.
Accordingly, bioaccumulation of selenium is not an issue. Similarly, mercury is not expected to be present in these watersheds, so bioaccumulation of mercury is also not an issue. On this basis, the potential for bioaccumulation and adverse effects on waterfowl and other species would be less than significant.
Operation/Maintenance
Operation and maintenance (O&M) activities are a critical component of ensuring that the water quality effectiveness of the treatment control PDFs would be sustainable in the long-term.
Therefore, O&M activities for the treatment control PDFs would include the following:
x Site Inspections
x Trash & Debris Removal
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x Minor Vegetation Removal/Thinning
x Snag Removal
x Integrated Pest/Plan Management
The treatment basins would periodically require major maintenance and possibly repairs to ensure that the PDFs operate at their maximum efficiency and treatment capacity. Major activities would include the following:
x Structural Modifications / Repairs
x Major Vegetation Removal & Planting
x Major Sediment Removal
O&M activities that could harm sensitive species or disturb avian species during nesting season would be avoided. No significant flooding/drying, sediment or vegetation removal, or major construction activities would be performed during the breeding and nesting season.
With the incorporation of the long-term O&M activities for the treatment control PDFs, potential water quality impacts would remain less than significant.
Off-site and Caltrans-related Project Feature Impacts
Construction impacts from off-site project features and project features within Caltrans right-ofway would be minimized through compliance with the General Construction Permit (see Section 7.6 of Appendix C, GeoSyntec’s Water Quality Technical Report for additional information) as well as the Caltrans construction permit and SWPPP requirements for any construction in the Caltrans right-of-way (refer to SC 5-2, SC 5-3, SC 5-4, and SC 5-5). These permits require the development and implementation of a SWPPP, which must include erosion and sediment control BMPs that would meet or exceed measures required by the General Construction Permit, as well as BMPs that control the other potential construction-related pollutants. A SWPPP would be developed as required by, and in compliance with, the General Construction Permit, Caltrans Construction Permit, and City of Anaheim Standard Conditions.
On this basis, the impact of construction-related runoff from off-site project features and project features within Caltrans right-of-way is considered less than significant.
Threshold 3: Would the project result in a potential for discharge of pollutants from areas of material storage, vehicle or equipment fueling, vehicle or equipment maintenance (including washing), waste handling, hazardous materials handling, or storage, delivery areas, loading docks or other outdoor work areas?
On-Site Project Impacts
The proposed project’s on-site land uses do not include activities that involve equipment fueling, outdoor hazardous materials handling or storage, or delivery areas/storage docks. As previously discussed, catch basin inserts with hydrocarbon absorption mats would be provided for the fire station and vehicle maintenance would be performed indoors and would therefore not enter into the storm drain system because all indoor drains would flow to the sanitary sewer system. Operational activities on the site would not include any industrial or heavy commercial uses that might provide opportunities for pollutant discharge from activities such as material storage, vehicle or equipment fueling, vehicle or equipment maintenance, waste handling, hazardous materials handling, or storage, delivery areas, loading docks or other outdoor work Mountain Park Specific Plan Amendment
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On-site material storage, vehicle or equipment fueling, vehicle or equipment maintenance (including washing), waste handling, and hazardous materials handling during construction activities would be required to comply with NPDES General Construction Permit and City of Anaheim Standard Conditions, including the completion of a SWPPP. Compliance with these regulations would ensure that potential on-site construction impacts from these activities would be less than significant.
Vehicle car washing activities may occur on the project site through individual residential activities. The City of Anaheim Municipal Code does not contain any requirements or restrictions on residential vehicle washing activities for projects such as Mountain Park. In fact, the City’s Municipal Code contains a general exemption for discharges of wash water from individual car washing at residences (such water is allowed to enter into the storm drain system). According to the Model WQMP prepared by the County and approved by the Cities, the WQMP prepared for attached residential projects (defined as providing ten or more residential units that share an interior/exterior wall such as apartments) must address the community car wash rack requirement. However, that provision is limited to complexes of 100 or more units, which are not included in the proposed project. Therefore, car wash racks and/or designated car wash areas are not required for the proposed project and potential impacts associated with vehicle washing activities would be less than significant.
Off-site Project Feature Impacts
The off-site project features would not involve industrial or commercial activities; therefore, offsite activities would not result in a potential for discharge of pollutants from areas of material storage, vehicle or equipment fueling, vehicle or equipment maintenance (including washing), waste handling, hazardous materials handling, or storage, delivery areas, loading docks or other outdoor work areas.
Off-site material storage, vehicle or equipment fueling, vehicle or equipment maintenance (including washing), waste handling, and hazardous materials handling during construction activities would be required to comply with NPDES General Construction Permit and City of Anaheim Standard Conditions, including the completion of a SWPPP. Compliance with these regulations would ensure that potential off-site construction impacts would be less than significant.
Caltrans-related Project Feature Impacts
Construction activities within Caltrans right-of-way would be required to comply with the Caltrans Construction Permit and Encroachment Permit requirements (refer to SC 5-4 and SC 5-5). Compliance with these permit requirements would ensure that potential material storage, vehicle or equipment fueling, vehicle or equipment maintenance (including washing), waste handling, and hazardous materials handling during construction impacts would be less than significant.
Threshold 5: Would the project conflict with any applicable plan, policy or regulation of an agency with jurisdiction over the project adopted for the purpose of avoiding or mitigating an environmental effect?
Table 4.5-22 addresses the consistency of the proposed project with the relevant goals and policies outlined in the City of Anaheim General Plan and SCAG RCPG. As identified in Table Mountain Park Specific Plan Amendment
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4.5-22, the proposed project is consistent with the relevant goals and policies related to water quality.
TABLE 4.5-22
CONSISTENCY OF THE PROPOSED PROJECT WITH WATER QUALITY
RELATED GOALS AND POLICIES
Goals and Policies Consistency Analysis
City of Anaheim General Plan
Green Element
GOAL 7.1: Reduce urban runoff from new and
existing development.
Policy 1: Ensure compliance with the Federal
Clean Water Act requirements for National
Pollutant Discharge Elimination System
(NPDES) permits, including developing and
requiring the development of Water Quality
Management Plans for all new development and
significant redevelopment in the City.
Policy 2: Continue to implement an urban runoff
reduction program consistent with regional and
federal requirements, which includes requiring
and encouraging the following:
x Increase permeable areas and install
filtration controls (including grass-lined
swales and gravel beds) and divert flow to
these permeable areas to allow more
percolation of runoff into the ground;
x Use natural drainage, detention ponds or
infiltration pits to collect runoff; and,
x Prevent rain fall from entering material and
waste storage areas and pollution-laden
surfaces.
Policy 4: Require new development and
significant redevelopment to utilize site
preparation, grading, and best management
practices that provide erosion and sediment
control to prevent construction-related
contaminants from leaving the site and polluting
waterways.
The proposed project includes project design features
which incorporate site design, source control and
treatment control BMPs in compliance with the
requirements of the Orange County NPDES Permit
(Order No. R8-2002-0010) and the DAMP/LIP.
Treatment control PDFs include nine water quality
basins and biofiltration areas that would treat runoff
from all urban areas of the project.
The proposed project would be in compliance with the
General Construction Activity Permit and Caltrans
construction requirements (as appropriate) which
require the development and implementation of a
SWPPP. The SWPPP must include erosion and
sediment control BMPs that would meet or exceed
measures required by the General Construction Permit,
as well as BMPs that control the other potential
construction-related pollutants. Implementation of the
SWPPP would reduce and/or eliminate constructionrelated contaminants from leaving the site consistent with the permit’s technology-based standards.
Additionally, any construction dewatering activities
would be conducted in compliance with the General
Dewatering Permit and the effluent limitations and other requirements contained therein.
SCAG Regional Comprehensive Plan and Guide
11.07 Encourage water reclamation throughout
the region where it is cost-effective, feasible, and
appropriate to reduce reliance on imported water
and wastewater discharges. Current administrative
impediments to increased use of wastewater should
be addressed.
There are currently no water reclamation facilities in the vicinity of the project site. A Water Quality Management Plan would be prepared for the proposed project which
requires compliance with Orange County water
conservation requirements. Additionally, the project
includes implementation of water quality basins that
would act as a source of reclamation for the
groundwater table.
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4.5.3 MITIGATION PROGRAM
Project Design Features
PDF 5-1 In furtherance of the Orange County Drainage Area Management Plan/City of Anaheim Local Implementation Plan (DAMP/LIP) requirements, the Mountain Park Specific Plan includes the following project design features that shall be incorporated into the final project Water Quality Management Plan (WQMP).
These design features meet or exceed the requirements of the DAMP/LIP. Prior to approval of each mass or rough grading plan, the property owner/developer shall submit the Final WQMP to the Department of Public Works incorporating the following measures:
a. Site Design BMPs: The following site design BMPs are practices designed to minimize runoff and the introduction of pollutants in storm water runoff.
Minimize Impervious Area and Impervious Areas Directly Connected to Storm Drains
x Minimize impervious areas by incorporating landscaped areas over substantial portions of the project area consistent with the Development Plan and Concept Landscape Plans. Single family residential landscape areas shall be determined by zoning development standards, including setbacks, lot coverage, street parkway standards, and design objectives; x Minimize directly connected impervious area by draining parking lots to landscaped areas or bioretention facilities to promote filtration and infiltration of storm water, if landscaping slopes are less than 2 percent and the project is not adjacent to steep slopes;
x Utilize vegetated areas, e.g., setbacks, swales, end islands, and median strips, for biofiltration and bioretention of nuisance and storm runoff flows from parking lots and other impervious areas;
x Design sidewalks to drain into landscaping and swales prior to discharging to the storm water conveyance system;
Selection of Construction Materials and Design Practices x Select building material for roof gutters and downspouts that do not include copper or zinc;
x Construct streets, sidewalks, and parking lot aisles to the minimum widths specified in the Anaheim Municipal Code or adopted Specific Plan and in compliance with the Development Plan and regulations for the Americans with Disabilities Act and safety requirements for fire and emergency vehicle access. Incorporate landscaped buffer areas between sidewalks and streets in compliance with the Development Plan and Anaheim Municipal Code;
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x Preserve existing riparian areas along Gypsum Canyon Creek and protect with buffer zones per the Development Plan;
x Preserve 2,163 acres of open space within the project boundary outside of the development area, including NCCP open space areas, open space devoted to conservation easements, and other open space; x Concentrate or cluster development on the least environmentally sensitive portions of the project site (e.g., the quarry site) while leaving the remaining land in a natural, undisturbed condition;
x Use natural drainage systems to the maximum extent practicable or create drainages (e.g., vegetated swales) that mimic natural conveyances and allow for storm water infiltration as well as pollutant removal; x Maximize canopy interception and water conservation by preserving existing native trees and shrubs in natural open space areas outside of the development area, incorporating new trees into project design pursuant to landscape and reforestation plan, and including native or drought resistant plants in development plant palettes;
Protect Slopes and Channels
x Protect slopes: minimize erosion potential with vegetative cover, route flows safely away from steep and/or sensitive slopes, stabilize disturbed slopes; and
x Protect channels: control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems, stabilize channel crossings, ensure that increases in runoff velocity and frequency caused by the project do not erode the channel, install energy dissipaters, such as riprap, at the outlets of storm drains or conveyances. b. Source Control BMPs: The following source control BMPs shall be implemented in order to minimize the amount of pollutants in dry weather (nuisance) flows and in storm water runoff from the project.
Non-Structural Source Control BMPs
N1 Education for property owners, tenants and occupants – practical information materials shall be provided to the first residents/occupants/ tenants on general housekeeping practices that contribute to the protection of storm water quality. The Homeowner’s Association (HOA) shall have an ongoing educational material distribution program. At a minimum, these materials shall cover the following topics:
1. The use of chemicals (including household type) that should be limited to the property, and avoidance of discharge of specified wastes via hosing or other means to gutters, catch basins, and storm drains.
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2. The proper importance of appropriate irrigation techniques and proper handling/application of material such as fertilizers, herbicides, pesticides, cleaning solutions, paint products, automotive products, and swimming pool chemicals, and swimming pool drainage.
3. The environmental and legal impacts of illegal dumping of harmful substances into storm drains and sewers.
4. Alternative household products that are safer to the environment.
5. Household hazardous waste collection programs.
6. Used oil-recycling programs.
7. Proper procedures for spill prevention and clean up.
8. Proper storage of materials that pose pollution risks to local waters.
9. Carpooling programs and public transportation alternatives to driving.
N2 Activity restrictions (Conditions, Covenants, and Restrictions) – Conditions, Covenants, and Restrictions (CC&Rs) shall be prepared as necessary and shall address surface water quality protection, or, alternatively, use restrictions shall be developed through lease terms.
N3 Common area landscape management – ongoing maintenance shall be consistent with City of Anaheim Landscape Water Efficiency (Chapter 10.19 of the Anaheim Municipal Code), plus fertilizer and/or pesticide usage shall be consistent with County Management Guidelines for Use of Fertilizers (DAMP Section 5.5). See also, efficient irrigation systems under structural controls.
N4 BMP maintenance – Homeowners Associations (HOAs) shall be responsible for the inspection and maintenance of structural BMPs (including treatment controls) located within the HOA boundaries. These BMPs are outlined below.
N11 Common area litter control – HOA shall conduct litter patrol; provide for covered trash receptacles, trashcans with lids, and emptying of trash receptacles in common areas; note trash disposal violations by tenants/homeowners or businesses and report the violations to the owner/HOA for investigation shall be conducted.
N14 Common area drainage facility inspection – Privately-owned drainage facilities shall be inspected each year and, if necessary, cleaned and maintained prior to the storm season, no later than October 1st each year.
Drainage facilities include catch basins and inlets, catch basin inserts, water quality basins, detention basins, other treatment facilities, and open drainage channels.
N15 Street sweeping private streets and parking lots – Streets shall be swept prior to the storm season in late summer/early fall, no later than October 1st of each year. Parking lots at the private community center shall be swept weekly at a minimum, weather permitting.
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x Provide Storm Drain Stenciling and Signage all storm drain inlets and catch basins, constructed or modified, within the project area shall be stenciled or labeled. Signs, which prohibit illegal dumping, shall be posted at public access points along channels and creeks within the project area.
Legibility of stencils and signs shall be maintained.
x Trash Area Design – trash areas shall be paved, designed not to allow runon, screened or walled to prevent off-site transport of trash; and covered to minimize direct precipitation. Common area litter control shall include a litter patrol, covered trash receptacles, emptying of trash receptacles in a timely fashion, and noting trash violations by tenants/homeowners and reporting the violations to the owner/HOA for investigation. Connection of trash area drains to the municipal storm drain system shall be prohibited. x Efficient Irrigation the timing and application methods of irrigation water in common areas shall minimize the runoff of excess irrigation water into the storm water conveyance system.
x Protect Slopes and Channels storm water BMPs shall be included to decrease the potential for erosion of slopes and/or channels, and may include appropriate conveyance structures, landscaping, etc. x Hillside Landscaping Hillside areas that are disturbed by project development shall be landscaped with deep-rooted, drought tolerant plant species selected for erosion control.
x Fire Station Catch basin inserts with hydrocarbon absorption mats shall be provided for the fire station and vehicle maintenance shall be performed indoors and shall therefore not enter into the storm drain system because indoor drains flow to the sanitary sewer system.
c. Treatment Control BMPs: The following treatment control BMPs are a part of the conceptual water quality treatment program included in the Mountain Park Specific Plan (refer to Exhibit 3-10). Prior to the issuance of grading permits, the property owner/developer shall include the following features in the final WQMP submitted to the Department of Public Works for review and approval. x Storm water runoff from the disturbance area shall be routed to nine water quality basins. Collectively, the water quality basins shall treat runoff from approximately 488 acres within the disturbance area. The water quality basins shall incorporate dry extended detention to provide water quality treatment for storm flows. Dry extended detention basins are designed with outlets that detain the runoff volume from the water quality design storm (e.g., the 85th percentile 24-hour event) for some minimum time (36 hours) to allow particles and associated pollutants to settle out. x The water quality basins shall incorporate wetland vegetation along the low flow channel in the bottom of the basin for the treatment of dry weather flows and small storm events. These basins shall not contain ponded or standing water for periods in excess of 48 hours.
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x Per the MS4 permit, the water quality basins within the proposed project shall be designed to contain a “water quality pool” sized to meet the maximized storm water capture volume for the area, from the formula recommended in Urban Runoff Quality Management, WEF Manual of Practice No. 23/ASCE Manual of Practice No. 87 (1998). The water quality pool is designed to drain in 36 hours.
x Approximately 4.1 acres of roadway that does not drain to the basins shall be treated with filter strips (a type of biofilter) designed per the MS4 permit and DAMP/LIP requirements treating a flow rate two times the 85th percentile hourly rainfall as determined by historical rainfall. The water tank located in Development Area 7 shall also be treated using a filter strip or a bioswale, designed per DAMP/LIP requirements.
x Offsite roadway improvements shall be treated by BMPs providing treatment equivalent to that provided by biofiltration (bioswales or filter strips) sized pursuant to the criteria in the MS4 permit.
Existing Regulations and Standard Conditions
SC 5-1 Prior to approval of each mass or rough grading plan, the property owner/developer shall submit a project water quality management plan (WQMP) to the Department of Public Works for review and approval. The WQMP shall demonstrate compliance with the implementation plans under the MS4 Permit, namely the Drainage Area Management Plan/Local Implementation Plan (DAMP/LIP).
SC 5-2 Prior to the approval of grading plans, the property owner/developer shall provide written evidence to the Department of Public Works that it has filed a Notice of Intent with the Regional Water Quality Control Board in order to obtain coverage under the Construction General Permit (CGP) (NPDES No. CAS000002, Resolution No. 2001-046, or the latest approved CGP). Pursuant to the permit requirements, the property owner/developer shall develop a Stormwater Pollution Prevention Plan (SWPPP) that incorporates Best Management Practices for reducing or eliminating construction related pollutants in the site runoff.
SC 5-3 Prior to approval of a grading plan, the Department of Public Works shall verify that the General Waste Discharge Requirements issued by the Santa Ana Regional Water Quality Control Board (RWQCB) Order No. R8-2003-0061, and NPDES No.
CAG998001 (or latest approved equivalent) are in effect and shall govern discharges from construction dewatering and water line/sprinkler line testing should they occur during construction. The property owner/developer shall comply with these regulations including provisions requiring notification, testing and reporting of dewatering and testing-related discharges, which shall mitigate any impacts of such discharges.
SC 5-4 Prior to issuance of an Encroachment Permit by Caltrans for construction within Caltrans right-of-way, the property owner/developer shall prepare a Water Pollution Control Program (WPCP) or Storm Water Pollution Prevention Plan (SWPPP), as Mountain Park Specific Plan Amendment
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SC 5-5 Prior to issuance of an Encroachment Permit by Caltrans for construction within Caltrans right-of-way, a note shall be added to the grading plan requiring that any construction activities within Caltrans right-of-way shall be in compliance with the requirements of the Caltrans Statewide NPDES Storm Water Permit, Order No. 99- 06-DWQ, NPDES No. CAS000003, in addition to the BMPs specified in the Caltrans Storm Water Management Plan. When applicable, the property owner/developer shall also conform to the requirements of the General NPDES Permit for Construction Activities, Order N. 99-08-DWQ, NPDES No. CAS 000002, and any subsequent General Permit in effect at the time of issuance of an Encroachment Permit
4.5.4 CUMULATIVE IMPACTS
The qualitative and quantitative impact assessments for the project discussed above demonstrate that there would be no significant adverse water quality impacts associated with the project (inclusive of both surface water and groundwater issues). The project would not contribute considerably to impacts with the Gypsum Canyon or West watershed areas because 1) all impacts would be less than significant with incorporation of project design features, and 2) the project represents substantial buildout of the Gypsum Canyon watershed and complete buildout of the West watershed. Past projects were therefore considered in the existing condition, and there would be no substantial future development in the area that would add to the less than significant impacts associated with the proposed project.
Furthermore, the post-project condition as analyzed would comply with all requirements of the General Construction Permit, the MS4 Permit, and its implementation plans, the DAMP and LIP.
The DAMP/LIP constitute a watershed-wide program to address cumulative impacts of development in the watershed. Stormwater discharges would not increase any pollutants in excess of receiving water quality standards. In addition, all new developments within the Santa Ana River watershed and communities surrounding the project site would be required to implement BMPs in order to satisfy these same regulatory requirements. These regulatory requirements are designed to address cumulative water quality impacts within the overall watershed, and project stormwater discharge compliance with these receiving water standards further assures no significant cumulative impact. Since the proposed project would not adversely impact water quality and other projects would also need to comply with all requirements of the General Construction General Permit and the MS4 Permit and its implementing programs, no cumulative impacts are anticipated.
4.5.5 LEVEL OF SIGNIFICANCE AFTER MITIGATION
With the incorporation of the project PDFs and standard conditions identified above, potential impacts to water quality would be less than significant.
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4.6 BIOLOGICAL RESOURCES
This section summarizes the Biological Resources Assessment prepared by PCR Services Corporation (February 2005) (included in Appendix E to this EIR), provides a discussion of the existing biological resources on the project site, and discusses the potential direct and indirect impacts to these resources resulting from implementation of the project. Analysis of impacts resulting from the SR-241/Weir Canyon Road interchange and Mountain Park Drive bridge overcrossing was also conducted by PCR Services Corporation and is included in Appendix Q.
In summary, the vegetation on-site is predominantly composed of a wide variety of scrub and chaparral communities. In addition several grassland, woodland, and riparian habitats exist within Gypsum Canyon Wash and the many tributaries that drain into it. The project site supports several sensitive plant communities: coastal sage scrub; riparian scrub; woodland; Tecate cypress forest; nolina chaparral; and needlegrass grassland. The coastal California gnatcatcher (Polioptila californica californica) and Braunton’s milk-vetch (Astragalus brauntonii) are the only federally- or state-listed species known to exist on site. No impacts will occur to the Braunton’s milk-vetch population on-site. Impacts to the coastal California gnatcatcher are fully mitigated by compliance with the County of Orange Central and Coastal Subregion NCCP/HCP (NCCP/HCP). The NCCP/HCP is further discussed in Section 3, Project Description, and below in Section 4.6.1. The southwestern willow flycatcher (Empidonax traillii extimus) was observed as a migrant during the breeding season. A variety of unlisted sensitive plant and wildlife species also exist on-site. Several blue line streams occur on-site and are tributaries to Gypsum Canyon Creek which bisects the site.
Review of impacts to species and habitats covered by the NCCP/HCP is governed by Sections
8.1(b) and 8.7(b) of the NCCP/HCP Implementation Agreement. Due to the role the NCCP/HCP program plays in the evaluation of impacts to biological resources from the proposed project, this section begins with a discussion of the provisions of the NCCP/HCP program. This is followed by a discussion of the methodology used to identify existing biological resources on-site, and a discussion of existing conditions. The discussion of existing conditions includes the following subsections:
x Vegetation
x Wildlife
x Sensitive Biological Resources
x Jurisdictional Delineation and Riparian Habitat Condition Assessment x Regional Connectivity/Wildlife Movement
x Fire Assessment
x Related Planning Programs
4.6.1 RELATIONSHIP TO THE ORANGE COUNTY NCCP/HCP
The Natural Community Conservation Act (the Act), codified at Fish and Game Code Sections 2800-2840, authorizes the preparation of Natural Community Conservation Plans (NCCPs) to protect natural communities and species while allowing a reasonable amount of economic development. The Mountain Park project site is within the Natural Communities Conservation Plan and Habitat Conservation Plan (NCCP/HCP) – County of Orange Central & Coastal Subregion (Exhibit 4.6-1, Relationship to the Orange County NCCP/HCP). The NCCP/HCP was reviewed and approved by the California Department of Fish and Game (CDFG) and U.S.
Fish and Wildlife Service (USFWS) in 1996, five years after certification of the Mountain Park Specific Plan (FEIR No. 302, SP 90-4), to address protection and management of coastal sage scrub (CSS) habitat and CSS-obligate species, and other covered habitats and species, and Mountain Park Specific Plan Amendment
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The NCCP/HCP identified development areas where impacts to species and habitats receiving regulatory coverage under the NCCP/HCP would be authorized. The proposed Development Areas analyzed in this document are within the development area identified in the NCCP/HCP.
In addition, a habitat Reserve in excess of 37,000 acres was established for the protection of CSS, other upland habitats, the coastal California gnatcatcher, and other primarily CSSdependent species identified in the NCCP/HCP. Specifically, the NCCP/HCP, the USFWS, and CDFG authorized “take” of 39 “Identified Species” of plants and animals (including “covered” and “conditionally covered” species). Further, the NCCP/HCP contains requirements for adaptive management, interim management, and funding management for the Reserve, as well as procedures and minimization measures related to the “take” of “Identified Species” and habitat. Thus, the NCCP/HCP provides for the protection and management of a broad range of plant and animal populations, while providing certainty to the public and affected landowners with respect to the location of future development and open space in the subregion.
Disturbance of the CSS, oak woodlands, Tecate cypress forest, and cliff and rock habitats, which are designated as “covered habitats” is fully mitigated by compliance with the NCCP/HCP; therefore, no further mitigation for potential impacts would be required. Substantial wetland/riparian habitats and grasslands were included within the approved habitat Reserve system, but wetland/riparian and grassland habitats were not a specific focus of habitat conservation planning and impacts to these habitats are not covered by the NCCP/HCP.
Accordingly, impacts of development within designated development areas (such as the project Development Areas) outside the NCCP/HCP Reserve to “Identified Species” and “covered habitats” do not require further mitigation above the mitigation provided for by the NCCP/HCP.
The NCCP Reserve System adaptive management program and other measures of the NCCP/HCP were determined by the EIR/EIS to fully mitigate “take” of these species and habitats resulting from development projects in compliance with the Implementation Agreement (IA). For “conditionally covered” species present on a particular project site, the measures of the NCCP/HCP were determined to fully mitigate take of these species so long as the additional mitigation measures specified in the IA (conditions) have been satisfied. In certain circumstances, consultation with the USFWS and CDFG is mandated and, at a minimum, a project-specific mitigation plan must be developed meeting the requirements of the NCCP/HCP.
Thus when the conditions of the NCCP/HCP and IA are complied with, all direct, indirect, and cumulative impacts under CEQA and National Environmental Policy Act (NEPA) to the covered habitats and identified species resulting from development within designated development areas owned by NCCP/HCP participating landowners are fully mitigated.
Under the NCCP/HCP IA, it was determined that the Reserve design incorporated sufficient connectivity for purposes of wildlife movement. The NCCP Reserve design process focused on habitat contiguity, connectivity, and the maintenance of wildlife dispersal and genetic flow for target species and other species integral to ecosystem diversity. Specific goals for the Central Subarea were to: (1) provide linkages between the core habitat areas and the concentration areas; (2) provide linkages through the East Orange area to connect habitats both north and south of Santiago Creek and provide similar linkages between upper Weir Canyon and Coal Canyon; and (3) provide a link to other subareas/subregions, particularly the South NCCP Subregion. Coal Canyon, a documented wildlife corridor to the east of Mountain Park, has been preserved within Chino Hills State Park. The study documenting Coal Canyon as one of the most important biological corridors linking the Santa Ana Mountains and the Chino Hills was an important factor in the Reserve design related to connectivity and wildlife movement. In accordance with the NCCP/HCP, impacts to regional movement are covered within approved Source:
PCR Services Corporation, 2005
Mountain Park Specific Plan Amendment EIR No. 331
Relationship to NCCP/HCP Exhibit 4.6-1
March 11, 2005
R:\Projects\TIC\J020\fuscoe\ex4.6-1_020305.pdf
SR-
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-3 Biological Resources development areas (the Mountain Park project site is within an approved development area) designated by the NCCP/HCP, and therefore do not require further mitigation.
4.6.2 METHODOLOGY
An extensive literature review initiated the study. The results of the literature review provided information on species and habitat occurrences within the vicinity, laws and regulations pertaining to these resources, and additional background information. The California Natural Diversity Database (CNDDB) was reviewed. Additional sources include environmental documents pertaining to the Mountain Park Specific Plan and the Orange County Central/ Coastal NCCP Subregion.
A series of reconnaissance surveys were conducted to assess the potential for the study area to host species that are conditionally covered under the NCCP/HCP. Reconnaissance surveys also addressed the potential for the study area to support sensitive species not covered under the NCCP/HCP. Sensitive species include listed species, candidates for listing, or species of special concern by the USFWS, CDFG, and/or California Native Plant Society (CNPS). USFWS personnel were consulted to confirm that the list of sensitive species addressed was adequate for this study.
As a result of reconnaissance surveys, focused surveys were conducted for several sensitive plants, the western spadefoot (Spea hammondii), golden eagle (Aquila chrysaetos), prairie falcon (Falco mexicanus), southwestern willow flycatcher (Empidonax traillii extimus), and least Bell’s vireo (Vireo bellii pusillus). Although the coastal California gnatcatcher (Polioptila californica californica) is a covered species under the NCCP/HCP, and would not require surveys, surveys were conducted to provide current population estimates within the proposed development area.
A detailed map of the vegetation communities, a wildlife movement corridor assessment, and fire assessment (i.e., to assess the impact of the “Green Fire” in February 2002) completed PCR’s field studies. A bat study was conducted by Dr. Michael O’Farrell. Dr. Camm Swift conducted an assessment of the Santa Ana sucker within the Santa Ana River downstream of the project. A delineation of ACOE and CDFG jurisdictional areas and evaluation of the ecological condition of the riparian habitats of the Gypsum Canyon watershed within the Mountain Park project site were conducted by Jones & Stokes Associates (JSA). These reports are provided in Appendix F to this EIR.
Details on all aspects of the methodology are included in the Biological Resources Assessment in Appendix E.
4.6.3 EXISTING CONDITIONS
4.6.3.1 Vegetation
General descriptions of each of the plant communities found within the study area are given below and are based on the Orange County Habitat Classification System (OCHCS) and PCR findings. A detailed description of each of these plant communities is included in the Biological Resources Assessment included in Appendix E. A discussion of sensitive plant communities is provided in Section 4.6.3.3, Sensitive Biological Resources.
The descriptions of plant communities have been grouped by their covered status under the NCCP/HCP and by physiognomic types (i.e., scrub, chaparral, woodland). If a community did not conform to any of the communities in the OCHCS, it was named after the dominant species Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-4 Biological Resources found within it (e.g., yerba santa scrub, sagebrush-buckwheat grassland, and mixed riparian).
Table 4.6-1, Mountain Park Plant Communities, lists the acreage of each of the plant communities found and the OCHCS classification number. Exhibit 4.6-2, Plant Communities, depicts the location of the general plant communities identifying those communities covered and not covered by the NCCP/HCP. A detailed exhibit with individual plant communities is provided in Appendix E.
TABLE 4.6-1
MOUNTAIN PARK PLANT COMMUNITIES
Community Name
OCHCS a
Code
Project Site b
(acres)
Off-site Area
(acres)
Scrub Communitiesd
Sagebrush-Buckwheat Scrub 2.3.1 8.3 0.6
Black Sage Scrub 2.3.4 133.8e 0.0
White Sage Scrub 2.3.5 76.1 0.0
Sagebrush Scrub 2.3.6 72.7 0.0
Buckwheat Scrub 2.3.7 3.1 0.0
Mixed Sage Scrub 2.3.10 80.1 0.0
Sagebrush-Coyote Brush Scrub 2.3.12 2.3 0.0
Southern Cactus Scrub 2.4 146.4 0.1
Yerba Santa Scrub n/a 5.5 0.0
Sagebrush Grassland 2.8.1 15.7 0.0
Buckwheat Grassland 2.8.2 1.3 0.0
Sagebrush-Buckwheat Grassland n/a 20.4 0.5
Coastal Goldenbush Grassland 2.8.3 4.5 0.0
Mixed Sage Scrub Grassland 2.8.5 43.0 0.0
Subtotal – Scrub Communities 471.1 1.2
Chaparral Communities
Scrub-Chaparral Ecotone/Sere 3.1 123.0 0.7
Chamise-Sagebrush 3.1.1 16.4 0.0
Chamise-Sage Scrub 3.1.2 40.5 0.0
Mixed Chaparral 3.2 176.9 0.0
Chamise Chaparral 3.3 175.3 0.0
Bigpod Chaparral 3.5 938.0 f 0.0
Scrub Oak Chaparral 3.7 4.6 0.0
Nolina Chaparral 3.11 17.8 0.0
Toyon-Sumac Chaparral 3.12 202.6 g 0.6
Subtotal – Chaparral Communities 1,695.1 1.3
Grassland Communities
Annual Grassland 4.1 88.4 0.2
Needlegrass Grassland 4.3 11.7 0.0
Oak Savannah 4.5 43.4 0.0
Sumac Savannah 4.8 18.0 0.0
Subtotal – Grassland Communities 161.5 0.2
Riparian Communities
Willow Scrub 7.2 1.6 0.0
Mule Fat Scrub 7.3 20.8 0.3
Mule Fat Scrub/Coast Live Oak Woodland 7.3/8.1 6.4 0.0
Source:
PCR Services Corporation, 2005
Mountain Park Specific Plan Amendment EIR No. 331
Plant Communities Exhibit 4.6-2
March 11, 2005
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Mountain Park Specific Plan Amendment
Draft EIR No. 331
TABLE 4.6-1 (Continued)
MOUNTAIN PARK PLANT COMMUNITIES
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-5 Biological Resources Community Name
OCHCS a
Code
Project Site b
(acres)
Off-site Area
(acres)
Sycamore Riparian 7.4 7.3 0.2
Cottonwood-Willow Riparian 7.8 2.3 0.0
Mixed Riparian n/a 20.7 0.0
Subtotal – Riparian Communities 59.1h 0.5
Woodland Communities
Coast Live Oak Woodland d 8.1 52.1 0.0
Mexican Elderberry Woodland 8.4 1.7 0.0
Subtotal – Woodland Communities 53.8 0.0
Forest Communities
Tecate Cypress Forest d 9.5 43.0 0.0
Subtotal – Forest Communities 43.0 0.0
Cliff and Rock Communities d
Xeric Cliff (Erosional Features) 10.1 7.2 0.0
Vascular Plant Xeric Cliff 10.1.1 4.3 0.0
Rock Outcrops 10.3 0.8 0.0
Subtotal – Cliff and Rock Communities 12.3 0.0
Developed
Transportation c 15.4 83.1 12.6
Ornamental 15.5 0.5 0.0
Subtotal – Developed Communities 83.6 12.6
Disturbed
Disturbed or Barren 16.1 43.4 4.3
Mined Areas 16.4 236.0 2.7
Subtotal – Disturbed Communities 279.4 7.0
TOTALS 3,001.0 22.8 a
Orange County Habitat Classification System.
b
The acreage reported is based on the existing conditions of the property prior to the Green Fire which burned a portion of the property in February 2002. c Refers to all paved urban roads and cut/fill slopes associated with SR-241. d Covered habitats under the NCCP. e Acreage includes 2.8 acres mapped as Black sage scrub/Tecate cypress. f
Acreage includes 136.0 acres mapped as Bigpod chaparral/Tecate cypress. g Acreage includes 11.0 acres mapped as Toyon-sumac chaparral/Tecate cypress. h It should be noted that the wetland and riparian habitat acreages in this EIR are different than those shown in the ACOE and CDFG wetland delineation report and the Conceptual Wetland and Riparian Habitat Mitigation Plan included in Appendix F.
The apparent discrepancies are the result of differences in the habitat communities used in conducting the mapping and in the definition of those communities.
Source: PCR Services Corporation, 2005
Vegetation types were also classified according to their coverage status within the NCCP.
NCCP covered habitats include CSS, oak woodlands, Tecate cypress forest, and cliff and rock (refer to Table 4.6-2, Mountain Park Plant Communities Covered Under the NCCP/HCP Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-6 Biological Resources TABLE 4.6-2
MOUNTAIN PARK PLANT COMMUNITIES COVERED UNDER THE
NCCP/HCP
Project Site
(acres)
Off-site Areas
(acres)
Plant Communities “Covered” by the Central/Coastal Subregion NCCP Coastal Sage Scrub 613.2 1.2
Oak Woodlands 52.1 0.0
Tecate Cypress Forest 43.0a 0.0
Cliff and Rock 12.3 0.0
Subtotal Covered 720.6 1.2
Plant Communities “Not Covered” by the Central/Coastal Subregion NCCP Chaparral 1,695.1 1.3
Disturbed and Developed 363.0 19.6
Grasslands 161.5b 0.2
Riparian and Woodland 60.8c 0.5
Subtotal Not Covered 2280.4 21.6
Grand Total: 3,001.0 22.8 a An additional 149.7 acres of plant communities contain tecate cypress as a component species and have been mapped as black sage scrub/tecate cypress (2.8 acres), bigpod chaparral/tecate cypress (136.0 acres), and toyon-sumac chaparral/tecate cypress (11.0 acres). b Includes 88.4 acres of annual grassland, 11.7 acres of needlegrass grassland, and 18.0 acres of sumac savannah. c Includes 1.6 acres of willow scrub, 20.8 acres of mule fat scrub, 6.4 acres of mule fat scrub/coast live oak woodland, 7.3 acres of sycamore riparian, 2.3 acres of cottonwood-willow riparian, 20.7 acres of mixed riparian, and 1.7 acres of Mexican elderberry woodland.
Source: PCR Services Corporation, 2005.
The plant communities discussed below are composed of numerous plant species.
Observations regarding the plant species present were made during all field visits to the project site. All plant species observed during surveys are identified in the Floral and Faunal Compendium included in Appendix E. Sensitive plant species occurring or potentially occurring within the project site are discussed in Section 4.6.3.3, Sensitive Biological Resources.
The biological resources study area for the SR-241/Weir Canyon Road interchange is 3.9 acres (does not include interchange grading areas within the project site boundary east and west of SR-241). The study area for the Mountain Park Drive overcrossing is 0.4 acre (not including acres within the project site). Vegetation communities within the study areas for the interchange and bridge overcrossing include toyon-sumac chaparral (0.6 acre). The remainder of the study area for these facilities was previously disturbed during construction of SR-241.
Plant Communities Covered Under the NCCP/HCP
Coastal Sage Scrub
Scrub communities consist of drought-deciduous, low, soft-leaved shrubs and herbs on gentle to steep slopes below 3,000 feet in elevation. Several dominant species occur within scrub communities and some areas may be overwhelmingly dominated by one or two species.
Several areas within the project site exhibit this dominance. In addition, several scrub Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-7 Biological Resources communities support representative dominant species of two separate scrub communities and are designated as such.
The following CSS community subassociations are considered CSS under the NCCP/HCP and are Covered under the NCCP/HCP: sagebrush-buckwheat scrub, black sage scrub, white sage scrub, sagebrush scrub, buckwheat scrub, mixed sage scrub, sagebrush-coyote brush scrub, southern cactus scrub, yerba santa scrub, sagebrush grassland, buckwheat grassland, sagebrush-buckwheat grassland, coastal goldenbush grassland, and mixed sage scrub grassland. A detailed description of each of these plant communities is included in the Biological Resources Assessment included in Appendix E.
Oak Woodlands
The oak woodlands plant community is Covered under the NCCP/HCP. Coast live oak woodland occurs throughout the project site within tributaries to Gypsum Canyon Wash. This community is dominated by coast live oak. Associated tree species include western sycamore.
Tecate Cypress Forest
Tecate cypress forest is a Covered habitat under the NCCP/HCP and occurs as dense stands of Tecate cypress (Cupressus forbesii) in the upper elevations of the eastern portion of the project site. Forest communities typically consist of multi-layered vegetation that forms a dense canopy cover that is almost completely closed.
Cliff and Rock
Cliff and rock communities are Covered habitats under the NCCP/HCP and are characterized by an assortment of vascular plants and lichens scattered on steep cliffs and rock outcrops.
Xeric cliffs typically form on south or southwest-facing slopes and support widely scattered species that occur within the habitat surrounding the cliff. These cliffs consist of very loose, unstable sandstones. Areas mapped as xeric cliffs within the project site supported little to no vegetation. Vascular plant xeric cliffs consist of xeric cliffs that support a variety of plant species. Rock outcrops occur throughout the project site and are composed of exposed, granitic bedrock. Opportunistic plant species may occupy cracks and crevices but otherwise plant species are lacking.
Plant Communities Not Covered Under the NCCP/HCP
Chaparral Communities
Chaparral communities consist of evergreen, medium height to tall sclerophyllous shrubs that form a dense cover on steep slopes. The dense, almost impenetrable, cover allows very little to no understory growth and usually consists mostly of leaf litter. Several types of chaparral exist on-site depending upon the dominant species comprising them. Chaparral communities found within the project site include scrub-chaparral ecotone/sere, chamise-sagebrush, chamise-sage scrub, mixed chaparral, mixed chaparral-sagebrush, chamise chaparral, bigpod chaparral, scrub oak chaparral, nolina chaparral, and toyon-sumac chaparral. A detailed description of each of these plant communities is included in the Biological Resources Assessment included in Appendix E.
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R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-8 Biological Resources Grassland Communities
Grassland communities consist of low, herbaceous vegetation that are dominated by grasses but generally also harbor native forbs and bulbs as well as naturalized annual forbs.
Topographic factors that contribute to grassland presence include gradual slopes or flat areas with deep, well-developed soils in areas below 3,000 feet in elevation. The species richness of grassland communities is dependent upon a number of land use factors, including intensity and duration of natural or anthropogenic disturbances such as grazing. Heavily grazed grasslands have a lower species richness. The project site supports both annual (non-native) and perennial (native) grasslands. Grassland communities within the project site include annual grassland, needlegrass grassland, oak savannah, and sumac savannah. A detailed description of each of these plant communities is included in the Biological Resources Assessment included in Appendix E.
Riparian Communities
Riparian communities support species along watercourses or water bodies adaptable to seasonal flooding. Structurally, riparian areas may range from a dense canopy of large trees with a bramble/thicket understory within a steep canyon, to open, lower-growing species within a sandy wash. The project site exhibits this range. Riparian communities within the project site include willow scrub, mule fat scrub, mule fat scrub/coast live oak woodland, sycamore riparian woodland, cottonwood-willow riparian, and mixed riparian. A detailed description of each of these plant communities is included in the Biological Resources Assessment included in Appendix E.
Mexican Elderberry Woodland
Woodland communities are associated with multi-layered vegetation canopies and have a tree canopy that is at least 20 percent open. Woodland habitats are often associated with watercourses. Mexican elderberry woodland is dominated by Mexican elderberry (Sambucus mexicanus) and has been mapped in two areas within the project site, in the wash south of the mine and in the northeastern corner of the project site adjacent to the SR-91.
Developed
Transportation areas consist of developed or otherwise disturbed areas associated with the construction of SR-241 and SR-91, including associated cut and fill slopes, as well as other urban roads such as Santa Ana Canyon Road.
Ornamental landscaping consists of introduced trees, shrubs, flowers, and turf grass associated with development. These areas occur on the cut and fill slopes and fuel modification zones west of SR-241 adjacent to residential development within The Summit of Anaheim Hills and Sycamore Canyon.
Disturbed
Disturbed or barren areas either completely lack vegetation or are dominated by ruderal species. Disturbed areas within the project site consist of dirt roads and areas surrounding an abandoned warehouse that has subsequently been demolished. Mined areas are areas that have been disturbed by sand and gravel or other mining projects. An active sand and gravel mining operation, cement production, and asphalt production facility occurs in the northeastern portion of the project site.
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4.6.3.2 Wildlife
The natural communities discussed above provide wildlife habitat. While a few wildlife species are entirely dependent on a single natural community, the entire mosaic of all the natural communities within the study area and adjoining areas constitutes a functional ecosystem for a variety of wildlife species, both within the study area and as part of the regional ecosystem.
Following are discussions of wildlife populations on the site, segregated by taxonomic group.
Representative examples of each taxonomic group either observed or expected on the site are provided. Wildlife species actually observed, as well as those expected to occur, within the project site are identified in the Floral and Faunal Compendium included in Appendix E.
Sensitive wildlife species occurring or potentially occurring are discussed further in Section
4.6.3.3, Sensitive Biological Resources.
Invertebrates
No directed surveys for invertebrates were conducted; however, butterfly species that were observed during all site visits were recorded in field notes. Common butterfly species observed include common white (Pieris protodice), cabbage butterfly (Pieris rapae), striated queen (Danaus gilippus strigosus), buckeye butterfly (Precis coenia), Behr’s metalmark (Apodemia mormo virgulti), and monarch (Danaus plexippus). None of these species are considered sensitive or are Covered species under the NCCP/HCP. Sensitive invertebrate species are discussed in Section 4.6.3.3, Sensitive Biological Resources.
Amphibians
The potential presence of amphibians varies greatly between habitats within the project site.
Terrestrial species may or may not require standing water for reproduction. Terrestrial species avoid desiccation by burrowing underground; within crevices in trees, rocks, and logs; and under stones and surface litter during the day and dry seasons. Due to their secretive nature, terrestrial amphibians are rarely observed, but may be quite abundant if conditions are favorable. Aquatic amphibians are dependent on standing or flowing water for reproduction.
Such habitats include fresh water marshes and open water (reservoirs, permanent and temporary pools and ponds, and perennial streams). Many aquatic amphibians will utilize vernal pools as nesting sites. These pools are temporary in duration and form following winter and spring rains common to southern California. The project site has the potential to support a variety of amphibians in the moister woodland areas and canyon bottoms.
Amphibian species observed within the project site include the California toad (Bufo boreas halophilus) and Pacific tree frog (Hyla regilla). These species are not considered sensitive and are Not Covered species under the NCCP/HCP. Sensitive amphibian species are discussed in Section 4.6.3.3, Sensitive Biological Resources.
Reptiles
Reptilian diversity and abundance typically varies with habitat type and character. Some species prefer only one or two natural communities; however, most will forage in a variety of communities. A number of reptile species prefer open habitats that allow free movement and high visibility. Most species occurring in open habitats rely on the presence of small mammal burrows for cover and escape from predators and extreme weather.
The project site has many essential reptilian habitat characteristics and possesses the potential to support a wide variety of species. Reptile species observed during surveys include the coast horned lizard (Phrynosoma coronatum), orange-throated whiptail (Cnemidophorus hyperythrus), Mountain Park Specific Plan Amendment
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R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-10 Biological Resources coastal whiptail (Cnemidophorus tigris stejnegeri), and northern red-diamond rattlesnake (Crotalus ruber ruber), which are covered species under the NCCP/HCP and western fence lizard (Sceloporus occidentalis), side-blotched lizard (Uta stansburiana), San Diego alligator lizard (Elgaria multicarinatus webbi), and San Diego gopher snake (Pituophis cantenifer annectens), which are Not Covered species under the NCCP/HCP. Sensitive reptiles are discussed in Section 4.6.3.3, Sensitive Biological Resources.
Avifauna
Upland Birds
The chaparral, scrub, woodland, and grassland habitats on-site provide foraging and cover habitat for year-round residents, seasonal residents, and migrating song birds. The overall condition of these communities on-site is good and mostly undisturbed. In addition, there is seasonally available water on-site within the streams and permanent water available at leaking pipelines and wells. The combination of these resources as well as the confluence of many community types provides for a high diversity of bird species.
Representative, common upland species observed within the project site include the California quail (Callipepla californica), mourning dove (Zenaida macroura), Anna’s hummingbird (Calypte anna), acorn woodpecker (Melanerpes formicivorus), Nuttall’s woodpecker (Picoides nuttallii), northern flicker (Colaptes aurantus), black pheobe (Sayornis nigricans), western scrub jay (Aphelocoma californica), common raven (Corvus corax), oak titmouse (Baeolophus inornatus), wrentit (Chamaea fasciata), California towhee (Pipilo crissalis), spotted towhee (Pipilo maculatus), and house finch (Carpodacus mexicanus). None of the species listed above are considered sensitive and none are Covered species under the NCCP/HCP. Bird species observed within the project site that are Covered species under the NCCP/HCP are discussed in Section 4.6.3.3, Sensitive Biological Resources.
Raptors
Much of the habitat within the project site provides foraging opportunities and breeding areas for raptors. Trees found throughout the site, as well as cliffs, ridgelines and tall shrubs, provide perches for foraging over the chaparral, grassland, and scrub communities. These areas provide habitat for many small birds and mammals resulting in a potentially large prey population on the project site. Collectively, the abundance of prey and the availability of both perches and nesting sites would suggest that the site is being used by a variety of raptor species.
Raptor species observed that are Covered species under the NCCP/HCP include the sharpshinned hawk (Accipiter striatus) and red-shouldered hawk (Buteo lineatus). Two raptor species that are Conditionally Covered under the NCCP/HCP were observed, the golden eagle (Aquila chrysaetos) and prairie falcon (Falco mexicanus). Additional raptor species observed that are Not Covered species under the NCCP/HCP include turkey vulture (Cathartes aura), Cooper’s hawk (Accipiter cooperii), red-tailed hawk (Buteo jamaicensis), and American kestrel (Falco sparverius). All sensitive raptor species and Covered species under the NCCP/HCP are included in Section 4.6.3.3, Sensitive Biological Resources.
Mammals
The diversity of habitats within the project site supports a variety of mammal species. During field surveys, a number of mammal species were either directly observed, or their presence was deduced by diagnostic signs (track, scat, burrows, remains, etc.).
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R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-11 Biological Resources Two mammal species that are Covered species under the NCCP/HCP were observed within the project site, the coyote (Canis latrans) and gray fox (Urocyon cinereoargenteus). Additional mammal species observed that are Not Covered under the NCCP/HCP include big brown bat (Eptesicus fuscus), western red bat (Lasiurus blossevillii), hoary bat (L. cinereus), western yellow bat (L. ega xanthinus), California myotis (Myotis californicus), small-footed myotis (M. ciliolabrum), Yuma myotis (M. yumanensis), western pipistrelle (Pipistrellus hesperus), western mastiff bat (Eumops perotis), Brazilian free-tailed bat (Tadarida brasiliensis), desert cottontail (Sylvilagus audubonii), California ground squirrel (Spermophilus beecheyi), western gray squirrel (Sciurus griseus), mountain lion (Felis concolor), bobcat (Lynx rufus), and mule deer (Odocoileus hemionus). One of the bat species listed above, western mastiff bat, is considered sensitive and is discussed in further detail in Section 4.6.3.3, Sensitive Biological Resources. A single summer day roost of Yuma myotis was found within the 3-culvert complex under SR-91. The population within the culverts is estimated to be 50 individuals.
4.6.3.3 Sensitive Biological Resources
The following discussion describes the sensitive plant and wildlife species present, or potentially present, within the project site that have been afforded special recognition by Federal, State, or local resource conservation agencies and organizations, principally due to the species’ declining or limited population sizes, usually resulting from habitat loss. Also discussed are habitats that are unique, of relatively limited distribution, or of particular value to wildlife. Protected sensitive species are classified by either State or Federal resource management agencies, or both, as threatened or endangered, under provisions of the California Endangered Species Act and Federal Endangered Species Acts (CESA and FESA, respectively).
Sensitive species that occur or potentially could occur on the project site are based on one or more of the following: (1) the direct observation of the species on the property during one of the biological surveys; (2) a record reported in the CNDDB; (3) the project site is within known distribution of a species and contains appropriate habitat; and (4) consultation with the USFWS and/or CDFG.
Sensitive Resource Classification
Federal Protection and Classifications
The FESA of 1973 defines an Endangered species as “any species which is in danger of extinction throughout all or a significant portion of its range.” A threatened species is defined as “any species which is likely to become an Endangered species within the foreseeable future throughout all or a significant portion of its range.” All references to Federally-protected species in this report (whether listed, proposed for listing, or candidate) include the most current published status or candidate category to which each species has been assigned by USFWS.
For purposes of this assessment the following acronyms are used for Federal status species:
x FE Federally-listed as Endangered
x FT Federally-listed as Threatened
x FPE Federally proposed for listing as Endangered
x FPT Federally proposed for listing as Threatened
x FPD Federally proposed for delisting
x FC Federal candidate species (former C1 species)
x BCC Bird Species of Conservation Concern
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R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-12 Biological Resources State of California Protection and Classifications
California’s Endangered Species Act (CESA) defines an Endangered species as “a native species or subspecies of a bird, mammal, fish, amphibian, reptile, or plant which is in serious danger of becoming extinct throughout all, or a significant portion, of its range due to one or more causes, including loss of habitat, change in habitat, overexploitation, predation, competition, or disease.” The State defines a Threatened species as “a native species or subspecies of a bird, mammal, fish, amphibian, reptile, or plant that, although not presently threatened with extinction, is likely to become an Endangered species in the foreseeable future in the absence of the special protection and management efforts required by this chapter. Any animal determined by the commission as rare on or before January 1, 1985 is a Threatened species.” Candidate species are defined as “a native species or subspecies of a bird, mammal, fish, amphibian, reptile, or plant that the commission has formally noticed as being under review by the department for addition to either the list of Endangered species or the list of Threatened species, or a species for which the commission has published a notice of proposed regulation to add the species to either list.” Candidate species may be afforded temporary protection as though they were already listed as Threatened or Endangered at the discretion of the Fish and Game Commission. Unlike the FESA, CESA does not include listing provisions for invertebrate species.
Additionally, some sensitive mammals and birds are protected by the State as Fully Protected Mammals or Fully Protected Birds, as described in the California Fish and Game Code, Sections 4700 and 3511, respectively. California Species of Special Concern are species designated as vulnerable to extinction due to declining population levels, limited ranges, and/or continuing threats. For the purposes of this assessment, the following acronyms are used for State status species:
x SE State-listed as Endangered
x ST State-listed as Threatened
x SR State-listed as Rare
x SCE State candidate for listing as Endangered
x SCT State candidate for listing as Threatened
x SFP State Fully Protected
x CSC California Special Concern Species
California Native Plant Society
The CNPS is a private plant conservation organization dedicated to the monitoring and protection of sensitive species in California. CNPS has compiled an inventory comprised of the information focusing on geographic distribution and qualitative characterization of Rare, Threatened, or Endangered vascular plant species of California (CNPS 2001). The list serves as the candidate list for listing as Threatened and Endangered by CDFG. CNPS has developed five categories of rarity:
x List 1A Presumed extinct in California.
x List 1B Plants Rare, Threatened, or Endangered in California and elsewhere. x List 2 Plants Rare, Threatened, or Endangered in California, but more common elsewhere.
x List 3 Plants about which we need more information – a review list. x List 4 Plants of limited distribution – a watch list.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-13 Biological Resources Natural Communities Conservation Plan/Habitat Conservation Plan As previously discussed, the Mountain Park project site falls within the boundary of the Central/Coastal NCCP/HCP. The NCCP/HCP provides for the protection of a number of plant and animal species, referred to as Target Species and Identified Species. There are also identified NCCP species that have conditional regulatory coverage under the NCCP/HCP. The conservation and management of these species is provided for under the NCCP/HCP. A development activity authorized under the NCCP/HCP has been mitigated fully under CESA, FESA, CEQA and NEPA by protection of these species. Therefore, no further action under CEQA, NEPA, CESA, or FESA is required for the NCCP/HCP-approved development activity impacts to the Target or Identified Species, even if they are subsequently listed as endangered or threatened under either of these Acts. Target and Identified Species are analyzed in this section. For the purpose of this assessment the following acronyms are used relative to the NCCP/HCP:
x TN Target NCCP/HCP Species – Covered Species
x IN Identified NCCP/HCP Species – Covered Species
x IN/CC Identified NCCP/HCP Species – Conditionally Covered Species Sensitive Plant Communities/Habitat
The Mountain Park project site supports several habitat types considered sensitive by resource agencies, namely the CDFG, due to their scarcity and their ability to support a number of State and Federally-listed Endangered, Threatened, and Rare vascular plants, as well as several sensitive bird and reptile species. As discussed above in Section 4.6.3.3, above, sensitive plant communities found within the study area include 614.4 acres of CSS communities (613.2 acres within the project site and 1.2 acres within off-site areas), 52.1 acres of coast live oak woodland,
43.0 acres of Tecate cypress forest (as a monotypic community), 17.8 acres of nolina chaparral,
11.7 acres of needlegrass grassland, and 32.1 acres of riparian communities (i.e., willow scrub, sycamore riparian, cottonwood-willow riparian, and mixed riparian) (31.9 acres within the project site and 0.2 acre within off-site areas).
Sensitive Plant Species
Sensitive plants include those listed, or candidates for listing, by the USFWS and CDFG, and species considered sensitive by the CNPS (particularly Lists 1A, 1B, and 2). Many of the sensitive species addressed are also “Identified Species” under the NCCP/HCP and are covered species. Several sensitive plant species were reported in the CNDDB from the vicinity.
Each sensitive plant species observed, as well as those potentially present on the property, is presented in Table 4.6-3, Table 4.6-4, Table 4.6-5, and Table 4.6-6. Locations of sensitive plant species observed are depicted in Exhibit 4.6-8, Impacts to Sensitive Plant Species, in Section
4.6.4, Project Impact Analysis.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-14 Biological Resources TABLE 4.6-3
SENSITIVE PLANT SPECIES COVERED OR CONDITIONALLY COVERED BY THE NCCP/HCP
AND OBSERVED WITHIN THE MOUNTAIN PARK PROJECT SITE
VASCULAR PLANTS
Scientific Name Common Name
Flowering
Period FederalA StateB
CNPS
ListC NCCPD Preferred Habitat Distribution
Occurrence
On-site*
GYMNOSPERMSCupressaceae Cypress Family Cupressus forbesii Tecate cypress N/A None None 1B IN Chaparral, closed cone coniferous forest.
Orange and San Diego counties, Baja CA.
OB; OS
Comments: Approximately 43.0 acres of Tecate cypress forest was mapped within the project site. An additional 149.7 acres of other habitats containing scattered Tecate cypress trees occur within the project site and were mapped as black sage scrub/Tecate cypress (2.8 acres), bigpod chaparral/Tecate cypress (135.9 acres), and toyon-sumac chaparral/Tecate cypress (11.0 acres).
ANGIOSPERMS (DICOTYLEDONS) Papaveraceae Poppy Family Romneya coulteri Coulter’s matilija poppy
Mar-Jul. None None 4 IN Dry washes and canyons
in sage scrub and chaparral; below 4,000 ft.
Santa Ana Mountains to San Diego Co.
OB; OS, DA
Comments: Several individuals of Coulter’s matilija poppy were observed within the project site on steep, chaparral-covered slopes and on terraces along Gypsum Canyon Wash and major tributaries. Approximately 1,000 individuals of this species are estimated to occur within the project site within proposed development areas and open space areas.
ANGIOSPERMS (MONOCOTYLEDONS) Liliaceae Lily Family Calochortus catalinae Catalina mariposa lily
Feb.-May None None 4 IN Openings in chaparral,
valley and foothill grassland, cismontane woodland; heavy soils.
All coastal counties south of San Luis Obispo
OB; OS, DA
Comments: Several populations, totaling approximately 3,100 individuals, were observed throughout native grassland and coastal sage scrub within the project site.
This species was observed within the proposed development area and within open space areas. *OB = observed; FN = focused surveys performed, species not observed; NE = species not expected to occur on-site due to the lack of suitable habitat; P = there remains a low potential for this species to occur on-site due to: (1) the inherent difficulty in observing 100 percent of the property at close range; (2) the population fluctuation of the species from year to year; and/or (3) the small stature of the species. OS = species occurs or has the potential to occur within open space areas of the proposed project; DA = species occurs or has the potential to occur within the proposed development area.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
TABLE 4.6-3 (Continued)
SENSITIVE PLANT SPECIES COVERED OR CONDITIONALLY COVERED BY THE NCCP/HCP
AND OBSERVED WITHIN THE MOUNTAIN PARK PROJECT SITE
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-15 Biological Resources
VASCULAR PLANTS
Scientific Name Common Name
Flowering
Period FederalA StateB
CNPS
ListC NCCPD Preferred Habitat Distribution
Occurrence
On-site*
Calochortus weedii var. intermedius
foothill mariposa lily May-Jul. None None 1B IN/CC Chaparral, coastal scrub, valley and foothill grasslands below 2,000 ft.
Los Angeles, Orange, and Riverside counties
OB; OS, DA
Comments: Several thousand individuals of this species was observed during 2001 sensitive plant surveys on slopes and ridges dominated by coastal sage scrub, in openings within chaparral, and within annual and perennial grasslands. This species was not observed in during 2002 surveys due to drought conditions that year. An estimated 16,000 individuals of this species were estimated to occur within the project site during 2003 surveys and were observed within the proposed development area and within open space areas.
Key to Species Listing Status Codes A B FE Federally Listed as Endangered SE State Listed as Endangered CSC California Special Concern Species FT Federally Listed as Threatened ST State Listed as Threatened FPE Federally Proposed as Endangered SCE State Candidate for Endangered FPT Federally Proposed as Threatened SCT State Candidate for Threatened FPD Federally Proposed for Delisting SFP State Fully Protected FC Federal Candidate Species SR State Rare C California Native Plant Society (CNPS) List 1A: Presumed extinct in California. List 1B: Rare, threatened, or endangered throughout their range. List 2: Rare, threatened, or endangered in California, but more common in other states. List 3: Plant species for which additional information is needed before rarity can be determined. List 4: Species of limited distribution in California (i.e., naturally rare in the wild), but whose existence does not appear to be susceptible to threat. D Natural Community Conservation Planning (NCCP) IN Identified NCCP Species – Covered Species TN Target NCCP Species – Covered Species IN/CC Identified NCCP Species – Conditionally Covered Species *OB = observed; FN = focused surveys performed, species not observed; NE = species not expected to occur on-site due to the lack of suitable habitat; P = there remains a low potential for this species to occur on-site due to: (1) the inherent difficulty in observing 100 percent of the property at close range; (2) the population fluctuation of the species from year to year; and/or (3) the small stature of the species. OS = species occurs or has the potential to occur within open space areas of the proposed project; DA = species occurs or has the potential to occur within the proposed development area.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-16 Biological Resources TABLE 4.6-4
SENSITIVE PLANT SPECIES COVERED BY THE NCCP/HCP AND POTENTIALLY
OCCURRING WITHIN THE MOUNTAIN PARK PROJECT SITE
VASCULAR PLANTS
Scientific Name Common Name
Flowering
Period FederalA StateB
CNPS
ListC NCCPD Preferred Habitat Distribution
Occurrence
On-site*
ANGIOSPERMS (DICOTYLEDONS) Crassulaceae Stonecrop Family Dudleya cymosa ssp. Ovatifola Santa Monica Mountains dudleya
Mar.-Jun. FT None 1B IN Chaparral, coastal scrub. Los Angeles, Orange, and Ventura Cos.
FN, P;
OS, DA
Comments: Three records occur in the CNDDB from the vicinity of Modjeska Canyon and Modjeska Peak. Fagaceae Oak Family Quercus dumosa Nuttall’s scrub oak Feb.-Apr. None None 1B IN Sage scrub, chaparral; sandy clay loam or sandstone.
Orange, San Bernardino, San Diego Cos., Baja CA.
FN, P;
OS, DA
Lamiaceae Mint Family Lepechinia cardiophylla
heart-leaved pitcher sage
Apr.-Jul. None None 1B IN Open areas (esp. slopes)
in chaparral, sage scrub, valley and foothill grasslands; vernal pools, topographic depressions; heavy clay soils; 2,000-4,200 ft.
Orange, Riverside, and San Diego Cos., Baja CA.
FN, P; OS
Comments: Heart-leaved pitcher sage is recorded in the CNDDB from the vicinity of the project site in the headwaters of Coal Canyon within Tecate cypress forest. Refer to Table 4.6-3 for a key to listed species status codes (A, B, C and D) *OB = observed; FN = focused surveys performed, species not observed; NE = species not expected to occur on-site due to the lack of suitable habitat; P = there remains a low potential for this species to occur on-site due to: (1) the inherent difficulty in observing 100 percent of the property at close range; (2) the population fluctuation of the species from year to year; and/or (3) the small stature of the species. OS = species occurs or has the potential to occur within open space areas of the proposed project; DA = species occurs or has the potential to occur within the proposed development area.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-17 Biological Resources TABLE 4.6-5
SENSITIVE PLANT SPECIES NOT COVERED BY THE NCCP/HCP
BUT OBSERVED WITHIN THE MOUNTAIN PARK PROJECT SITE
VASCULAR PLANTS
Scientific Name Common Name
Flowering
Period FederalA StateB
CNPS
ListC NCCPD Preferred Habitat Distribution
Occurrence
On-site*
ANGIOSPERMS (DICOTYLEDONS) Boraginaceae Borage Family Harpagonella palmeri Palmer’s grapplinghook
Mar.-May None None 4 None Variety of Southern
California plant communities including sage scrub; clay soils; below 2,500 feet.
All counties south of and including Los Angeles County; Baja CA.
OB; OS
Comments: One population of Palmer’s grapplinghook, estimated to be 500 individuals, was observed in the western portion of the project site, east of the 241 Toll Road, within proposed open space.
Crassulaceae Stonecrop Family Dudleya multicaulis Many-stemmed dudleya
Apr.-Jul. None None 1B None Coastal scrub, chaparral,
valley and foothill grassland; heavy clay soils or rock outcrops; below 2,000 feet.
Los Angeles Co. to San Onofre Mt. in San Diego Co.
OB; OS, DA
Comments: Many-stemmed dudleya was found in abundance within the Mountain Park project site. This species occurs throughout the project site (within open space areas and proposed development areas) on slopes and ridges in association with native grasslands and open areas of chaparral and coastal sage scrub. An estimate of the number of individuals observed in 2001 is in the tens of thousands. Due to drought conditions in 2002, focused surveys for many-stemmed dudleya only resulted in approximately 5,700 individuals. An estimated 20,000 individuals were determined to be within the project site in 2003. Approximately 65 percent (13,000) of the individuals occur within open space areas of the proposed project. Fabaceae Legume Family Astragalus brauntonii Braunton’s milkvetch Mar.-Jul. FE None 1B None Sage scrub, chaparral, valley and foothill grassland, closed cone coniferous forest; carbonate soils, recent burns and disturbed areas.
Ventura, Los Angeles and Orange Cos.
OB; OS
Comments: This species was not observed during sensitive plant surveys in 2001 and 2002. However, as result of the Green Fire approximately 3,500 individuals of this species were observed in the eastern portion of the project site in 2003. The population observed was within an area that was burned and is within proposed open space. *OB = observed; FN = focused surveys performed, species not observed; NE = species not expected to occur on-site due to the lack of suitable habitat; P = there remains a low potential for this species to occur on-site due to: (1) the inherent difficulty in observing 100 percent of the property at close range; (2) the population fluctuation of the species from year to year; and/or (3) the small stature of the species. OS = species occurs or has the potential to occur within open space areas of the proposed project; DA = species occurs or has the potential to occur within the proposed development area.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
TABLE 4.6-5 (Continued)
SENSITIVE PLANT SPECIES NOT COVERED BY THE NCCP/HCP
BUT OBSERVED WITHIN THE MOUNTAIN PARK PROJECT SITE
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-18 Biological Resources
VASCULAR PLANTS
Scientific Name Common Name
Flowering
Period FederalA StateB
CNPS
ListC NCCPD Preferred Habitat Distribution
Occurrence
On-site*
ANGIOSPERMS (DICOTYLEDONS) Polygonaceae Buckwheat Family Chorizanthe polygonoides var. longispina long-spined spineflower
Apr.-Jul. None None 1B None Variety of so. Cal. plant
communities, including sage scrub; gabbroic clay soils; below 4,500 feet.
Riverside and San Diego Cos., Baja CA.
OB; OS, DA
Comments: Long-spined spineflower was observed in the northwest portion of the project site east of SR-241. One population consisting of approximately 1,700 individuals was observed during 2003 surveys within the proposed development area and an open space area.
ANGIOSPERMS (MONCOTYLEDONS) Liliaceae Lily Family Nolina cismontana chaparral nolina May-Jul. None None 1B None Chaparral, coastal sage scrub, sandstone or gabbro.
Ventura, Orange, and San Diego Cos.
OB; OS, DA
Comments: This species occurs in abundance on-site as a dominant component species within several different scrub and chaparral communities and as monotypic patches which have been mapped as nolina chaparral. Surveys conducted in 2002 have estimated the population on-site to be at least 103,000 plants. Due to its perennial nature, surveys were not repeated in 2003. This species occurs both within the proposed development area as well as open space areas.
Refer to Table 4.6-3 for a key to listed species status codes (A, B, C and D) *OB = observed; FN = focused surveys performed, species not observed; NE = species not expected to occur on-site due to the lack of suitable habitat; P = there remains a low potential for this species to occur on-site due to: (1) the inherent difficulty in observing 100 percent of the property at close range; (2) the population fluctuation of the species from year to year; and/or (3) the small stature of the species. OS = species occurs or has the potential to occur within open space areas of the proposed project; DA = species occurs or has the potential to occur within the proposed development area.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-19 Biological Resources TABLE 4.6-6
SENSITIVE PLANT SPECIES NOT COVERED BY THE NCCP/HCP
BUT WITH THE POTENTIAL TO OCCUR WITHIN THE MOUNTAIN PARK PROJECT SITE
VASCULAR PLANTS
Scientific Name Common Name
Flowering
Period FederalA StateB
CNPS
ListC NCCPD Preferred Habitat Distribution
Occurrence
On-site*
ANGIOSPERMS (DICOTYLEDONS) Brassicaceae Mustard Family Lepidium virginicumvar. robinsonii Robinson’s peppergrass Jan.-Jul. None None 1B None Chaparral and coastal sage scrub, typically over 1,500 ft. in elevation.
Los Angeles, Orange, Riverside, San Bernardino, and San Diego counties, Santa Cruz Island, Baja CA.
FN, P;
OS, DA
Lamiaceae Mint Family Monardella macrantha ssp. Hallii
Hall’s monardella Jun.-Aug. None None 1B None Lower montane coniferous forest, valley and foothill grassland, broadleaf upland forest, chaparral, cismontane woodland. Typically occurs at elevations between 1,800 and 6,200 ft.
Orange, Riverside, San Bernardino, and San Diego counties FN, P; OS
Comments: This species is known in the CNDDB from the vicinity of Modjeska and Santiago Peaks. Refer to Table 4.6-3 for a key to listed species status codes (A, B, C and D) *OB = observed; FN = focused surveys performed, species not observed; NE = species not expected to occur on-site due to the lack of suitable habitat; P = there remains a low potential for this species to occur on-site due to: (1) the inherent difficulty in observing 100 percent of the property at close range; (2) the population fluctuation of the species from year to year; and/or (3) the small stature of the species. OS = species occurs or has the potential to occur within open space areas of the proposed project; DA = species occurs or has the potential to occur within the proposed development area.
Mountain Park Specific Plan Amendment
Draft EIR No. 331
R:\Projects\TIC\J020\Draft EIR\4.6 Bio-032405.doc 4.6-20 Biological Resources The NCCP\HCP identifies 39 plant species as “Identified Species” that are Covered or Conditionally Covered by the NCCP/HCP. These species consist of 11 listed species and 28 non-listed species subject to various State and Federal statutes and are listed in Appendix E.
Provisions within the NCCP/HCP were implemented to allow for direct, indirect, and cumulative impacts to these “Identified Species,” regardless of the number or distribution of the species within designated NCCP/HCP development areas. Surveys are not required for “Identified Species” and mitigation is fully provided for by the NCCP/HCP. As such, focused surveys were not conducted for these species; however, if observed they were noted and mapped.
Focused surveys were conducted for one “Identified Species,” the foothill (intermediate) mariposa lily (Calochortus weedii var. intermedius). This species is “Conditionally Covered,” meaning that it receives regulatory coverage under the NCCP/HCP subject to the implementation of specific conditions. The implementation of these conditions ensures that impacts to this species within the NCCP/HCP development areas are mitigated to a less than significant level. This species is also considered sensitive by the CNPS (List 1B).
Eight additional species were included in focused survey efforts due to the presence of potentially suitable habitat; however, these species are not included in the NCCP/HCP as “Identified Species” and are Not Covered in the NCCP/HCP. These include two listed species, Braunton’s milk-vetch (Astragalus brauntonii) and thread-leaved brodiaea (Brodiaea filifolia); and several additional non-listed species considered sensitive by the USFWS, CDFG, and CNPS including Payson’s jewelflower (Caulanthus simulans), Robinson’s peppergrass (Lepidium virginicum var. robinsonii), many-stemmed dudleya (Dudleya multicaulis), Hall’s monardella (Monardella macrantha ssp. hallii), Plummer’s mariposa lily (Calochortus plummerae), and chaparral nolina (Nolina cismontana).