Figure 2.5-7
Major Entry Statement
Figure 2.5-8
Secondary Entry Statement
pplied Planning Inc.
Figure 2.5-9
Neighborhood Entry Statement
© 2014 Applied Planning, Inc.
2.6 - CIRCULATION PLAN
Principal north/south roadway access to the site is provided by Beaumont Avenue, which is an existing roadway, classified as a Major Highway - 156' R.O.W. It should be noted that the improvements to Beaumont Avenue north of Oak Valley Parkway are intended to avoid the existing rows of Deodar Cedar trees which line both sides of the roadway beginning approximately one quarter mile north of Oak Valley Parkway. The Deodar Cedar trees are considered a significant aesthetic resource and their preservation is encouraged within the Specific Plan standards. Existing Deodar Cedars along Beaumont Avenue will be retained. Removal of any trees will be limited to improvements at Cougar Way and Beaumont Avenue. Consequently, Beaumont Avenue is proposed to be improved from its current two-lane undivided status to a primary highway from Brookside Avenue to south of Oak Valley Parkway. This will be accomplished through a modified street section wherein the west side of Beaumont Avenue will be improved with a 78' half section on the west side of the roadway. This will include 39' of right-of-way and 28' of pavement from the centerline to the curb. A 40' open space buffer will be developed between the right of way line and the rear property lines of the proposed residential units. The cross section is presented in Figure 2.6-3.
Noble Creek Vistas
Specific Plan
Specific Plan
Brookside Avenue
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ource: Tahiti Group
ARTERIAL HIGHWAY
DIVIDED COLLECTOR
Oak Valley Parkway 1
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■ ■ ■ SECONDARY HIGHWAY
Figure 2.6-1
Circulation Plan
© 2014 Applied Planning, Inc.
Similarly, Brookside Avenue adjacent to the Project Site will be developed with a modified half section. This section will include 44' of right-of-way including 32' of pavement as measured from the centerline to the curb. Beyond the right-of-way a landscaped parkway measuring between 18' to 38' will be developed adjacent to the rear property lines.
Noble Creek Parkway will be developed as a 78' right-of-way with 56' of pavement and 11' parkways. Noble Creek Parkway will also include an additional 19' landscape buffer area on the eastside of the street.
Three separate roadways provide east/west access, two of which have interchange access with the San Bernardino (10) Freeway. The roadway is Oak Valley Parkway, an Arterial Highway - 110' R.O.W. The second east/west access road is Brookside Avenue, which is classified as a Secondary - 100' R.O.W. The third east/west access to the Specific Plan is available through Cherry Valley Boulevard, which is classified as a Major Highway - 100' R.O.W. Cherry Valley Boulevard is located to the north of the site but is not a contiguous part of Noble Creek Vistas Specific Plan.
A network of roadways accommodates on -site circulation efficiently. Each roadway's location and size is designed to facilitate the efficient movement of traffic throughout the site. Local street layout will be determined at the tract map stage in conjunction with each planning area it is associated with. The main objective of the circulation plan is to provide direct, and convenient access to individual residential clusters, commercial centers, recreation areas, and institutional facilities through a safe and efficient system of collector and local roadways, and a pedestrian sidewalk system. Roadway crosssections are shown on Figures 2.6-2 and 2.6-3.
Noble Creek Vistas
Specific Plan
Specific Plan
NOT TO SCALE
Source: Kunzman Associates
MEANDERING SIDEWALK
ARTERIAL HIGHWAY
(Oak Valley Parkway)
*Class II Bike Lane within Right -Of -Way
SECONDARY HIGHWAY
(Brookside Avenue)
Figure 2.6-2
Cross -Sections
Figure 2.6-3
Roadway Cross -Sections, Street A and Street B
WOOD FENCE
OR BLOCK WALL
PAD
PROPERTY
LINE
R/W
19'
OPEN SPACE
TRACT
BOU DARY
58'
TYPICAL HALF- SECTION BEAUMONT AVENUE
78'
` - EXISTING CEDAR
�s I" IU 4 tl ih
D.G. WALK-�
5f1' I ANf1SCAPFf1 PARKWAY
39'
NOBLE CREEK FLOOD CONTROL CHANNEL
TYPICAL SECTION NOBLE CREEK PARKWAY
TRACT
BOUNDARY
WOOD FENCES
OR BLOCK WALL ti
R/W
OPEN SPACE
78'
44'
VARIES 18' TO 38'
1'
O 4' HIGH
12'
32'
2.0%
-�, 2.0%
LANDSCAPED PARKWAY VARIES" 34` Tp 50' l ` • f.,.
TYPICAL HALF- SECTION TRANSITION BROOKSIDE AVE WI NOBLE CR PKWAY
NOT TO SCALE
Source: Tahiti Group
Figure 2.6-4
Street Section Exhibit
© 2014 Applied Planning, Inc.
2.7 - DRAINAGE PLAN
The site lies just west of the crest of San Gorgonio Pass. Bounded by Oak Valley Parkway on the south and Brookside Avenue on the north, Noble Creek lies within this project and drainage is in a southwesterly direction within Noble Creek Vistas. Drainage runoff from Cherry Canyon, San Bernardino National Forest and easterly Cherry Valley flows within Noble Creek as it enters the project site.
The Noble Creek Channel essentially bisects the site in a northeast/southwest diagonal direction. A system of storm drain facilities will be required to drain the site into Noble Creek. Portions of the project are within the 100 -year floodplain and will require either being raised above the 100 -year floodplain or safeguarded by improvements to Noble Creek to eliminate the floodplain within the project, or a combination of both. In order to meet County Flood Control District standards, it may be necessary to incorporate detention basins into planning area subdivision design. Each tentative tract map submittal shall be required to demonstrate that the appropriate flood control requirements have been fulfilled to the satisfaction of the City Public Works Director. Please refer also to Figure 2.7-1, Drainage Plan.
Development of the site will alter natural on -site drainage courses to a certain extent. After development, new drainage courses will consist of streets, channels and swales, underground storm drains and/or a combination of the above. The majority of all on -site water will exit the site and drain into Noble Creek. Approximate drainage line locations are shown, however, the system layout and sizing will be determined during tract map preparation, when final planning and engineering studies have been completed.
Noble Creek Vistas
Specific Plan
Specific Plan
Note: Final system layout and sizing will be determined during tract improvement plan preparation, when final
planning and engineering studies have been completed.
Figure 2.7-1
Drainage Plan
© 2014 Applied Planning, Inc.
2.8 - WATER AND SEWER PLANS
The water purveyor for the site will be the Beaumont - Cherry Valley Water District. The only domestic water facilities near the site, at present, is a 12" line in Oak Valley Parkway, a 12" line in Cherry Valley Boulevard, and 12" line on the east side of Beaumont Avenue south of Brookside, which are inadequate to serve the project. Master plan water facilities and storage facilities, as shown on Figure 2.8-1, will be required by the project and will become an integral part of the planning process for the project. The Water District proposes a new +3.0 million -gallon water reservoir north of the project and a new 16" transmission water main to supply this zone. These new facilities are planned to be in place to supply this development. Approximate water line locations are shown, however, the system layout and sizing will be refined during future final tract map preparation.
Sewer service is provided by the City of Beaumont. There are, at present, no sewer facilities available in the project. The City of Beaumont is presently designing a system of trunk sewer lines, in accordance with the approved Sewer Master Plan, which will, when constructed, be brought to the site along the easterly side of the Noble Creek Channel to Brookside Avenue. The trunk sewer line is being designed to serve this project. Collector sewers within the project will connect with the trunk sewer at various points, as shown on Figure 2.8-2. Sewer line sizes are not shown. Proposed alignment connection points and sizing will be accomplished upon obtaining detailed planning and engineering criteria during tract map preparation.
Noble Creek Vistas
Specific Plan
Specific Plan
$1
N
n
NOT TO SCALE
Source: Tahiti Group
'Elementary
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'-'/7S ("Co
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Powerline Easement
Not a Part
C Oak Valley Parkway
= Transmission Water
= Backbone Water
= Water Main
To 3.0 + MG Reservoir
Note: Final system layout and sizing will be determined during tract improvement plan preparation when final
planning and engineering studies have been completed.
Figure 2.8-1
Water Plan
NOT TO SCALE
Source: Tahiti Group
Brookside Avenue
W �r
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.44
. 4
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wmwarnmu
1800110011141
P
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•
-
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ancl
Not a Part
OOak Valley Parkway l
= Trunk Sewer
= Collector Sewer
= Sewer Main Note: Final system layout and sizing will be determined during tract improvement plan preparation when final
planning and engineering studies have been completed.
Figure 2.8-2
Sewer Plan
© 2014 Applied Planning, Inc.
2.9 - GRADING PLAN
Grading for the Noble Creek Vistas site will be tailored to the existing topography of the property. It is intended that the proposed plan be sensitive to and reflect original natural land forms, where possible, so that various land uses and residential enclaves are distinguished and separated by topographic features. Please refer also to Figure 2.9-1, "Conceptual Grading Plan."
The majority of the site is gently sloping, with the exception of the Noble Creek Channel traversing through the site. Those gently sloping portions of the site will require minimal cut and fill operations. Earthwork quantities will be balanced in logical areas on site. The Grading Plan also establishes a basis for appropriate treatment of drainage requirements and provides for a street system which meets City of Beaumont standards for acceptable grades.
Noble Creek Vistas
Specific Plan
Specific Plan
Figure 2.9-1
Grading Plan
SECTION 3:
DEVELOPMENT STANDARDS & GUIDELINES
SECTION 3:
DEVELOPMENT STANDARDS & GUIDELINES
3.1 INTRODUCTION
The following provisions establish use restrictions and development standards for each land use to be developed within the Noble Creek Vistas Specific Plan project area. Noble Creek Vistas development standards will be established through creation of Specific Plan Area zoning.
3.1.1 Purpose and Intent
The general purpose and intent of this Specific Plan is to preserve and promote the public health, safety and general welfare of the community. This Specific Plan has been drafted and tailored to specifically provide detailed land use restrictions and development standards. This Specific Plan will give the City control over proposed development which will in some instances be more restrictive than the existing City of Beaumont Zoning Ordinance.
3.1.2 Applicability
These development standards shall be applicable to all property within the Noble Creek Vistas Specific Plan area. Licenses and permits for land development shall be issued only when it has been determined by the City that the proposed land uses are in conformance to the provisions of the Specific Plan.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
3.1.3 Interpretation
The provisions of this Specific Plan shall be held to be minimum requirements in their application and interpretation. No provision of this title is intended to abrogate or interfere with any deed restriction, covenant, easement, or other agreement between parties. City of Beaumont staff shall interpret this Specific Plan. If there is dissention in the interpretation of the provisions of this Specific Plan between City of Beaumont staff and the project proponent, then the City of Beaumont Planning Commission shall interpret the intent by resolution of record. The decision of the Commission shall be final unless the project proponent is in disagreement with their decision at which time he/she may seek final decision of the City Council.
3.2 DEVELOPMENT STANDARDS
3.2.1 Residential Standards
3.2.1.1 General Standards
The following standards shall apply to all Planning Areas within the Specific Plan.
Table 3.2-1
General Residential Standards
Item
Standard
Minimum Lot Size
6,000 square feet
Minimum Setbacks:
Front Yard
20 feet (Measured from property Iine.) Dwellings with side entry garages shall be permitted a 10 foot front setback.
Rear Yard
15 feet
Interior Side Yard
5 feet; 10 feet for two-story structures. (No side yard setback required if approved for alternative residential layouts through subdivision process.)
Corner Lot Street Side Yard
10 feet
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
Table 3.2-1
General Residential Standards
Item
Standard
Encroachments into Setbacks
Chimneys - 2 feet
Roof Overhangs - 3 feet
Building Height
No building shall exceed two (2) stories or thirty-five (35) feet, whichever is lesser in height.
Off -Street Parking
A minimum of two spaces shall be provided per dwelling unit in an enclosed garage. No vehicle shall be parked in any setback area of a residential lot except in driveways.
Landscaping
• A11 builders shall choose plants listed in Attachment A of the County of Riverside Guide to California Friendly Landscaping for landscaping of their lots/parcels.
• Landscaping shall include shrubs, trees, vines, ground covers, hedges, flowers, bark, drips, decorating cinders, gravel, and similar material which will improve the appearance of yard areas.
• Required front and side yards shall be continually
maintained by the property owner and shall not be used for off-street parking of vehicles or loading spaces, with the exception of a 10 -foot wide side yard, which may be used for parking.
• Each yard (front and rear) shall be served by at least one permanent water hose bib.
• Front yard landscape plans shall be approved by the City prior to issuance of building permits for each residence. A11 front yard landscaping shall be installed prior to obtaining a certificate of occupancy.
S i g ns
The provisions of Chapter 17.60 of Title 17 shall apply.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
Table 3.2-1
General Residential Standards
Item
Standard
Off -site Improvements
Off -site improvements including streets, curbs, and gutters shall be provided where abutting each residential lot prior to certificate of occupancy issuance. Where determined necessary during tract map review, sidewalks shall also be provided prior to certificate of occupancy.
Lot Coverage (max. permitted)
60 percent
Unit Size
Unit sizes will be reviewed by the City at the time each individual tract is submitted for review. Unit sizes shall comply with any applicable City standard.
Energy Efficiency
All residential units shall comply with the California Green Builder Program.
3.2.1.2 Specific Standards
The following tables further refine the standards of each Planning Area.
Table 3.2-2
Development Standards - Planning Area 1
Product Type
Single -Family Home (Detached)
Lot Size
6,000 - 15,000 sf
Minimum Lot Width
55 feet
Minimum Lot Depth
90 feet
Notes:
• All lots that back up to Brookside Avenue shall be at least 10,000 square feet. In addition, 25 percent of these lots shall be a minimum of 15,000 square feet. • At least 50 percent of the homes that back up to Brookside Avenue shall be single -story homes.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
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Table 3.2-3
Development Standards - Planning Area 7
Product Type
Single -Family Home (Detached)
Lot Size
6,000 - 15,000 sf
Minimum Lot Width
55 feet
Minimum Lot Depth
90 feet
Notes:
• A minimum of 29 lots within the Planning Area shall be larger than 7,200 square feet.
Table 3.2-4
Development Standards - Planning Area 8
Product Type
Single -Family Home (Detached)
Lot Size
6,000 - 15,000 sf
Minimum Lot Width
55 feet
Minimum Lot Depth
93 feet
Notes:
A minimum of 32 lots within the Planning Area shall be larger than 7,200 square feet.
Table 3.2-5
Development Standards - Planning Area 10
Product Type
Single -Family Home (Detached)
Lot Size
7,000 - 12,000 sf
Minimum Lot Width
60 feet
Minimum Lot Depth
90 feet
Notes:
• A11 residential lots that back up to Beaumont Avenue shall be at least 10,000 square feet in size. In addition, at least 25 percent of these lots shall be a minimum of 15,000 square feet. • At least 50 percent of the homes that back up to Beaumont Avenue shall be single -story homes.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
Table 3.2-6
Development Standards - Planning Area 11
Product Type
Single -Family Home (Detached)
Lot Size
6,270 - 15,000 sf
Minimum Lot Width
57 feet
Minimum Lot Depth
110 feet
Notes: A minimum of 53 lots within the Planning Area shall be larger than 7,200 square feet.
3.2.2 Recreational Standards
The following Table 3.2-7 presents the standards applicable to the recreational areas contained within Planning Areas 4, 5, 9a, and 9b.
Table 3.2-7
Recreational Standards
Lot Area
Mo minimum lot area requirement
Setbacks
These setbacks shall be applicable to the location of buildings (restrooms, equipment storage) on the site. Whenever a building is to be constructed on a lot in this zone, it shall have a front yard, side yard and rear yard, each of which shall not be less than 20 feet. If more than one building is constructed on the lot, there shall be not less than 20 feet separation between buildings.
Wherever feasible, restrooms shall be sited as far as possible from proposed neighboring residences.
Off Street Parking
On -site automobile parking may be required in this zone. Detailed park plans will be reviewed by the City at the plot plan stage and will provide adequate parking in compliance with the City's requirements.
Bike Lanes
Class II bike lanes will be provided on all arterial, major, secondary and collector level streets.
Trash Areas
A11 trash collection areas shall be enclosed with a solid fence or wall, no less than six feet high.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
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Table 3.2-7
Recreational Standards
Signs
Signs shall be permitted and regulated by the provisions of Chapter 17.60 of Title 17. The Planning Director shall have the authority to approve signage exceeding the standards as specified in Chapter 17.60 provided that said signage by review of design, materials, color and location is determined to be in the interest of the public health, safety, general welfare and aesthetics of the community.
Landscaping
Landscaping in the form of ground cover shall be required in this zone.
Shrubs, canopy and accent trees will be strategically located to provide shade and aesthetic quality to development within this zone. A11 landscaping shall be irrigated.
3.3 DEVELOPMENT GUIDELINES
3.3.1 Residential Guidelines
Accessory Building Uses
Accessory buildings and structures, including private garages and storage structures (sheds) which shall be developed under the following site development standards:
• Accessory buildings greater than one (1) story (fourteen feet in height) shall not occupy any part of a required yard, and no accessory building shall occupy more than twenty (20) percent of a required rear yard. A11 accessory structures shall maintain a minimum five (5) feet setback from any property lines.
• Accessory buildings shall not be located closer than ten (10) feet to the nearest part of a main building in order to maintain sufficient lighting and ventilation. Accessory buildings are considered to be storage sheds, gazebos and other ancillary structures. • No accessory building shall occupy a portion of a required front or side yard. • In the case of a reversed comer lot, no building shall be erected upon such lot closer than five (5) feet to the property line of any abutting lot to the rear.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
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Tentative Tract
The following uses are permitted subject to the approval of a tentative tract. The tentative tract approval may include conditions requiring fencing and landscaping of the parcel to further enhance compatibility with the surrounding area. • Zero lot line or Cluster Residential Development alternatives to traditional residential street layouts will be permitted through plot plan review. Densities will not exceed planning area allowances. All residential site development standards shall apply except there shall not be any interior side yard setback requirements. This alternative is only available within Planning Areas 6-10.
• Temporary real estate tract office and/or mobile homes located within a subdivision, to be used only for and during the original sale of the subdivision, but not to exceed a period of 2 years in any event, unless an extension is approved by the Planning Commission.
• Nurseries, horticultural, during development of the Specific Plan site to facilitate project development.
The planning area graphics, presented in Section 2, serve the purpose of identifying landscape edge treatments, number of dwelling units, lot sizes and acreage within each planning area, and are considered to be a useful tool for guiding future developers and/or merchant builder. Internal street layout and subdivision of individual units are not illustrated at the Specific Plan level. This level of detail will be provided by the individual developer/merchant builder of each planning area at the tract map stage. In addition, planning areas shall be required to demonstrate adequate secondary access at that time.
Residential site planning criteria has been established and is intended as a positive means to achieve a cohesive character and quality, which will protect and enhance the entire community.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
The site planning concepts shall:
• Maintain a consistent design approach (streetscape, etc.) which unifies individual neighborhoods.
• Achieve a variety of unit types appropriate to each planning area. • Use innovative site planning and building design to achieve a sensitive relationship between the built and the natural environment. • Maximize exposure of units to open space and other amenities. • Preserve and enhance the aesthetic quality of the community. • Utilize energy efficient design in the structures.
Conditional Permit Uses
Conditional Permit Uses are not proposed and will not be permitted on the site.
Public Uses
The following uses are permitted in all Residential Planning Areas subject to the approval of a Public Use Permit pursuant to Chapter 17.70.100 of Title 17 and given that they encompass the entire planning area.
• Public schools, private schools and educational institutions and churches.
Site Planning
The residential development within the Noble Creek Specific Plan area is comprised of single-family detached homes on lots ranging from 6,000 square feet to one acre. All units will have individual lots. For these uses the following guidelines shall be followed:
• Use of cul-de-sacs to deter through traffic on local roads. • Minimize geometric grid layout of streets and lots.
• Minimize grading where feasible.
• Vary setbacks of homes from street.
• Vary orientation of garages and entries to create an interesting streetscape.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
• Encourage articulation of the streetscape by varying unit footprints, massing, roof forms, garages, entries and architectural details. • Create identifiable neighborhoods.
• Create pedestrian scale.
• Establish park and pedestrian linkages.
• Provide access to recreation.
Environmental Responsibility
All residential units constructed within the project site will include energy efficient design and features that are mindful of the environment. To this end, all homes will be constructed and certified under the California Green Builder Program, as described on the California Green Builder website.
3.3.2 Architectural Guidelines
Building Form, Mass and Scale
The architectural image and identity of the community will primarily be perceived from public spaces such as streets, parks and other open space areas. Building form, massing and scale are therefore primary design components which require careful articulation in their architectural expression to these public spaces. The visible side and rear elevations of residential units are important, depending upon the location and orientation of the home. Consideration should be given to the articulation of rear and side elevations viewed from public spaces by providing variations in roof forms. Interesting building form and massing should be achieved without superficial design elements.
Appropriate Inappropriate
Articulation of wall planes to create shadow relief Large expanse of plain, straight wall planes, not and visual interest. otherwise articulated by form, fenestration or materials.
Simple monolithic building forms conveying an
impression of permanence.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
Projections and recesses to provide shadow and
depth.
Raised banding and relief at eaves, openings and
chimneys.
Gabled roof with raised plate for vertical accent.
Building Heights and Setbacks
Building height and setback requirements shall conform to the Development Standards as set forth in the Specific Plan and these Guidelines.
In order to avoid monotonous street scenes in residential planning areas, repetitive floor plans should be alternately reversed and their roof expressions varied. Single-family residences should maintain low plate lines and profiles along street fronts and boundary edges. Front yard setbacks should be staggered. To soften the architectural edge at area boundaries, building heights shall maintain a low profile through a combination of one and two story elements and varied floor setbacks at second -stories. To lower the apparent height, second -story rooms may be tucked into roof planes and roofs may be clipped at the sides and comers of the buildings.
Appropriate Inappropriate
Variation in plate height, minimum plate height 8 Consistent front yard setback with no variation. foot.
Variation in ridge line height and alignment.
Symmetrical or asymmetrical plans as appropriate
to architectural styles.
Floor plans arranged to provide usable private
exterior spaces such as patios, atriums and recessed
entries.
Varied front yard setbacks.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
Roof Forms and Materials
Roof forms are a highly visible community feature. A range of roof forms and pitches should be utilized to add an appealing visual impact to the community/streetscape. Simple pitched gable, hip or shed roof forms will be the predominant roof elements in Noble Creek. Roof projections and overhangs are encouraged as response to energy and climate concerns. Low maintenance details limiting the amount of exposed wood are encouraged.
All pitched roofs shall be tile or equivalent. All flat roof areas, when utilized, shall require a gravel surface of earthtone color or similar uniform coverage treatment.
Appropriate Inappropriate
Roof Materials: Clay barrel or "s" tile, integral color Mansard, gambrel and "period" style roof forms. concrete "s" or shake tile and slate.
Simple pitched gable, hip and shed roof forms or Non -continuous roof parapets. combination thereof with raised plate for vertical
accent.
Pitched roof material palette should contain more Flat roofs in excess of 20 percent of the total roof than one color to achieve a variegated appearance. area.
Small areas of flat roofs with parapets are allowed Wood shake and composition shingle. up to 20 percent of the total roof area.
Roof pitches as appropriate to the architectural Brightly colored glazed tile. style, but in no case less than 4:12.
Variation in ridge line height and alignment.
Varying plate heights.
Simple fascia detailing.
Exterior Materials and Color
Exterior building materials shall be of natural materials which are compatible with and reflect the elements of the surrounding environment. This includes wood, masonry, stone, concrete and stucco. Exposed wood sheathing shall be limited to the underside of roofs or patio decks. The simple use of tile, brick, stone, masonry or pre -cast concrete are permitted as design accents and trim. Exterior stucco shall be utilized as the primary wall material and shall have a smooth, sand or other light finish texture.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
Color is intended as a primary theme element. The value should generally be light earthtones, with darker or lighter accents to highlight the character of the structure; particularly in respect to balcony railings, fascias, awnings, inlaid tile bands and cornice bands. Complementary accent materials and colors are allowed and encouraged. A11 accents must relate to the architectural form and character of the building. Wood trim shall be stained with semitransparent stain or painted as accents.
Appropriate
Inappropriate
Predominantly exterior stucco and masonry as Heavy textured stucco, such as Spanish lace, swirl primary wall materials. or heavy trowel.
Use of wood as trim or accent material. Vinyl, metal or aluminum siding Smooth -textured stucco, may have uneven surface Rustic materials utilized as primary wall surfaces to recall hand -worked appearance. and dark earthtone colors.
Where timber is utilized, it should be substantial in
proportion and appearance.
Where architectural materials, such as masonry or
stone, are applied to a facade, those materials shall
be applied to the side elevations where visually
prominent, and wrap around comers by a
minimum of 4 feet.
Materials changes may be utilized to visually break
up second -story elevations.
Apply architectural treatments to all elevations,
especially where prominently visible, as at street
comers.
Light earthtone colors on primary wall surfaces.
Contrasting trim colors.
Limited use of selected accent colors which
complement the designated color scheme.
Over application of bright accents or trim colors.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
Windows and Doors
Detailed and recessed door, window and wall openings are characteristics of the intended architectural style of Noble Creek, and should convey the appearance of thick, well-founded walls. Fully recessed openings are encouraged. Design treatment and architectural features such as pediments, small roofs, overhangs and projections to recess windows and doors are appropriate. Projecting windows may be used to add articulation to wall surfaces.
Particular attention must be given to the shading of windows, especially those with a western exposure. Exterior and interior shading devices and solar screens are encouraged.
All windows shall be double insulated to reduce solar heat gains and losses.
Appropriate
Divided window lights to reduce the scale of large
windows and provide visual interest (encouraged).
Deep recessed openings conveying an impression
of thick walls and creating strong shadows.
Rectangular and arched openings.
Character, greenhouse and bay windows.
Color accented window frames and mullions.
Clerestory and transom windows.
Window balconies, dormer windows and roof
windows.
Decorative wood and glass panel doors with
sidelights.
French doors.
Decorative brass or anodized hardware.
Gabled window with pot shelf.
Simple gated courtyard entry.
Horizontal grouping of double hung windows.
Inappropriate
Plain exterior doors where visually prominent.
Exclusive use of conventional aluminum frame
windows without architectural treatment, such as
divided lights, trim, recessed or projecting, etc.
Reflective glass.
Gold or silver window and door frames.
Metal awnings.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
© 2014 Applied Planning, Inc.
Hooded window with pot shelf.
Greenhouse bay with french doors.
Garage Doors
Garages are a major visual element in single-family detached housing. Garage doors should be the same color (light) and incorporate the same design elements and materials as the dwelling units. Ornamentation is encouraged as it relates to the architecture and provides visual variety along the streetscape. The design treatments include color accents and architectural features such as sediments, molding, small roofs, overhangs and projections to recess the garage door.
Appropriate Inappropriate
Minimum 12" recess from adjacent walls. Garages without architectural treatment on side elevations.
Roll -up doors, wood or metal acceptable. Corrugated metal doors.
If painted or stained, color should be the same as Bold trim and patterns. the primary wall or trim color.
Side -in garages. Bright accent colors.
Deep overhangs.
Chimneys
Chimneys, as an architectural form, shall be simple in design, having the same material texture and color as the building to ensure consistency of character and style. Chimney caps should repeat the fascia cornice band treatment integrating the trim colors.
Appropriate Inappropriate
Simple, smooth plaster forms. Exposed flues.
Boldly projected from wall surfaces. Rustic material veneers.
Design feature adding articulation to walls. Extravagant metal fireplace caps.
Raised plaster banding, insets and tile accents. Brightly colored caps.
Noble Creek Vistas
Specific Plan
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Chimney caps appropriate to architectural style.
Private Courtyard Walls
Private courtyard walls are encouraged to provide privacy, security and landscape definition. Wall treatment viewed from public streets shall be slump block or stucco finish consistent in treatment with the adjacent building. Plant material should be utilized to visually soften walls. Vines and espaliered trees are especially encouraged.
Appropriate Inappropriate
Smooth or sand finish plaster or stucco walls. Plain walls, not otherwise articulated by form, materials or alignment.
6" slump block walls.
Accent tile banding or wood trim repeating
cornice band.
Adequate planting pockets between walls and
walkways.
Height, proportions and scale must be
sympathetic to architecture of adjacent buildings.
Use of pot shelves, low planters, recesses and
niches.
Pilasters with prominent bases and caps.
Low garden walls which can serve as seating and
flat display surfaces.
Simple gated entry to a courtyard.
Materials inconsistent with the architectural style
such as standard concrete block or chain link
fencing.
Building Details
• Mechanical Equipment
All air conditioning/heating equipment, soft water tanks, electric meters and gas Noble Creek Vistas
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meters should be screened from public view. Sound attenuation is encouraged.
Roof mounted equipment and related duct work are prohibited on pitched roofs.
Mechanical equipment located on flat roof areas is prohibited, unless screened by parapet walls as high or higher than the equipment. Exposed duct work is prohibited on flat roofs. Roof mounted mechanical equipment on flat roof areas shall not be allowed on houses located below other houses. • Gutters and Downspouts
Gutters and downspouts and other devices for the control of roof water are important elements which may be concealed or exposed if designed and integrated as a continuous architectural feature. Exposed gutters and downspouts shall be painted to match adjacent roof, wall or trim material color. • Flashing, Sheet Metal and Vents
All flashing, sheet metal, vent stacks and pipes shall be painted to match adjacent building surface. Painted metals shall be properly prepared and primed to ensure a durable, long lasting finish.
• Antennas
All antennas are restricted to the attic or interior of the residences. This standard will be enforced through the recordation of Conditions, Covenants and Restrictions on individual lots.
• Skylights
Skylights shall be designed as an integral part of the roof. Their form, location and color should relate to the architectural character of the building. Skylights shall be double insulated glazing, clear or white.
• Solar Panels
Solar panels shall be integrated into the roof design, flush with the roof slope and not mounted on racks. Frames must be colored to complement the roof.
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Mill finish aluminum frames are prohibited. Support solar equipment shall be enclosed and screened from view.
• Accessory Structures
Patio trellises, pergolas and other exterior structures shall be constructed of wood or stucco as permitted by governing codes, with finishes compatible with adjacent building and complying with the approved material and color palette.
Trellises and patio covers of bold, clean forms are encouraged. Free standing metal storage buildings are prohibited.
3.3.3 Landscaping Guidelines
• All builders will be required to choose plants listed in Attachment A of the County of Riverside Guide to California Friendly Landscaping for landscaping of their lots/parcels. • All detailed landscaping programs for planning areas and roadways will be prepared by a qualified landscape architect.
• Project entry statements will be designed with landscaping and architectural treatments that provide a high quality image for the project site. • Major, secondary or neighborhood signage may be provided at each entry statement.
Said signage shall be coordinated with wall design so that it will be aesthetically pleasing.
• Special landscaped treatment buffers will be developed at the park/residential edge and at the powerline easement edge.
• Primary entry roads to the site will have landscaped shoulders to define the project's design concept. The introductory landscape theme will include elements such as tree clustering to reinforce the project theme and character. Sidewalks will meander through the landscaped land on each side of the road.
• Planning areas may be separated by either roads or slopes reflecting the original natural terrain.
• The landscaping theme for the site will include trees, shrubs and ground cover compatible with natural vegetation growing on -site, where feasible.
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• The applicant and/or developer shall be responsible for maintenance and upkeep of all slope planting, common landscaped areas, and irrigation systems until accepted for maintenance by the Landscape & Lighting District, Homeowners Association or Community Facilities District.
Streetscape Landscaping
The following section identifies the streetscape standards for Noble Creek Vistas roadways.
The standards include a street theme tree with complementary plantings within the landscape development area.
Street/Section from Figure 2.5-1
Street Section A
Street Section B
Street Section C
Major Tree
Cedrus deodar (Deodar Cedar)
Pinus brutia eldarica (Mondel Pine)
Acacia saligna (Wattle Tree)
The major theme tree should represent approximately 60 percent of the total quantity of street trees used within each designation. This will establish a theme for each roadway.
The remaining plant material will be selected from Attachment A of the County of Riverside Guide to California Friendly Landscaping for landscaping of their lots/parcels. It is intended that a simple consistent palette of plant materials be utilized throughout to reinforce a strong sense of community identity. The minimum tree size to be used within the project streetscape is a 24 -inch box.
Climate Constraints
The climatological factors of this area mandate careful adherence to the provided plant list. Temperature extremes and limited rainfall are determining factors in plant selection. Microclimate conditions created by development will need to be considered to guide in the most appropriate plant material selection. The following is a summary of the climatic conditions in the Beaumont area.
Noble Creek Vistas
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• Temperature
The average summer daytime maximum temperature is 92 degrees Fahrenheit with the average nighttime temperature being 56 degrees. The average winter daytime temperature is 58 degrees with an average nighttime temperate of 37 degrees.
Generally, the extreme summer temperate is 105 to 110 degrees and generally the minimum winter temperature is 15 to 20 degrees.
• Rain
Average annual rainfall is 17 inches per year.
• Humidity
Average annual humidity is 24.5 percent.
Maintenance/General
All landscape and irrigation shall be designed to promote ease of maintenance. Plant material size and form should be appropriate for its function to minimize the need for pruning. Plant spacing should reflect mature size requirements to avoid overcrowding.
Irrigation for trees, shrubs and ground covers should be a "hard line" drip system. The irrigation controllers should have the capability of long watering times to accommodate a drip system.
Irrigation backflow prevention devices and controllers shall be located with minimum public visibility or shall be screened with appropriate plant materials.
Homeowners will be encouraged to select plant material from the plant palette identified in the Specific Plan. Covenants Conditions and Restrictions shall be prepared and recorded for each lot which require that all yard areas shall be planted, that hardscape be limited to 50 percent of yard area and that all plant material be maintained in a healthy condition.
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3.3.4 Recreational Guidelines
Principal Permitted Uses
The following uses are permitted subject to the approval of Site Plan review by the Planning Commission. The Site Plan may include conditions requiring fencing and landscaping of the parcel to further enhance compatibility with the surrounding area.
More than one use shall be permitted on a lot.
• Picnic area
• Group barbecue area including grills
• Basketball court (half -court or full -court)
• Volleyball court
• Tot lot
• Adventure play
• Tennis courts
• Shade arbor
• Restrooms
• Equipment storage building
• Parking lot
• Bicycle racks/storage
• Par (exercise) course
• Baseball/softball, football/soccer fields
• Additional recreational uses that are determined to be "substantially similar" to the listed examples and in complete accord to the Purpose and Intent of this zone.
3.3.5 Circulation Guidelines
• The proposed Circulation Plan provides an efficient traffic design that meets or exceeds the public safety, security and transportation needs of the project.
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• Through traffic to the greatest extent feasible should be eliminated from residential neighborhoods. Major roadways should be implemented as non -access roadways, with residential neighborhoods served by smaller residential local roads. • Future tentative tract maps shall comply with the street improvement recommendations/mitigations outlined in the project traffic study. • On -site roads will be constructed as:
Beaumont Avenue (39' half section)
Noble Creek Parkway (78' R.O.W.)
Brookside Avenue (44' half section)
Cougar Way/Elm Street (94' R.O.W.)
Collector Streets (70' R.O.W.)
Local Streets (60' R.O.W.)
• Landscaping requirements will be based on street width in accordance with the Landscaping Plan, illustrated in Figure 2.5-1, and may be implemented through an assessment district or similar financing mechanism.
• Some roadway improvements may be implemented through an assessment district or similar financing mechanisms.
• All roads shall be constructed to ultimate City standards as a requirement of the implementing subdivisions for the Specific Plan, subject to approval by the Public Works Director.
• Internal street layout (local roads) shall be provided by the individual developer/merchant builder of each Planning Area at the tract map stage. In addition, each Planning Area shall be designed to provide adequate secondary access to the satisfaction of the Fire Chief.
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3.3.6 Drainage and Flood Control Guidelines
• Drainage and flood control facilities and improvements as identified on the Drainage Plan (Figure 2.7-1) shall be provided in accordance with the City of Beaumont's drainage requirements. The design of each tentative tract map shall meet the flood control standards established by the County of Riverside, City of Beaumont and Clean Water Act. Consistency with aforementioned standards may require the implementation of on -site detention and/or siltation basins, raising of pad elevations or channel improvements.
• Maintenance of project drainage facilities will be determined during review of tentative tract map submittals. Major flood control facilities are typically maintained by the County of Riverside or the City of Beaumont.
• The Noble Creek Flood Control Channel will be maintained by the Riverside County Flood Control District or City maintenance entity. A cross-section of this channel is shown on Figure 2.5-3, Drainage Corridor.
• The project will be required to comply with the Army Corps of Engineers 404 and California Department of Fish and Game 1601 permit process.
3.3.7 Water and Sewer Guidelines
• All water lines and related and required water service will be designed per City of Beaumont and Beaumont -Cherry Valley Water District requirements. • All sewer service improvements will be constructed in accordance with the City of Beaumont's requirements.
• All sewer service improvements to be maintained by the City of Beaumont. • All water and sewer lines will be properly sized to adequately service proposed future growth potential.
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• The cost of constructing oversized lines to serve existing or future off -site population shall be the responsibility of those to be served in accordance with the rules and regulations of the City of Beaumont.
3.3.8 Grading Guidelines
• All grading activities shall be in substantial conformance with the overall Grading Plan (Figure 2.9-1), and shall implement any grading related mitigation measures outlined in: Seismic Safety (EIR), Slopes and Erosions (EIR) and Preliminary Geotechnical Investigation (Technical Appendices).
• Prior to any development within any area of the Specific Plan, a Grading Plan for the portion in process shall be submitted for Planning and Engineering Department approval. The Grading Plan for each such area shall be used as a guideline for subsequent detailed grading plans for individual stages of development within that area.
• All streets shall have a gradient not exceeding 10%.
• All grading procedures shall be in compliance with the City of Beaumont Grading Standards. Standard engineering techniques will minimize the soil erosion and siltation potential to acceptable levels. Prior to grading plan, approval, the project proponent shall submit to the City of Beaumont for review and approval an erosion control program which indicates proper control of siltation, sedimentation and other pollutants.
The erosion control program measures will include but are not limited to, revegetation of cut and fill areas, utilization of sediment control devices at construction sites and diversion of storm run-off from development areas. All drainage will be conveyed in non -erosive drainage devices to suitable disposal points. Energy dissipation and methods for preventing scour and erosion should be part of any drainage improvements.
Noble Creek Vistas
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• Prior to submittal of the final tract map, a detailed Grading Plan shall be prepared and included with the map. The Grading Plan shall include the following information:
a) Preliminary grading quantity estimates;
b) Designation of areas which will be off-limits for temporary borrowing or exporting of material;
c) Techniques which will be utilized to prevent erosion and sedimentation during and after the grading process;
d) Approximate time frames for grading including identification of areas which may be graded during the rainy season (November through April); e) Preliminary pad and roadway elevations; and
f) Site drainage during grading.
• Detailed grading plans shall be prepared prior to any on -site grading for each project or group of projects.
• The applicant shall be responsible for maintenance and upkeep of all planting and irrigation systems until those operations become the responsibility of other parties. • The overall shape, height and grade of any cut and fill slope shall be developed in concert with the existing natural contours and scale of the natural terrain of a particular site.
• Potential brow ditches, terrace drains or other minor swales, determined necessary at future stages of project review, shall be lined with natural erosion control materials or concrete.
• Grading work shall be balanced on -site where and whenever possible. • Graded slopes shall be planted with interim erosion control plant materials if and when needed.
Noble Creek Vistas
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• All cut and fill slopes shall be constructed at inclinations of no steeper than two (2) horizontal feet to one (1) vertical foot unless otherwise approved by the City, and/or the Geotechnical Engineer of Record.
• Grading shall not be permitted prior to approval of grading permits for the development area in question.
• Graded slopes shall be oriented to minimize visual impacts to surrounding areas.
Noble Creek Vistas
Specific Plan
Development Standards & Guidelines
SECTION 4:
IMPLEMENTATION AND ADMINISTRATION
SECTION 4:
IMPLEMENTATION AND ADMINISTRATION
4.1- PHASING OF DEVELOPMENT
4.1.1 Phasing Plan
It is expected that the proposed project will be phased over a 5 year period, in response to market demands, according to a logical and orderly extension of roadways, public utilities and infrastructure.
4.1.2 Phasing Standards
The maximum dwelling unit total for the project as a whole is 648, however, for any particular planning area the number of dwelling units may be exceeded by up to ten (10) percent. If the developer should wish to exceed the maximum for a particular planning area, as stated above, a tracking report will be submitted to the City Planning Department, to demonstrate all dwelling unit shifts on a project -wide basis. A Specific Plan Amendment will not be required, provided that the tracking report explains to the satisfaction of the Planning Director the proposed dwelling unit distribution. Adherence to applicable development standards shall be required in any event.
Prior to issuance of building permits, improvement plans for the respective landscape areas for that stage of development shall be submitted to the City Planning Department for approval. The improvement plans shall include, but not be limited to the following:
Noble Creek Vistas
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• Final grading plan.
• Irrigation plans certified by a licensed landscape architect. • A landscaping plan with seed mixes for mulching and staking methods; locations, type, size and quantity of plantings. • Fence treatment plans.
• Special treatment/buffer area treatment plans.
• The availability of infrastructure will determine project phasing.
Maintenance Districts
Successful operation of maintenance districts and associations are important in maintaining quality in the project area. It is anticipated that maintenance responsibilities for private community facilities will be divided among a Master Homeowner's Association, or Neighborhood Associations. Maintenance costs for parks will be addressed through annexation to a Community Facilities District (CFD 93-1). Further, it is anticipated that public facilities will be dedicated to, and maintained by the City of Beaumont.
Parks
Three parks will potentially be provided for the benefit of community residents, as discussed previously in this report. These parks are proposed to be constructed by the project developer then dedicated to a Community Facilities District or similar maintenance organization. As described in prior sections, a more detailed parks program will be developed to ensure that all landowners/developers participate equitably in the attainment of the City's park standards.
Schools
Two (2) school sites are owned and operated by the local school district.
Project Roadways
All public project roadways will be designed and constructed to standards acceptable to the City and will therefore be dedicated to the City for maintenance.
Noble Creek Vistas
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Management of the Specific Plan
This Specific Plan will be used by the City to guide and control land development throughout the Noble Creek Vistas site. Development of the site will be in accordance to the infrastructure plans and the Development Standards contained herein. Future Tract Maps and Plot Plans will be reviewed by the City relative to compliance with this Specific Plan. If a proposed future land development project is not in compliance with this Specific Plan, then the City may choose to either decline or approve that project, or formally amend the Specific Plan.
Project Implementation
Infrastructure improvements shall be implemented on a fair share basis based on pro -rata parcel acreage as described in the Specific Land Use Plan Statistical Summary. In conjunction with submittal of the first tentative subdivision map the applicant shall formulate a program, approved by the Planning Director, which will enable infrastructure improvements to be paid for on a fair share basis for the entire Specific Plan area.
Implementation of the project in a coordinated fashion represents a significant challenge, given the current lack of an overall master developer and because the project is comprised of multiple property ownerships. It may be necessary for the City of Beaumont to take on a greater than customary management role to ensure that the project's many common elements (i.e., parks, flood control facilities and other infrastructure, entry treatments and landscape buffers) are developed in a timely and consistent manner. The City's Community Facilities District (CFD) may be employed as a financing and administrative entity for these purposes.
4.2 - APPLICATION PROCESSING
Development within the Project area shall be implemented through the City of Beaumont Specific Plan Review process as set forth in Section 17.36 of the City's Zoning Code. The implementation process described below provides for the mechanisms for review and approval of development projects within the Project area.
Noble Creek Vistas
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4.2.1 Development Review
Development Review is required for the adoption of the Specific Plan and concurrent Master Plot Plan for the project. Submittal of a Development Review Permit application shall be of a form and content consistent with the City of Beaumont requirements. The City Council shall review and concurrently approve the Specific Plan and Master Plot Plan.
After City approval of a Master Plot Plan, changes to the size, location, and design of any uses or structures may be approved by the Planning Director. Upon determination by the Planning Director that the proposed revision is in substantial conformance with the provisions of this Specific Plan, the revised plan shall be approved by the Planning Director or the Director's designee.
4.2.2 Specific Plan Zone
Section 17.36 of the City of Beaumont Zoning Code presents the intent of the Specific Plan Zone:
The provisions of Section 17.36, inclusive, shall be known as the SPA Specific Plan Area Zone, and are intended to accommodate Specific Plan Areas shown on the City of Beaumont General Plan or on those lands for which a specific plan has been adopted by the City Council pursuant to the Government Code. Application of the SPA Zone can create an unlimited variety of land uses in conformance with the General Plan. Upon adoption of the SPA designation as the Zone for a particular parcel(s), the designation shall include a density factor setting for the maximum number of dwelling units per residential acreage which shall not include acreage used for non- residential purposes.
Where a Specific Plan is not consistent with the General Plan, appropriate General Plan amendments must be considered concurrently with the Specific Plan.
Noble Creek Vistas
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An adopted specific plan supersedes the City zoning for the site area included in the proposed land use plan of the Specific Plan.
All other provisions of the City Zoning Code, which are applicable to the site, shall apply unless identified in the Specific Plan.
4.2.3 Division of Land Procedures (Subdivision Map Act) Implementation of the Specific Plan would require the subdivision of land with a Parcel Map pursuant to California Government Code, Title 7, Division 2, Subdivision Map Act.
When the subdivision of land is associated with the Specific Plan, a public hearing is required for the approval of subdivisions.
4.3 - SPECIFIC PLAN AMENDMENTS
The City of Beaumont Planning Director shall be responsible for administering the provisions of this Specific Plan in accordance with the provisions of the State of California Government Code, Subdivision Map Act, and the City of Beaumont General Plan and Zoning Ordinance.
4.3.1 Minor Amendments
Minor amendments include simple modifications to text or graphics that do not change the meaning, intent, or are contrary to any provision of the Specific Plan. Minor modifications may be accomplished administratively by the Planning Director and are appealable to the Planning Commission and City Council.
4.3.2 Major Amendments
Major modifications are amendments to exhibits or text that are intended to change the intent, development standards or other significant provisions of the Specific Plan. Major modifications require a Specific Plan Amendment and approval by the Planning Commission and City Council in accordance with requirements of the City's Zoning Code.
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4.4 INTERPRETATIONS
Unless otherwise provided, any ambiguity concerning the content or application of the Noble Creek Vistas Specific Plan shall be resolved by the City of Beaumont Planning Director in a manner consistent with the goals, policies, purpose and intent established herein.
Noble Creek Vistas
Specific Plan
Implementation and Administration
APPENDICES
APPENDIX A: LEGAL DESCRIPTION
EXHIBIT "A"
VICINITY MAP
BROOKSIDE AVE
REORGANIZATION TO INCLUDE ANNEXATION 02-ANX-01
TO THE CITY OF BEAUMONT AND CONCURRENT
DETACHMENTS FROM THE RIVERSIDE COUNTY
WASTE RESOURCES MANAGEMENT DISTRICT
LAFCC NO.
N8919'36"W
1921.60'
28 27 N89'56'46"E
1294.80'
SITE
14TH ST
HWY 6D
ROOKSIDE
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417.44 ACRES
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&AL LAND
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37. Wes=
Exp. i2/31/©6
No. 6359
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406-070-050
406-070-046
406-080-011
406-080-012
406-080-032 LLI
406-070-038 406-080-033
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406-070-024
N58'11'O8"W (R)
406-070-025
14TH
406-140-009
AVENUE
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406-290-034-4
COUGAR WAY
406-290-03
406-290-028
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33 34 STREET
N89'38151"W CURVE DATA
4 ITEM
DELTA.
RADIUS
LENGTH
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70.34'
3 DIIDENNIS JANDA, INC.
MA PPING/SURVEYING SERVICES
42164 REMINGTON AVENUE
TEMECULA, CA 92590
EMAIL: [email protected]
PH: (951) 699-8874
FAX: (951) 699-8568
page 13G8 of 27
DATE:7-17-06 CI-IECKED BY: DJ
4371.5
406-140-003
406-140-005
GRAPHIC SCALE
z
0 CO
0 400 600 1600
( IN FEET )
1 inch -- 800 ft.
75SHEET 1 OF 1
ANNEXATION BOUNDARY
EXISTING CITY BOUNDARY
SCALE:1 ”=800'
DRAWN BY: LA
JO8ft SM-06--072
EXHIBIT "A"
"
REORGANIZATION TO INCLUDE ANNEXATION 02-ANX-01
TO THE CITY OF BEAUMONT AND CONCURRECT
DETACHMENTS FROM THE RIVERSIDE COUNTY
WASTE RESOURCES MANAGEMENT DISTRICT
LAFCO NO.
BEING A PORTION OF SECTION 33, TOWNSHIP 2 SOUTH, RANGE I WEST, SAN BERNARDINO
BASE AND MERIDIAN, RIVERSIDE COUNTY, ALSO A PORTION OF THE NORTHWEST QUARTER CORNER OF SECTION 34 OF RECORD OF SURVEY BOOK 12, PAGE 36, RECORDED DECEMBER, 1939, RECORDS OF RIVERSIDE COUNTY, STATE OF CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT THE CENTERLINE INTERSECTION OF BROOKSIDE AVENUE AND BEAUMONT AVENUE AS IT NOW EXISTS;
THENCE SOUTHERLY ALONG SAID CENTERLINE OF BEAUMONT AVENUE SOUTH 00°17'19" WEST, A DISTANCE OF 5270.42 FEET TO A POINT ON THE SOUTHERLY LINE OF SAID SECTION 34, SAID POINT ALSO BEING THE CENTERLINE INTERSECTION OF BEAUMONT AVENUE AND FOURTEENTH STREET;
THENCE WESTERLY ALONG SAID CENTERLINE OF FOURTEENTH STREET, NORTH 89°38'51" WEST, A DISTANCE OF 4371.53 FEET TO A POINT ON THE SOUTHERLY LINE OF SAID SECTION 33, SAID POINT ALSO BEING THE CENTERLINE INTERSECTION OF FOURTEENTH
STREET AND NOBLE CREEK CHANNEL AS SHOWN BY RECORD OF SURVEY ON FILE IN BOOK 51, PAGES 88 THROUGH 98, INCLUSIVE, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA;
THENCE NORTHERLY ALONG SAID CENTERLINE OF NOBLE CREEK CHANNEL NORTH 30°28'16" EAST, A DISTANCE OF 2107.73 FEET TO THE BEGINNING OF A TANGEN CURVE, CONCAVE SOUTHEASTERLY HAVING A RADIUS OF 3000.00 FEET;
THENCE NORTHEASTERLY, ALONG SAID CURVE AND SAID CENTERLINE OF NOBLE CREEK CHANNEL, THROUGH A CENTRAL ANGLE OF 01°20'36" AN ARC LENGTH OF 70.34 FEET TO A POINT BEARING A RADIAL OF NORTH 89° 11'08" WEST; THENCE LEAVING SAID CENTERLINE OF NOBLE CREEK CHANNEL NORTH 01°17'38" EAST, A DISTANCE OF 3388.87 FEET TO A POINT ON THE NORTHERLY LINE OF SAID SECTION 33,
SAID POINT ALSO BEING THE CENTERLINE INTERSECTION OF OAK VIEW DRIVE AND BROOKSIDE AVENUE;
THENCE EASTERLY ALONG SAID CENTERLING OF SAID BROOKSIDE AVENUE, NORTH 89°19'36" WEST, A DISTANCE OF 1921.60 FEET TO THE NORTHEAST CORNER OF SAID SECTION 33 AND NORTHWEST CORNER OF SAID SECTION 34;
THENCE EASTERLY ALONG THE NORTHERLY LINE OF SAID SECTION 34 NORTH 89°56'46" EAST, A DISTANCE OF 1294.80 FEET TO THE POINT OF BEGINNING:
THE ABOVE DESCRIBED PARCELS OF LAND CONTAINS 417.44 ACRES, MORE OR LESS.
AS SHOWN ON EXHIBIT "A" ATTACHED HERETO MADE A PART THEREOF.
DENNIS W. JANDA, PLS 6359
EXP. 12/31/06
DATE
Page X564 8 k775
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B. GEOTECHNICAL INVESTIGATIONS
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GEOTECHNICAL INVESTIGATION
TENTATIVE TRACT NO. 29267
RIVERSIDE COUNTY, CALIFORNIA
PREPARED FOR
NOBEL CREEK MEADOWS, LLC
JOB NO. 99510-3
Et •
*-4-1 • • INCORPORATED
P.O. Box 231, Colton, CA 92324-0231 • 1 355 E. Cooley Dr., Colton, CA 92324-3951 Phone (909) 824-7210 • Fax (909)824-7209
August 3, 1999
Nobel Creek Meadows, LLC
c/o Gabel, Cook & Becklund
125 West La Cadena Boulevard
Riverside, California 92501
Attention: Mr. Grant Becklund
Dear Mr. Becklund:
Job No. 99510-3
Attached herewith is the Geotechnical Investigation report, prepared for the proposed residential development (Tentative Tract No. 29267) to be located northwest of the intersection of 14th Street and Elm Street, in the Beaumont area of Riverside County, California.
This report was based upon a scope of services generally outlined in our proposal letter dated June 29, 1999, and other written and verbal communications.
We appreciate this opportunity to provide geotechnical services for this project. If you have questions or comments concerning this report, please contact this firm at your convenience.
Respectfully submitted,
C.H.J., INCORPORATED
Ben Williams, Senior Staff Engineer
BW/RJJ: sp
Distribution: Nobel Creek Meadows (4)
Gabel, Cook & Becklund, Inc (2)
Mr. Jack VanderWoude (1)
SOILS ENGINEERING • GEOLOGY • ENVIRONM NTAL id I ( ( ING & EVALUATION • CONSTRUCTION INSPECTION
TABLE OF CONTENTS
PAGE
INTRODUCTION i
SCOPE OF SERVICES 1
PROJECT CONSIDERATIONS 2
SITE DESCRIPTION 2
AERIAL PHOTOGRAPH REVIEW 3
FIELD INVESTIGATION 4
LABORATORY INVESTIGATION 5
SITE GEOLOGY AND SUBSURFACE SOIL CONDITIONS 5
FAULTING 7
HISTORICAL EARTHQUAKES 9
SEISMIC ANALYSIS 10
Probabilistic Hazard Analysis 11
Seismic Zone 11
Soil Profile Characterization 12
Near -Source Effects 12
GROUNDWATER AND LIQUEFACTION 12
FLOODING AND EROSION 12
CONCLUSIONS 13
RECOMMENDATIONS 15
Seismic Design Considerations 15
General Site Grading 15
Initial Site Preparation 16
Preparation of Fill Areas 16
Preparation of Footing Areas 17
Compacted Fills 17
Slope Construction 18
Slope Protection 19
Expansive Soils 19
Foundation Design 20
Lateral Loading 20
Slabs -on -Grade 21
Potential Erosion 21
Construction Observation 22
LIMITATIONS 22
CLOSURE 23
REFERENCES 24
AERIAL PHOTOGRAPHS REVIEWED 26
TABLE OF CONTENTS
ENCLOSURE
APPENDIX "A" - GEOTECHNICAL MAPS
Index Map "A-1"
Geologic Map "A-2"
Geologic Index Map "A-3"
Fault Map "A-4"
Earthquake Epicenter Map "A-5"
APPENDIX "B" - EXPLORATORY LOGS
Key to Logs "B" (loft)
Soil Classification Chart "B" (2of2)
Exploratory Borings "B -1"-"B-20"
APPENDIX "C" - LABORATORY TESTING
Test Data Summary "C -1"-"C-8"
APPENDIX "D" - GEOTECHNICAL DETAILS
Foundation and Slab Recommendations for Expansive Soils "D-1" Slope Benching Details "D-2"
Building Setback Detail "D-3"
APPENDIX "E" - SEISMIC DATA
Probability of Exceedance vs. Acceleration "E-1"
GEOTECHNICAL INVESTIGATION
TENTATIVE TRACT NO. 29267
RIVERSIDE COUNTY, CALIFORNIA
PREPARED FOR
NOBEL CREEK MEADOWS, LLC
JOB NO. 99510-3
INTRODUCTION
During July and August of 1999, a geotechnical investigation for Tentative Tract No. 29267, to be located north of the intersection of 14th Avenue and Elm Drive, in the Beaumont area of Riverside County, California, was performed by this firm. The purpose of this investigation was to explore and evaluate the soils engineering/geologic conditions at the subject site and to provide appropriate geotechnical engineering recommendations for design of the proposed structures and infrastructure.
To orient our investigation at the site, a 1:1200 scale Grading Plan, prepared by Gabel, Cook and Becklund was furnished for our use. The Grading Plan included a tentative development scheme including 333 residential lots. The approximate location of the site is shown on the attached Index Map (Appendix "A").
The results of our investigation, together with our conclusions and recommendations, are presented in this report.
SCOPE OF SERVICES
The scope of services provided during this geotechnical investigation included the following:
• Review of published and unpublished literature and maps. • Review and analysis of stereoscopic aerial photographs flown in 1974, 1980, 1984, 1990, and 1995.
• A geologic field reconnaissance of the site and surrounding area, and geologic mapping of the site.
• Placement of 20 exploratory borings on the site.
• Logging and sampling of exploratory borings for testing and evaluation.
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• Laboratory testing on selected samples.
• Evaluation of the soils engineering data to develop site -specific recommendations for site grading, conventional static foundation design, and mitigation of potential geologic constraints.
PROJECT CONSIDERATIONS
Information furnished this office indicates that 80± acres of the subject 100 ± acre site will be developed with 333 residential structures and related infrastructure. The remaining 20 acres of the site is to be dedicated as park land and was not a part of our investigation. It is our understanding that the proposed structures will be one to two stories in height and of wood frame and stucco or similar type construction. Light to moderate foundation loads are normally associated with such structures.
The project grading plan indicates that development of this site will entail maximum cuts on the order of 10 feet deep and maximum fill on the order of 25 feet high; however, cuts and fills will generally be much less. The final project grading plan should be reviewed by the geotechnical engineer.
In addition to the proposed structures, site infrastructure improvements such as buried utility lines and streets are proposed.
SITE DESCRIPTION
The subject site is an irregularly shaped parcel located north of the intersection of 14th Avenue and Elm Drive in the Beaumont Area of Riverside County, California. Noble Creek Park exists to the southwest, Noble Creek borders the site on the north and northwest and 14th Avenue borders the site on the south. The sites to the east, and north and to the northwest of Noble Creek, as well as south of 14th Avenue are vacant at this time.
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At the time of this investigation, the topography of the site consisted of a topographically lower area on the north and a higher plateau area on the south. The two areas are separated by moderately steep (approximately 10 to 18 percent slope) hillsides and incised drainages. The site is vacant with the exception of high voltage overhead power lines crossing the southern portion of the site in the area of the steep hillsides. Small corral structures exist on the southern portion of the site and the site is fenced. An earthen dam has been constructed in a ravine on the southern portion of the site and it appears that the area upstream of the dam has experienced some siltation.
Two unpaved roads cross the ravine in the center and along the eastern border of the site. The central road is on fill material (earthen dam) built up above the natural channel bottom.
Trees exist in the area of the corral structures and the site is covered with a moderately dense growth of weeds and seasonal grasses. It appears that previous site usage has been for cattle. grazing and dry farming. A high pressure gas line exists along 14th Avenue and the southern border of the site.
No other surface features pertinent to this investigation were noted.
AERIAL PHOTOGRAPH REVIEW
As part of this investigation, aerial photographs dating back to 1974 were reviewed for past land usage and evidence of geotechnical hazards.
The 1974 aerial photographs show the site as vacant land, apparently used for grazing or dry farming purposes. The site is bordered to the northwest by Noble Creek and to the south by 14th Street. The surrounding areas were vacant except for a residential type structure adjacent to the western border of the site. A northeast trending ravine is located in the southern portion of the site. Two linear drainages are located in the southern portion of the site perpendicular to the ravine. No other significant features were noted.
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Aerial photographs flown in 1980 show graded pads existed off -site adjacent to the site's southwest border. Development of Noble Creek Park was also visible to the west. No other significant features were noted.
1984 aerial photographs indicate the development of an earthen dam on the southwestern edge of the ravine and road construction near the center of the ravine. Graded areas, indicating possible fill, along the southern edge of the site near 14th Street are visible. More extensive development of the adjacent Noble Creek Park is visible on the aerial photographs. No other significant features were noted.
No significant changes to the site are visible on the 1990 aerial photographs.. A commercial type structure is located off -site on the photographs near the southwestern corner of the site. No other significant changes were noted.
The 1995 aerial photographs show no significant changes to the site or surrounding areas.
FIELD INVESTIGATION
The soil conditions underlying the subject site were explored by means of 20 exploratory borings drilled to a maximum depth of 51.5 feet below the existing ground surface with a truck -mounted CME 55 drill rig equipped for soil sampling. The approximate locations of our exploratory borings are indicated on the attached Geologic Map (Appendix "A").
Continuous logs of the subsurface conditions, as encountered within the exploratory borings, were recorded at the time of drilling by a staff geologist from this firm. Relatively undisturbed samples were obtained by driving a split spoon ring sampler ahead of the borings at selected levels. In addition, the standard penetration sampler was driven ahead of the boring at selected levels within some of the borings. After the required seating of the sampler, the number of hammer blows required to advance the sampler a total of 12 inches was converted to Standard Penetration Test
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(SPT) data and recorded on the boring logs. Undisturbed as well as bulk samples of typical soil types obtained were returned to the laboratory in sealed containers for testing and evaluation.
Our exploratory boring logs, together with our SPT data, are presented in Appendix "B". The stratification lines presented on the boring logs represent approximate boundaries between soil types, which may include gradual transitions.
LABORATORY INVESTIGATION
Included in the laboratory testing program were field moisture content determinations on all samples returned to the laboratory and field dry densities on all undisturbed samples. The results are included on the boring logs. Optimum moisture content - maximum dry density relationships were established for typical soil types. Direct shear and consolidation testing was performed on selected samples in order to provide shear strength and consolidation parameters for bearing capacity, earth pressure and settlement evaluations. An expansion index determination was performed on a selected sample of clay -bearing material. Selected samples of material were delivered to Del Mar Analytical Laboratory for soluble sulfate analysis.
Summaries of the laboratory test results appear in Appendix "C".
SITE GEOLOGY AND SUBSURFACE SOIL CONDITIONS
The site is located on the south portion of the Beaumont Plain, a portion of the Peninsular Ranges Geomorphic Province. The Beaumont Plain is a older, partially dissected geomorphic surface in part formed by coalesced alluvial fans (Reynolds and others, 1992) although in the south portion the depth of alluvium appears to be minimal (Matti and others, 1992). Dibblee (1982, Enclosure "A-3") shows the area of the site as underlain by Quatenary alluvium. Matti (1985) shows the site as Holocene and Pleistocene -age alluvium. Geologic mapping of the site is included in Enclosure "A-2".
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The surficial older alluvium at the site (map unit "Qoa") consists of reddish -brown sands and silty sands. Based on the degree of soil development and other characteristics, the older alluvium is considered to be Late Pleistocene in age. Younger alluvium at the site (map unit "Qya") is composed of sands and silty sands and is considered to be Holocene in age. The younger alluvium is associated with Noble Creek.
Data from our exploratory borings indicates that the younger alluvium underlying the topographically lower area of the subject site typically consists of surficial silty sands (SM) and poorly graded sands with silt (SP-SM) underlain at a relatively shallow depth by poorly graded sands (SP) to the maximum depths attained. Density testing and SPT data from our exploratory borings indicates that the surficial material is in place in loose to medium dense states, and the underlying alluvium is in place in medium dense to dense states generally grading denser with depth.
The older alluvium which underlies the topographically higher area of the subject site typically consists of surficial silty sands (SM) underlain by poorly graded sands (SP) and poorly graded sands with silt (SM-SP) with interbedded sandy silt (ML) to the maximum depths attained. Density testing and SPT data from our exploratory borings indicates that the surficial material and underlying alluvium are in place in medium dense to dense states, generally grading denser with depth.
Certain samples of the older alluvial soils (SM and ML) encountered in the plateau area contained appreciable amounts of clay. These soils had a "low" expansion potential when tested as per Uniform Building Code Test Method 18-2.
Results of soluble sulfate testing indicate a "negligible" anticipated exposure to sulfate attack.
Refusal to further advancement of the augers was not experienced within any of the exploratory borings utilized for this investigation.
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No bedrock or free groundwater was encountered within any of the exploratory boring to the maximum depths attained.
All of the exploratory borings experienced moderate caving upon removal of the drilling augers.
A more detailed description of the subsurface soil conditions encountered within our exploratory borings is presented on the attached boring logs.
FAULTING
The tectonics of the Southern California area are dominated by the interaction of the North American Plate and the Pacific Plate, which are apparently sliding past each other in a translational motion. The San Andreas fault is thought to represent the major surface expression of the tectonic boundary between the Pacific Plate and the North American Plate, although some of the motion is partitioned out to the related northwest -trending strike -slip faults such as the San Jacinto fault and faults associated with the East Mojave shear zone. Local compressional or extensional strain resulting from the translational motion along this boundary is accommodated by left -lateral, reverse and normal faults such as the San Gorgonio Pass fault zone and the . Beaumont Plains fault zone (Matti and others, 1992).
The site does not lie within or immediately adjacent to an Alquist-Priolo Earthquake Fault Zone designated by the State of California to include traces of suspected active faulting. No active faults are shown on or in the immediate vicinity of the site on published geologic maps. No evidence for active faulting on or immediately adjacent to the site was observed during the geologic field reconnaissance or on the aerial photographs reviewed.
Fault scarps and other lineaments associated with the Beaumont Plains fault zone have been mapped on the subject site by Matti and others (1985) and Treiman (1994). The Beaumont Plains fault zone is a system of normal faults that are apparently the result of local extensional strain. Traces of this
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fault zone are observed as muted scarps expressed in the older alluvium (see Geologic Map, Enclosure "A-2"). Quaternary activity is evident for the fault zone but where investigated, evidence of Holocene (Recent) activity has so far been uncertain or doubtful (Treiman, 1994). Traces of the Beaumont Plains fault zone across Noble Creek, west of the site, were trenched by others in the late 1980's. That investigation concluded that the faults that were trenched were inactive and not considered to be a ground rupture hazard (Wessly Reeder, Personel Communication, July 13, 1999).
The Banning fault is located approximately 1 1/2 miles northeast of the site. The Banning fault places granitic and metamorphic bedrock over Plio - Pleistocene age sediments. The Banning fault is an ancient strike -slip fault that was initially abandoned in early Pliocene time and partially reactivated in response to compressional strain early in the Quaternary (Matti and others, 1992).
It appears the local compressional strain has since shifted to the San Gorgonio Pass fault zone and the Banning fault north of the site is considered to be inactive (Treiman, 1994). East of Cabazon, the structure referred to as the Banning fault represents a branch of the Coachella Valley segment of the San Andreas fault and is considered active. The Banning fault north of the site is apparently not a continuation of the active Banning branch of the Coachella Valley segment of the San Andreas fault (Rasmussen and Reeder, 1986).
A system of reverse, thrust and strike slip faults known as the San Gorgonio Pass fault zone is located approximately 3 1/2 miles east of the site. Apparently the result of local compressional strain, this fault system exhibits evidence of late Holocene activity and has recently been included within an Alquist Priolo Earthquake Fault Zone (Smith, 1979; Treiman 1994).
The San Andreas fault zone in the San Gorgonio Pass region is poorly expressed at the surface.
A through -going fault trace connecting the San Bernardino Mountains segment with the Coachella Valley segment has not been discovered and how the translational deformation is accommodated in this area is presently a subject of controversy (Allen, 1957; Rasmussen and Reeder, 1986; Matti and others, 1992; Treiman, 1994). The San Bernardino strand can be traced with confidence
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through the Burro Flats region approximately 6 miles northeast of the site. The Working Group on California Earthquake Probabilities (1995) tentatively assigned a 28 percent (± 13 percent) probability. to a major earthquake occurring on the San Bernardino Mountains segment of the San Andreas fault between 1994 and 2024.
The San Jacinto fault zone, a system of northwest -trending right -lateral strike -slip faults, is present as two parallel main strands across the San Jacinto Valley southwest of the site. At a closest distance of approximately 6 1/2 miles, the eastern trace or Claremont fault is well expressed in the northern San Jacinto Valley and is locally coincident with the southwest margin of the San Jacinto mountains and San Timoteo Badlands. More large historic earthquakes have occurred on the San Jacinto fault than any other fault in Southern California (Working Group on California Earthquake Probabilities, 1988). Based on the data of Matti and others (1992), This portion of the San Jacinto fault may be accommodating much of the motion between the Pacific Plate and the North American Plate in this area. Matti and others (1992) suggest this motion is transferred to the San Andreas fault in the Cajon Pass region by "stepping over" to parallel fault strands. The Working Group on California Earthquake Probabilities (1995) tentatively assigned a 43 percent (±17 percent) probability of a major earthquake on the San Jacinto Valley segment of the San Jacinto fault for the 30 year interval from 1994 to 2024.
HISTORICAL EARTHQUAKES
A map of recorded earthquake epicenters is included as Enclosure "A-4" (Goter and others, 1994).
The epicenters and magnitudes that are shown are . based on data from historical records and recording instruments. This enclosure presents small dots as epicenters of earthquakes with magnitude of less than 5.5 that were recorded from 1980 through January 1994. The circles represent earthquake epicenters with magnitudes equal to or greater than 5.5 that were recorded from 1836 to January 1994.
The San Jacinto fault is the most seismically active fault in Southern California, although it has no record of producing great events comparable to those that occurred on the San Andreas fault during
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the Fort Tejon earthquake of 1857 and the San Francisco earthquake of 1906 (Working Group on California Earthquake Probabilities, 1988). Between 1899 and 1990, seven earthquakes of ML 6.0 or greater have occurred along the San Jacinto fault. Two of these earthquakes, an estimated ML
6.7 1 in 1899 and a ML 6.8 in 1918, took place in the San Jacinto Valley, south of the site. Two others, an estimated ML 6.5 in 1899 and a ML 6.2 in 1923, took place in the San Bernardino Valley, north of the site (Working Group on California Earthquake Probabilities, 1988).
No large earthquakes have occurred on the San Bernardino Mountains segment of the San Andreas fault within the regional historical time frame. Using dendrochronological evidence Jacoby and others (1987) inferred that a great earthquake on December 8, 1812 ruptured the northern reaches of this segment. Recent trenching studies have revealed evidence of rupture on the San Andreas fault at Wrightwood occurred within this time frame (Fumal and others, 1993). Comparison of rupture events at the Wrightwood site and Pallett Creek and analysis of reported intensities at the coastal missions led Fumal and others (1993) to conclude that the December 8, 1812 event ruptured the San Bernardino Mountains segment of the San Andreas fault largely to the southeast of Wrightwood, possibly extending into the San Bernardino Valley, north of the site.
Surface rupture occurred on the Mojave segment of the San Andreas fault in the great 1857 Fort Tejon earthquake. The Coachella Valley segment of the San Andreas fault was responsible for the 1948 ML 6.5 earthquake in the Desert Hot Springs area and for the 1986 ML 5.6 earthquake in the North Palm Springs area.
No significant historical earthquakes have been specifically attributed to the Beaumont Plains fault zone, the San. Gorgonio Pass fault zone, or the Banning fault in the general area of the site.
SEISMIC ANALYSIS
The precise relationship between magnitude and recurrence interval of large earthquakes for a given. fault is not known due to the relatively short time span of recorded seismic activity. As a result,
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a number of assumptions must be made to quantify the ground shaking hazard at a particular site.
The probabilistic method is prescribed by current codes and was utilized during this investigation.
PROBABILISTIC HAZARD ANALYSIS:
The probabilistic analysis of seismic hazard is a statistical analysis of seismicity of all known regional faults attenuated to a particular geographic location. The results of a probabilistic seismic hazard analysis are presented as the annual probability of exceedance of a given strong motion parameter for a particular exposure time (Johnson and others, 1992).
For this report the probabilistic analysis computer program FRISKSP (Blake, 1998) was used to analyze the location of the site under the criteria for soil sites by Campbell (1997) in relation to seismogenic faults within a 62 -mile (100km) radius of the site. This program assumes that significant earthquakes occur on mappable faults and that the occurrence rate of earthquakes on a fault is proportional to the estimated slip rate of that fault. Potential earthquake magnitudes are correlated to expected fault rupture areas and the resultant maximum ground acceleration at the site is computed. From the summation of the accelerations from all the potential sources, the total average annual expected number of occurrences of an acceleration greater than each of the values requested is calculated (Blake, 1998). The resultant graph of probability of exceedance vs. acceleration (Enclosure "E-1") indicates that a peak ground acceleration of 0.73g has a 10 percent probability of exceedance in 50 years. This corresponds to the Design Basis Earthquake as defined in the California Building Code (International Conference of Building Officials, 1995) and has a statistical return period of 475 years.
SEISMIC ZONE:
Figure 16A-2 presented in the 1998 California Building Code places all of western San Bernardino County, including the site, within Seismic Zone 4. Table 16-I of the 1997 Uniform Building Code assigns a Seismic Zone Factor "Z" of 0.40 to Seismic Zone 4.
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SOIL PROFILE CHARACTERIZATION:
Based on review of SPT blow counts from the exploratory borings, the appropriate classification for this site is soil profile type SD, stiff soil.
NEAR -SOURCE EFFECTS:
The seismic hazard to this site is dominated by the adjacent San Andreas and San Jacinto faults.
Therefore, the site is subject to near -source effects of strong motion. For the purpose of near source effect evaluation, maps of near source zones in California including a classification table for the faults involved were prepared by the California Division of Mines and Geology (Petersen and others, 1998) to be used with the 1997 Uniform Building Code (International Conference of Building Officials, 1997). The San Andreas fault is classified as a type "A" fault and the San Jacinto fault is classified as a type "B" . fault by the California Division of Mines and Geology (Petersen and others, 1998). The applicable near -source acceleration factor N,, as defined in the 1997 Uniform Building Code, would be 1.00 and the near -source velocity factor Nv would be 1.20.
GROUNDWATER AND LIOUEFACTION
No free groundwater was encountered within any of our exploratory borings to the maximum depths attained (51.5 feet). No evidence of shallow groundwater was observed during our field investigation. The current depth to groundwater below the site is not known but is estimated to be approximately 350 feet based on recent data from State Well Nos. T2S/R1W 33L and T1S/R1W 32A01S (Western Municipal Water District, 1999). All of these wells are located less than 1 mile from the site. Surface water from nearby Noble Creek can periodically create temporary perched groundwater conditions. Due to the temporary nature of perched groundwater, the density of the underlying soils and other factors, liquefaction and other groundwater hazards are not anticipated.
FLOODING AND EROSION
No evidence of recent significant flooding of the site was observed during the geologic field reconnaissance or on the aerial photographs reviewed. However, there was minor flooding of the
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western portion of the site at the time of this investigation. An evaluation of the flood potential of the site falls under the purview of others.
The upper soils encountered within the site consist of silty sands and poorly graded sands that are moderately susceptible to erosion by wind and water. Positive drainage should be provided and water should not be allowed to pond anywhere on the site. Water should not be allowed to flow over any graded or natural areas in such a way as to cause erosion.
CONCLUSIONS
On the basis of our field and laboratory investigations, it is the opinion of this firm that the proposed development is feasible from a soil engineering standpoint, provided the recommendations contained in this report are implemented during grading and construction.
The site does not lie within or immediately adjacent to an Alquist-Priolo Earthquake Fault Zone designated by the State of California to include traces of suspected active faulting. No active or potentially active faults are shown on or in the immediate vicinity of the site on published geologic maps. No evidence for active faulting on or immediately adjacent to the site was observed during the geologic field reconnaissance or on the aerial photographs reviewed.
Severe seismic shaking of the site can be expected during the lifetime of the proposed structures.
No evidence of significant slope failures was observed on the site. Surficial materials are highly susceptible to erosion, particularly when runoff is concentrated onto slopes.
The close proximity of Noble Creek can create a temporary perched groundwater table, but due to the density of the underlying soils and other factors, liquefaction is not anticipated.
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No evidence of recent significant flooding of the site was observed during the geologic field reconnaissance or on the aerial photographs reviewed. Minor flooding did occur during this investigation. Recommendations for flood hazard mitigation fall under the purview of others.
Based upon our field investigation and test data, it is our opinion that the upper soils will not, in their present condition, provide uniform or adequate support for the proposed structures. Our density and SPT testing indicated variable in -situ conditions of the upper soils, ranging from loose to medium dense states. The younger alluvial soils in the lower planar area to a depth of approximately 5 feet exhibited significant potential for hydroconsolidation. These conditions may cause unacceptable differential and/or overall settlement upon application of the anticipated foundation loads.
Because of site conditions in the lower planar area, it is our recommendation that as a minimum, the upper 48 inches of the younger alluvial soils in the building pad areas and 24 inches of existing soil in other areas to be graded be removed with the bottom of the excavations scarified 12 inches and compacted prior to replacement of the excavated soils as properly compacted fill.
Within the upper plateau area, it is our recommendation that as a minimum, the upper 12 inches of the alluvial soils in the building pad areas and other areas to be graded be removed, the bottom of the excavation scarified, compacted and the excavated soils replaced as properly compacted fill.
To provide adequate support for the proposed structures, it is our recommendation that the building areas be further subexcavated as necessary and recompacted to provide a compacted fill mat beneath footings and slabs. A compacted fill mat will provide a dense, uniform, high -strength soil layer to distribute the foundation loads over the underlying soils. In addition, the removal of the upper existing alluvial soils and the construction of a compacted fill mat should ensure removal and recompaction or densification of loose and disturbed soils and allow for the removal of any roots that may remain. Conventional spread foundations, either individual spread footings and/or continuous wall footings, may be utilized in conjunction with a compacted fill mat.
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All fill encountered during this investigation and any fill encountered during the grading operation, should be removed and replaced as properly compacted fill. The area upstream of the existing earthen dam contains relatively young unconsolidated sediments. All such soil should be considered undocumented man-made fill and treated as such.
Our preliminary slope stability calculations indicate that both the anticipated 2(h):1(v) cut and fill slopes should be grossly stable to heights up to 30 feet.
RECOMMENDATIONS
SEISMIC DESIGN CONSIDERATIONS:
Severe seismic shaking of the site can be expected during the lifetime of the proposed structures.
Therefore, the proposed structures should be designed accordingly.
A soil profile type SD, stiff soil, is appropriate for the site.
The site is subject to near -source acceleration and velocity factors (NA and NV) of 1.00 and 1.20, respectively, as defined in the 1997 Uniform Building Code.
GENERAL SITE GRADING:
It is imperative that no clearing and/or grading operations be performed without the presence of a representative of the soils engineer. An on -site pre job meeting with the developer, the contractor and the soils engineer should occur prior to all grading related operations. Operations undertaken at the site without the soils engineer present may result in exclusions of affected areas from the final compaction report for the project.
Grading of the subject site should be performed, at a minimum, in accordance with these recommendations and with applicable portions of the Uniform Building Code. The following recommendations are presented for your assistance in establishing proper grading criteria.
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INITIAL SITE PREPARATION:
All areas to be graded should be stripped of significant vegetation and other deleterious materials.
These materials should be removed from the site for disposal.
Any existing pockets of fill or loose disturbed soils encountered during construction should be completely removed, cleaned of significant deleterious materials and may be reused as compacted fill. Any roots or other deleterious materials encountered at this time should be removed prior to replacing the soil.
In order to remediate the collapse potential of the younger alluvial soils in the lower planar area, it is our opinion that a mandatory removal of 48 and 24 inches below the existing ground surface in the building pad areas and areas to be graded, respectively, should be performed. A representative of the soils engineer should be present during the subexcavation operation prior to scarification and refilling in order to identify any potentially collapsible soils that may extend below that zone. All such soils should be removed at that time.
In the upper plateau area and adjacent hillsides, the depth of mandatory removal should be 12 inches for all areas to be graded.
Cavities created by removal of subsurface obstructions such as root stocks should be thoroughly cleaned of loose soil, organic matter and other deleterious materials, shaped to provide access for construction equipment, and backfilled as recommended for site fill.
PREPARATION OF FILL AREAS:
Prior to placing fill, after the mandatory subexcavation operation, the surfaces of all areas to receive fill should be scarified to a depth of approximately 12 inches. The scarified soils should be brought to at least 2 percent above optimum moisture. content and recompacted to a relative compaction of at least 90 percent in accordance with ASTM D 1557-91.
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PREPARATION OF FOOTING AREAS:
All footings should rest upon at least 12 inches of properly compacted fill material. In areas where the required thickness of compacted fill is not accomplished by the mandatory subexcavation operation and by site rough grading, the footing areas should be subexcavated to a depth of at least 12 inches below the proposed footing base grade, with the subexcavation extending at least 5 feet beyond the footing lines. The bottom of this excavation should then be scarified to a depth of at least 12 inches, brought to at least 2 percent above optimum moisture content, and recompacted to at least 90 percent relative compaction in accordance with ASTM D 1557-91 prior to refilling the excavation to grade as properly compacted fill. In areas where the thickness of fill to be placed exceeds 8 feet, the required relative composition should be at least 95 percent.
COMPACTED FILLS:
The on -site soils should provide adequate quality fill material provided they are free from roots, other organic matter and deleterious materials. Unless approved by the soils engineer, rock or similar irreducible material with a maximum dimension greater than 6 inches should not be buried or placed in fills.
Import fill, if required, should be inorganic, non -expansive granular soils free from rocks or lumps greater than 6 inches in maximum dimension. Sources for import fill should be observed and approved by the soils engineer prior to their use.
Fill should be spread in near -horizontal layers, approximately 8 inches in thickness. Thicker lifts may be approved by the soils engineer if testing indicates that the grading procedures are adequate to achieve the required compaction. Each lift shall be spread evenly, thoroughly mixed during spreading to attain uniformity of the material and moisture in each layer, brought to between optimum moisture content and 2 percent above, and compacted to aminimum relative compaction. of 90 percent (95 percent if the thickness of fill to be placed exceeds 8 feet) in accordance with ASTM D 1557-91.
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Based upon the relative compaction of the soils determined during this investigation and the relative compaction anticipated for compacted fill soils, we estimate a compaction shrinkage of approx- imately 10 to 15 percent in the lower planar area and 5 to 10 percent in the upper plateau area.
Therefore, 1.10 cubic yards to 1.15 cubic yards of in -place soil material derived from the lower planar area and 1.05 cubic yards to 1.10 cubic yards of material derived from the upper plateau area would be necessary to yield one cubic yard of properly compacted fill material. In addition, we would anticipate subsidence of approximately 0.15 and 0.10 feet in the lower and upper areas, respectively. These values are exclusive of losses due to stripping, or the removal of other subsurface obstructions, if encountered, and may vary due to differing conditions within the project boundaries and the limitations of this investigation.
Values presented for shrinkage and subsidence are estimates only. Final grades should be adjusted, and/or contingency plans to import or export material should be made to accommodate possible variations in actual quantities during site grading.
SLOPE CONSTRUCTION:
Cut and fill slopes should be constructed no steeper than two horizontal to one vertical [2(h):1(v)] to a maximum height of 30 feet. Cut slopes should be constructed in accordance with current Uniform Building Code Requirements in regard to benching and drainage and should be constructed no steeper than 2(h):1(v). It is expected most slopes will expose relatively competent older alluvium material. The construction of cut slopes should be observed by the engineering geologist as to the expected performance of the exposed material at the planned height and inclination. Cut slopes higher than the above allowed limits should be evaluated and approved by the engineering geologist and geotechnical engineer prior to and during construction.
Fill slopes should be overfilled during construction and then cut back to expose fully compacted soil. A suitable alternative would be to compact the slopes during construction and then roll the final slopes to provide dense, erosion -resistant surfaces.
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Where fills are to be placed against existing slopes steeper than 5(h):1(v) the existing slopes should be benched into competent native materials to provide a series of level benches to seat the fill and to remove the compressive and permeable topsoils. The benches should be a minimum of 8 feet in width, constructed at approximately 2 foot vertical intervals. In addition, a shear key should be a constructed across the toe of the slope. The shear key should be a minimum of 15 feet wide and should penetrate a minimum of 4 feet beneath the toe of the slope into firm competent soils (Appendix "D").
SLOPE PROTECTION
Inasmuch as the native materials are susceptible to erosion by running water, it is our recommenda- tion that the slopes at the project be planted as soon as possible after completion. The use of succulent ground covers, such as iceplant or sedum is not recommended. If watering is necessary to sustain plant growth on slopes, then the watering operation should be monitored to assure proper operation of the water system and to prevent overwatering.
Surficial materials are highly susceptible to erosion. Therefore, measures should be provided to prevent surface water from flowing over slope faces.
EXPANSIVE SOILS:
Since the materials tested during this investigation exhibited a "low" potential for expansion in accordance with UBC Standard Test Method 18-2, specialized construction procedures, such as the inclusion of steel reinforcement in footings and slabs and the moisture -treatment of the slab subgrade soils, will be necessary (See Appendix "D"). The clay bearing soils were encountered in the upper plateau area. As a result of mixing with more granular material during the grading operation the expansion potential of the clay bearing soils may be reduced. As such, the expansion potential should be evaluated on a lot by lot basis during and immediately following the grading operation.
Page No. 20
Job No. 99510-3
FOUNDATION DESIGN:
If the site is prepared as recommended, the proposed structures may be safely founded on conventional spread foundations, either individual spread footings and/or continuous wall footings, bearing on a minimum of 12 inches of compacted fill. Footings should be a minimum of 12 inches wide and should be established at a minimum depth of 12 inches below lowest adjacent final subgrade level. For the minimum width and depth, footings may be designed for a maximum safe soil bearing pressure of 1,600 pounds per square foot for dead plus live loads. This allowable bearing pressure may be increased by 400 pounds per square foot for each additional foot of width and by 900 pounds per square foot for each additional foot of depth to a maximum safe soil bearing pressure of 3,000 pounds per square foot for dead plus live loads. These bearing values may be increased by one-third for wind or seismic loading.
For footings thus designed and constructed, we would anticipate a maximum settlement of less than 1/2 inch. Differential settlement between similarly loaded adjacent footings is expected to be approximately half the total settlement.
Clay -bearing older alluvial soils on the site have a "low" potential for expansion. If such soils are utilized within the upper 36 inches of the building pad, it will be necessary to design the foundation to resist the effects of expansion (See Appendix "D"),
LATERAL LOADING:
Resistance to lateral loads will be provided by passive earth pressure and base friction. For footings bearing against compacted fill, passive earth pressure may be considered to be developed at a rate of 400 pounds per square foot per foot of depth. Base friction may be computed at 0.42 times the normal load. Base friction and passive earth pressure may be combined without reduction.
For preliminary retaining wall design purposes, a lateral active earth pressure developed at a rate. of 40 pounds per square foot per foot of depth should be utilized for unrestrained conditions. This
Page No. 21
Job No. 99510-3
value should be verified prior to construction when the backfill materials and conditions have been determined and is applicable only to level, properly drained backfill with no additional surcharge loadings. If inclined backfills are proposed, this firm should be contacted to develop appropriate active earth pressure parameters.
Foundation concrete should be placed in neat excavations with vertical sides, or the concrete should be formed and the excavations properly backfilled as recommended for site fill.
SLABS -ON -GRADE:
To provide adequate support, concrete slabs -on -grade should bear on a minimum of 12 inches of compacted soil. The soil should be compacted to 90 percent relative compaction. The final pad surfaces should be rolled to provide smooth, dense surfaces upon which to place the concrete.
Clay -bearing older alluvial soils on the site have a "low" potential for expansion. If such soils are utilized within the upper 36 inches of the building pad, it will be necessary to design the concrete slab to resist the effects of expansion (See Appendix "D"), Slabs to receive moisture -sensitive coverings should be provided with a moisture vapor barrier.
This barrier may consist of an impermeable membrane. Two inches of sand over the membrane will reduce punctures and aid in obtaining a satisfactory concrete cure. The sand should be moistened just prior to placing of concrete.
POTENTIAL EROSION:
The potential for erosion should be mitigated by proper drainage design. Water should not be allowed to flow over graded areas or natural areas so as to cause erosion. Graded areas should be planted or otherwise protected from erosion by wind or water. Some system should be employed to prevent water from flowing over the street to the north and eroding into the slope.
Page No. 22
Job No. 99510-3
CONSTRUCTION OBSERVATION:
All grading operations, including site clearing and stripping, should be observed by a representative of the soils engineer. The presence of the soils engineer's field representative will be for the purpose of providing observation and field testing, and will not include any supervising or directing of the actual work of the contractor, his employees or agents. Neither the presence of the soils engineer's field representative nor the observations and testing by the soils engineer shall excuse the contractor in any way for defects discovered in his work. It is understood that the soils engineer will not be responsible for job or site safety on this project, which will be the sole responsibility of the contractor.
LIMITATIONS
C.H.J., Incorporated has striven to perform our services within the limits prescribed by our client, and in a manner consistent with the usual thoroughness and competence of reputable soils engineers and engineering geologists practicing under similar circumstances. No other representation, express or implied, and no warranty or guarantee is included or intended by virtue of the services performed or reports, opinion, documents, or otherwise supplied.
This report reflects the testing conducted on the site as the site existed during the investigation, which is the subject of this report. However, changes in the conditions of a property can occur with the passage of time, due to natural processes or the works of man on this or adjacent properties. Changes in applicable or appropriate standards may also occur whether as a result of legislation, application, or the broadening of knowledge. Therefore, this report is indicative of only those conditions tested at the time of the subject investigation, and the findings of this report may be invalidated fully or partially by changes outside of the control of C.H.J., Incorporated. This report is therefore subject to review and should not be relied upon after a period of one year.
The conclusions and recommendations in this report are based upon observations performed and data collected at separate locations, and interpolation between these locations, carried out for the project and the scope of services described. It is assumed and expected that the conditions between
• f_ 1 • „J,•
Page No. 23
Job No. 99510-3
locations observed and/or sampled are similar to those encountered at the individual locations where observation and sampling was performed. However, conditions between these locations may vary significantly. Should conditions be encountered in the field, by the client or any firm performing services for the client or the client's assign, that appear different than those described herein, this firm should be contacted immediately in order that we might evaluate their effect.
If this report or portions thereof are provided to contractors or included in specifications, it should be understood by all parties that they are provided for information only and should be used as such.
The report and its contents resulting from this investigation are not intended or represented to be suitable for reuse on extensions or modifications of the project, or for use on any other project.
CLOSURE
We appreciate this opportunity to be of service and trust this report provides the information desired at this time.. Should questions arise, please do not hesitate to contact this office.
Respectfully submitted,
C.H.J., INCORPORATED
Ben Williams,
Senior Staff Enginee
Ja J. Martin, E.G. 15
Se or Geologist
BW/TAD/JJM/RJJ: sp/jm
JAY J.
MARTIN
No. 1529
GEM IFIED
ENGINEERING
GEOLOGIST
FOF COI
Tertance A. Davis
taff Geolo ist
Robert J. Jo son, G.E. 443
Senior Vice President
•
Page No. 24
Job No. 99510-3
REFERENCES
Allen, C.R., 1957, The San Andreas fault zone in San Gorgonio Pass, Southern California:
Geological Society of America Bulletin, v. 68, no. 3, p. 315-350.
American Concrete Institute, 1997, Manual of Concrete Practice.
Blake, T.F., 1998, FRISKSP: A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources.
Campbell, K. W . , 1997, Empirical near -source attenuation relationships for horizontal and vertical components of peak ground acceleration, peak ground velocity, and pseudo -absolute acceleration response spectra: Seismological Research Letters, v. 68, no. 1, January/February 1997, p. 154- 179.
Dibblee, T.W. Jr., 1982, Geologic Map of the Banning (15 minute) Quadrangle, California: South Coast Geological Society. Scale: 1:62,500.
Fumal, T.E., Pezzopane, S.K., Weldon, R.J., and Schwartz, D.P., 1993, A 100 -year average recurrence interval for the San Andreas fault at Wrightwood, California: Science, v. 259, p. 199-203.
Goter, S.K., Oppenheimer, D.H., Mori, J.J., Savage, M.K., and Masse, R.P., 1994, Earthquakes in California and Nevada: U.S. Geological Survey Open -File Report 94-647. Scale: 1:1,000,000.
International Conference of Building Officials, 1995, California Building Code; Whittier, California.
International Conference of Building Officials, 1997, Uniform Building Code, 1997 Edition:
Whittier, California.
Jacoby, J.C., Sheppard, P.R., and Sieh, K.E., 1987, Irregular recurrence of large earthquakes along the San Andreas fault: Evidence from trees, in Earthquake geology, San Andreas fault system, Palm Springs to Palmdale: Association of Engineering Geologists, Southern California Section, 35th Annual Meeting, Guidebook and Reprint Volume.
Johnson, J.A., Blake, T.F., Schmid, B.L., and Slosson, J.E., 1992, Earthquake site analysis and critical facility siting: Short Course, Association of Engineering Geologists, Annual Meeting, October 2-9, 1992.
Matti, J.C., Morton, D.M., and Cox, B.F., 1985, Distribution and geologic relations of fault systems in the vicinity of the Central Transverse Ranges, southern. California: U.S. Geological Survey Open File Report 85-365. scale 1:250,000
Page No. 25
Job No. 99510-3
Matti, J.C., Morton, D.M.; and Cox, B.F., 1992, The San Andreas fault system in the vicinity of the central Transverse Ranges province, Southern California: U.S. Geological Survey Open File Report 92-354.
Mitchell, J.K., and Katti, R.I., 1981, Soil Improvement State of the Art Report: Proceedings, Tenth International Conference of Soil Mechanics and Foundation Engineering, Stockholm, General Reports, p. 264.
Petersen, M., Toppozada, T., Cao, T., Cramer, C., Reichle, M., Maher, M., and Atchison, L., 1998, Determining distances from faults within and bordering the State of California for the 1997 Uniform Building Code: International Conference of Building Officials, Whittier, California.
Rasmussen, G.S., and Reeder, W.A., 1986, What happens to the real San Andreas fault at Cottonwood Canyon, San Gorgonio Pass, California?, in Kooser, M.A., and Reynolds, R.E., eds., Geology Around the Margins of the Eastern San Bernardino Mountains: Publications of the Inland Geological Society, Vol. 1, pg. 51-56.
Reynolds, R.E., Buising, A., and Beratan, K., 1992, Old Routes to the Colorado: The 1992 Mojave Desert Quaternary Research Center field trip, in Reynolds, R.E. (ed.), Old Routes to the Colorado: San Bernardino County Museum Association Special Publication 92-2.
Smith, D.P., 1979, Fault Evaluation Report, San Gorgonio Pass: California Division of Mines and Geology Fault Evaluation Report 86.
Terzaghi, K., and Peck, R.B., 1967, Soil Mechanics in Engineering Practice: John Wiley, New York, 729 p., p. 347.
Treiman, J.A., 1994, The San Gorgonio Pass, Banning, and related faults, Riverside County, California: California Division of Mines and Geology Fault Evaluation Report FER-235.
Western Municipal Water District, 1999, Cooperative Well Measuring Program, Covering the Upper Santa Ana River Watershed, the San Jacinto Watershed and the Upper Santa Margarita Watershed.
Working Group on California Earthquake Probabilities, 1988, Probabilities of large earthquakes occurring in California on the San Andreas fault: U.S. Geological Survey Open -File Report 88- 398.
Working Group on California Earthquake Probabilities, 1995, Seismic hazards in southern California: Probable earthquakes, 1994 to 2024: Bulletin of the Seismological Society of America, v. 85, no. 2, p. 379-439.
Page No. 26
Job No. 99510-3
AERIAL PHOTOGRAPHS REVIEWED
Riverside County Flood Control and Water Conservation District, May 24, 1974, Black and white aerial photograph numbers 177 and 178.
Riverside County Flood Control and Water Conservation District, February 1, 1980, Black and white aerial photograph numbers 180 and 181.
Riverside County Flood Control and Water Conservation District, February 1, 1984, Black and white aerial photograph numbers 1540 and 1541.
Riverside County Flood Control and Water Conservation District, February 22, 1990, Black and white aerial photograph numbers 4-39 and 4-40.
Riverside County Flood Control and Water Conservation District, January 28, 1995, Black and white aerial photograph numbers 4-38 and 4-39.
APPENDIX "A"
GEOTECHNICAL MAPS
ourse
;4TH
114 1/2 314 1 mile
1000 2000 3000 4000 5000 feet
Scale 1 "='2000 feet
1 inch equals
approximately 3/8 mile
GRAPHIC SCALE
11311lIfc1 1_•. - `i4113141,.
FOR: NOBEL CREEK
MEADOWS LLC
DATE: JULY 1999
Towe
INDEX MAP
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Water Tanks
ENCLOSURE
"A-1"
JOB NUMBER
99510-3
-.0'
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SCALE 1:62,500
F'
GEOLOGIC UNITS
QTs Upper terrestrial sedimentary deposits Qa Surficial deposits San Timoteo (?) Form. Of Fraser, 1931 alluvium (sand and gravel) gr Granitic rocks Qoa Older surficial deposits
(granite to quartz monzonite) alluvial sand and gravels gd Dioritic rocks Qof Older surficial deposits
(biotite-rich diorite to gabbro) alluvial fan gravels
gn Gneissic rocks
— — — — _
(gneiss and gneissoid quartz diorite) Contact dashed where gradational or approximately located
gqd Granitic rocks
granodiorite to quartz diorite (locally faintly .--. .--.. — • • • ••
gneissoid and with few xenoliths) Fault dashed where inferred; dotted where concealed 3o Inclined Strike and dip of strata
Base Map by: T. W. Dibblee Jr.
(1982) /Inclined Strike and dip of foliation
_ ir_
GEOLOGIC INDEX MAP
FOR: NOBEL CREEK
MEADOWS LLC
TRACT NO. 29267
BEAUMONT, CALIFORNIA
ENCLOSURE
"A-3"
JOB NUMBER
99510-3
DATE AUGUST 1999
FAULT MAP
-N-
Le end
TSTR' Tc111
232 Scarp, scarp angle where noted
Base of slope
(arrowhead on steeper slope)
b/s Break in slope
e Erosionally modified
Id Linear drainage
tc Tonal contrast
tl Tonal lineament
Base Map by: Treiman (1994)
l _
6 0 1/4 1/2 3/4 1 mile
1000 2000 3000 4000 5000 feet
Scale 1"=2000 feet
1 inch equals
approximately 3/8 mile
GRAPHIC SCALE...
ENCLOSURE
"A-4"
FOR: NOBEL CREEK
MEADOWS LLC
DA"? AUGUST 1999
TRACT NO. 29267
BEAUMONT, CALIFORNIA
JOB NUMBER
99510-3
,IT
• G • ti4 • INCORPORATED
B.eeMap: rthquake in California and
Nuvads. Gator 11994)
Magnitude
Earthquakes
<5.5
53.6.4 265
Date
J
r
i January € 8 3 i — 31 January 994
I
1 January 1980 — 31 January 1994
20 0
t4 F -I I _
10 0
Rupture Zones
Vertical, strike/slip faults
Dipping faults
Note: rupture zone patterns are angled so that
areas of overlap can be portrayed clearly. The
pattern angles do not denote any characteristic:
10 20 10 *0 S0 Miles
10 20 30 40 !0 Kilometaf
Lambert Conformal Conic Protection
Scale: 1:1p00,000
1 inch equals approximately 18 miles
1 centimeter equals 10 kilometers
EARTHQUAKE EPICENTER MAP
FOR: NOBEL CREEK
MEADOWS LLC
DATE: AUGUST 1999
TRACT NO. 29267
BEAUMONT, CALIFORNIA
ENCLOSURE
"A-5"
JOB NUMBER
99510-3
APPENDIX "B"
EXPLORATORY LOGS
Enclosure "B" (loft)
Job No. 99510-3
KEY TO LOGS
SAMPLE TYPE:
Ring Indicates Undisturbed Ring Sample. Undisturbed Ring Samples are obtained with a C.H.J. Sampler (3.00" O.D. and 2.42" I.D.) driven with a 140 pound weight falling 30 inches. The blows per foot are converted to equivalent SPT values.
SPT
Indicates Standard Penetration Test. The SPT N -value is the number of blows required to drive an SPT sampler 12 inches using a 140 pound weight falling 30 inches. The SPT sampler is 2" O.D. and 1-3/8" I.D.
MDC Maximum Density Optimum Moisture Determination (ASTM D 1557) DS Direct Shear Test (ASTM D 3080)
SS Soluble Sulfate (CA -DOT 417)
N.R. Indicates No Recovery of Sample
Consol Consolidation Test (ASTM D 2435)
ENGINEERING PROPERTIES FROM SPT BLOWS
Relationship of Penetration Resistance to Relative Density for Cohesionless Soils* (After Mitchell and Katti, 1981)
No. of SPT
Blows (N60)
50 Very Dense 85-100
Descriptive
Relative Density
Very Loose
Loose
Medium Dense
Dense
Approximate
Relative
Density ( %)
0-15
15-35
35-65
65-85
* At an effective overburden pressure of 1 ton per square foot (100 Kpa)
S OIL CLASSIFICATI ON CHART
MAJOR DI VISI ONS
I RAPN LETTER
S YM OL S rAII OL
TYPICAL DESCRIPTI ONS
COARSE
GRAINED
SOILS
TJ
y
RE THA N 50%
O IF MATERIAL IS
RGER TH AN NO
SIEVE SIZE
.0
D
1. )1
GRAVEL
AND
GRAVELLY
SOILS
M ORE THAN SO%
OF CO ARSE FRAC•
TION RETAINED.
ONN0.4 SIEVE
CLEAN GRAVELS 0 .0-
(LITTLE OR NO FINES)=�r�i'! •
• .•
•:
• •4 .'
GW
WE LL - GRADED GRAVELS, GRAVEL -SAND
MIXT URES, LITTLE OR NO FINES
POORLY - GRADED GRAVELS, GRAVEL - SAND
GP MIXT URES, LITTLE OR NO FINES
GRAVELS WITH
FINES
(APPRECIABLE AMOU NT
OF FINES)
�• I. I
•
GM
SILT Y GR AVELS , G RAVEL - SAND - SILT
MIXTURES
SAND
AND
SANDY
SOILS
MOTE THAN 50%
OF COARSE FRAC.
TION PASSING .
N0.4 SIEVE
CLEAN SAND
(LITTLE OR NO FINES)
.'ice♦ GC
en/ P
CLAYEY GRAVELS, GRAVEL- S AND -C LAY
MIXTURES
SW
•
. WELL - GRADED SA NDS, GRAVELLY SANDS.
LITTLE OR NO FINES
SP
POORLY -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
SANDS WITH
FINES
(APPRECIABLE AMOUNT
OF FINES)
SM
SILTY S ANDS, S AND- SILT MIXTURES
SC
CLAYEY SANDS, SAND -CLAY MIXTURES
FINE
GRAINED
SOILS
M ORE TAN SO%
OF MATERIAL IS
aWALLER THAN
NO. 200 SIEVE
SIZE
SILTS
AND
CLAYS.
LIQUID LIMIT
LESS THAN 50
I I
1 I
I I
ML
INORGANIC SILTS AND VERY FINE SANDS,
ROCK FLO UR, SILTY OR CLAYEY
FINE SANDS OR CLAYEY SILTS
WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF ID* TO MEDIUM
PL ASTICITY, GRAVELL Y CLAYS,
SANDY CLAYS, SILTY CLAYS,
LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC SILTY
CLAYS OF LO W PLASTICITY
SILTS
AND
CLAYS
LIQUID LIMIT
GREATER THAN 50
MH
INORGAN IC SILTS, MICACEOUS OR
DIATOM ACEOUS FINE SAND OR
SILT Y SOILS
CH
INORGANIC CLAYS OF NIGH PLASTICITY,
FAT CL AYS
HIGHLY ORGANIC SOILS
OH
O RGAN IC CLAYS OF MEDIUM TO H IGH
PLASTICITY, ORGANIC SILTS
PT
PEAT. HUMUS , SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
Z
9 I —
IA▪ A
40 uI
4 le a
►.• ,
4 J O
I -
GR ADATION CHART
PARTICLE SIZ E
A WIVR/AL SATE
LOgER LIMIT
UPPER LIT
MILLI METERSIIIEVE SIZE
MIL LI METEPPSIEY E
SIZE
SAND
FINE
MEDIUM
COARSE
-OTM
042
200
82001
*40 t
*10 t
0.42 2,00
4.76 •40t
*Os
8 4 t
GRAVEL
FINE
COHSE
4 .7E
191
w 4 [
3/4" •
191
762
'3/4"•
3" • -
COBBLES
76 .2
3"
304 .9
.2-
i BOULDERS
304.5
_12
_ 914.4
31"
— 60
30 Nc40
• 30
411
UI
v
Q 20
SUS STAND ARD
• CLEAR SOUARE O PENINGS
PLASTICITY CHART
[IOW LIMIT
70 80
90 CH
J
I'
^CL -I4
CL
L'�
ML
MH8OH
a1 01
UNIFIED SOIL CLASSIFICATION SY STEM
• ,4 • • INCORPORATED
£-01966 'oN qop
m
n
O
N
-
-s
fD
CO
N
0 N
LOG OF BORING 1
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
H
VISUAL CLASSIFICATION
SAMPLES
act
3.2 Q3
5 (SM) Silty Sand, fine with gravel to 1 ", brown
(SP-SM) Sand, fine with silt and gravel to 1", light brown - 10 -.
15 - 20
(SP) Sand, fine with medium, light brown
(SP-SM) Sand, fine with silt, light brown
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
- 25 -
2 y
10 7
22 13
28 72
35 1.9
2.0 2.3
1.5 2.7
7.1 10.6
6.8 2.7
3.0 3.7
106
108
116
112
107
123
Ring
Ring
Ring
Ring
Ring
Ring
SPT.
TRACT NO. 29267
BEAUMONT, CALIFORNIA
99510-3
Job No. Enclosure
B -la
LOG OF BORING 1
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
0.4 Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
SAMPLES
gct
76 H
0 SPT
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
— 40 -
I- 45 -
- 50
— 55
— 60 -
C
0 a
0 65-
8 J
S
W
m
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
***4
TRACT NO. 29267
BEAUMONT, CALIFORNIA
49 58
85 Job No.
99510-3
3.1 2.9
3.6 2.9
SPT
SPT
SPT
Enclosure
B -lb
age 1411 of 2775
LOG OF BORING 2
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
H
W
SAMPLES
10 w
Q "
(SP-SM) Sand, fine with silt, light brown
(SP) Sand, fine to coarse with gravel to 2", light brown 10 - 15.
- 20-
- 25-
0r
M
m
t7
U
-,r
a
O
J
0 x
w
m
-30-
Qya
20 26
48 22
22 90
1.5 2.3
2.0 2.0
2.4 3.1
3.6 5.2
6.4 112
115
114
125
113
118
Ring
Ring
Ring
Ring
Ring
Ring
SPT
TRACT NO. 29267 Job No. Enclosure
BEAUMONT, CALIFORNIA 99510-3 B -2a
LOG OF BORING 2
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 1401b/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
W
- 40
- 45-
- 50
O
0 0
SAMPLES
VISUAL CLASSIFICATION
VALI
O H
O
0 w
A
(SP) Sand, fine to coarse wit gravel to 2", light brown • 55 -
60-
0 M-65-
0 0
Si
0 x
W
0 mi _
END OF BORING
NO. BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
56 66
61 2.0
3.1 2.5
SPT
SPT
SPT
TRACT NO. 29267 Job No. Enclosure
BEAUMONT, CALIFORNIA 99510-3 B -2b
age
413 0
21(b
LOG OF BORING 3
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
5 - 10
0,
co
Cn
"
a
30 rri
o-
-
0 w-
O
SAMPLES
VISUAL CLASSIFICATION
1.8 (SP-SM) Sand, fine with silt, light brown
(SP) Sand, fine with medium and coarse, light brown
(SP-SM) Sand, fine with medium and silt, light brown
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
END OF BORING
NO BEDROCK, NO REFUSAL, NO FILL
NO FREE GROUNDWATER.
Qya
7 14
20 25
33 17
58 3.2
1.5 5.3
3.7 2.4
6.8 7.6
2.7 8.2
N.R.
126
120
119
121
102
118
MDC,
DS
Ring
Ring
Ring
Ring
Ring
Ring
Ring.
•• _ •
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3
B-3
Page
41 0
2775
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
10 -
- 15
2 o
a
- 30
oL
LOG OF BORING 4
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
SAMPLES
VISUAL CLASSIFICATION
g
A a
(SP-SM) Sand, fine with silt and gravel to 2", light brown Qya
20 —
(SP) Sand, fine with medium, coarse and gravel to 1",
light brown
25 —
o
o
W-
(SP-SM) Sand, fine with silt, light brown
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
9.1 10 2.5
7 I 3.2
8 V 12.6
2.3 31 8.4
41 f 7.3
7.1 20 116.3
108
111
11.1 118
116
112
Ring
Ring
Ring,
Consol
Ring
Ring
Ring
•
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3 B-4
LOG OF BORING 3
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
0 5
VISUAL CLASSIFICATION
SAMPLES
as
1.8 g
Asa
(SP-SM) Sand, fine with silt, light brown
- 10 -
- 15 -
- 20
(SP) Sand, fine with medium and coarse, light brown
Qya
X
(SP-SM) Sand, fine with medium and silt, light brown
-•- 25 —
a
—30-
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
END OF BORING
NO BEDROCK, NO REFUSAL, NO FILL
NO FREE GROUNDWATER.
7 3.2
14 1 1.5
20 1 5.3
25 V 3.7
33 1 2.4
6.8 17 7.6
2.7 58 1 8.2
N.R.
126
120
119
121
102
118
MDC,
DS
Ring
Ring
Ring
Ring
Ring
Ring
Ring
cc •
, DI•
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3
B-3
dye
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 4
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
SAMPLES
VISUAL CLASSIFICATION
10 4O
A a
5 — 10
- 15
(SP-SM) Sand, fine with silt and gravel to 2", light brown Q
— 20 -
- 30
0 0
0 C
0 m _
(SP) Sand, fine with medium, coarse and gravel to 1 ",
light brown
(SP-SM) Sand, fine with silt, light brown
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
t:4
7 8
31 41
20 9.1
2.5 3.2
12.6 2.3
8.4 7.3
7.1 16.3
108
111
111
118
116
112
Ring
Ring
Ring,
Consol
Ring
Ring
Ring
TRACT NO. 29267 Job No. Enclosure
BEAUMONT, CALIFORNIA 99510-3 B-4
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 5
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D.
Measured Depth to Water(ft): N/A
DEPTH (ft)
C7.4
VISUAL CLASSIFICATION
yr
SAMPLES
BLOWS/FOOT
(Equiv. SPT)
FIELD
MOISTURE (%)
DRY UNIT WT.
(pcf)
A
a ,
p.
a h
A
BULK
_
5 _
-
(SP-SM) Sand, fine with silt and gravel to 1", light brown Qya
11 10
14 28
33 2.3
1.8 1.9
3.7 4.7
2.8 2.9
112
113
120
111
112
Ring
Ring
Ring
Ring
Ring
— 10 -
- 15 -
- 20
— 25
s
s
— 30
3 (SP) Sand, fine with medium, coarse and gravel to 1 ", light brown
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
Cc •
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No.
99510-3
Enclosure
B-5
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 6
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
x x
A O a _
(SP-SM) Sand, fine with silt, light brown
5 VISUAL CLASSIFICATION
SAMPLES
6 .�
w0
Q a
Qya
— 10 -
- 15 -.
- 20
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
— 25—
I-
o
t -
U
0-
0 0
0 0
J.
0 S
W
f0
— 30 -
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
10 26
18 2.3
2.0 7.1
4.8 3.3
3.2 115
109
119
113
Ring
Ring,
Conso
Ring
Ring
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3 B-6
age
LOG OF BORING 7
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D.
Measured Depth to Water(ft): N/A
DEPTH (ft)
VISUAL CLASSIFICATION
SAMPLES
BLOWS/FOOT
(Equiv. SPT)
FIELD
MOISTURE (%)
F-.
A
cn
5 --
- 10 -:: =: "
- 15
20_
- 25 -
1 -
f -
- 30 -
(SP-SM) Sand, fine with silt, light brown
Qya
X
':':'
9 10
26 21
21 3.7
3.2 3.5
2.7 2.0
3.5 4.7
99 105
118
116
115
Ring,
Consol
Ring,
Consol
Ring
Ring
Ring
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
.•
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No.
99510-3
Enclosure
B-7
LOG OF BORING 8
Date Drilled: 7/12/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
cg
w
5 Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
(SP-SM) Sand, fine wi medium, coarse and silt, light
brown
10 -
15 20
- 25
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
r
x
U
as
6 0 — 30 —
0 0
x
w-
cc
m_
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
TRACT NO. 29267
BEAUMONT, CALIFORNIA
SAMPLES E-,
E -4
(V
p
A W �W
x
•
9 18
19 32
O
2.7 1.8
1.8 2.2
2.9 2.7
Qs5
112
115
115
118
Ring
Ring
Ring
Ring
Job No. Enclosure
99510-3 B-8
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 9
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D.
Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
A
SAMPLES
o
4.8 h
U
0. a
o
W cc
J
o
2 W
o
(SP-SM) Sand, fine with medium, coarse, silt and gravel to 1", brown
(SP) Sand, fine to coarse with gravel to 1", light brown Qya
x
7 16
14 24
34 46
38 34
1.9 2.5
2.3 2.9
2.8 3.1
3.4 2.7
120 Ring
111 Ring
119 Ring
117 Ring
117
112
Ring
Ring
SPT
'4.7 •
TRACT NO. 29267 Job No. Enclosure
BEAUMONT, CALIFORNIA 99510 -3 B -9a
LOG OF BORING 9
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
A C7.4
r-40
-45-
- 50
55 — 60
— 65
oJi
0 S
W -
cc
0 m _
SAMPLES
VISUAL CLASSIFICATION
OF c
O
W
J
o
w
g
A�
SPT
(SP) Sand, fine to coarse with gravel to 1", light brown
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
TRACT NO. 29267
l
65 51
76 42
2.3 3.2
2.9 2.9
SPT
SPT
SPT
Job No. Enclosure
BEAUMONT, CALIFORNIA 99510-3 B -9b
of 2775—
LOG OF BORING 10
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
a
SAMPLES
as
O,
CE";)'
4L) Q a
g
- 5
(SP-SM) Sand, fine with silt, light brown
(SP) Sand, fine to coarse with gravel to 1", light brown Qya
X
X
7 6
10 40/6"
28 38
36 57
3.7 2.4
2.7 2.3
N.R.
2.9 2.9
3.3 2.5
106
109
N.R.
120
111
119
Ring
Ring
Ring
Ring
Ring
Ring
SPT
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3 B -10a
Page
424 U
2775
LOG OF BORING 10
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
0 O
-40-
LOG 99510-3.GPJ CH
J
0 S
W
co
45 50
SAMPLES
VISUAL CLASSIFICATION
OH
ct
cr
9.4 g
A�
(SP-SM) Sand, fine with medium, coarse and silt, light
brown
(SP) Sand, fine to coarse with gravel to 1", light brown (SP-SM) Sand, fine with medium and silt, light brown
55 —
60 -
5 END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
18 62/6"
38 2.9
6.3 SPT
SPT
SPT
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3 B- l Ob
LOG OF BORING 11
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
SAMPLES
at
H
off
CVA
W
2.7 h
BOREHOLEJOG 99510-3.GPJ CHJ.GDT 8/3199
(SP-SM) Sand, fine with silt, light brown
5 10
Q
(SP) Sand, fine to coarse with gravel to 2", light brown 15 20
25 30-
END OF BORING
NO BEDROCK, NO REFUSAL, NO FILL
NO FREE GROUNDWATER
9 14
19 28
18 50
50 2.3 1 104
3.4 1 111
2.2 112
2.3 2.6 V 109
4.0 1 124
2.6 1' 119
3.2 1 116
Ring
Ring,
Consol
Ring
Ring
Ring
Ring
Ring
• •
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3 B-11
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 12
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
5 10 -_
VISUAL CLASSIFICATION
SAMPLES
A
oA
O • ED
o
5.8 E-;
Asa
(SP-SM) Sand, fine to coarse with silt and gravel to 2", light brown
Qya
10 17
14 — 15 —
— 20-.
- 25-
cn
co
co
o
i
o
a
30 9
(SP) Sand, fine to coarse with gravel to 2", light brown 33 50
48 END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
4.6 6.3
8.5 3.2
2.9 2.5
2.4 111
117
113
120
121
118
Ring
Ring
Ring,
Consol
Ring
Ring
Ring
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3 B-12
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 13
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D:
Measured Depth to Water(ft): N/A
DEPTH (ft)
U
18 SAMPLES
H
DRY UNIT WT.
(pcf)
LAB/FIELD
TESTS
VISUAL CLASSIFICATION
`7w
pa
aN
v,
O
I:ci W
d
_
5 — 10 —.: :::`
— 15 --
-X
(SP-SM) Sand, fine with silt, light brown
Qya
13 16
9 26
2.0 1.9
3.2 12.8
117
115
111
116
119
Ring
Ring
Ring
Ring
Ring
— 20 --`
- 25 -
> - 30 -
-
-
fine to 1 ", light brown
,,
4.8 (SP) Sand, to coarse with gravel
X
38 3.3
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
TRACT NO. 29267
BEAUMONT, .CALIFORNIA
rage 1428 of 277 -----
Job No.
99510-3
Enclosure
B-13
LOG OF BORING 14
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 1401b/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
U
a
VISUAL CLASSIFICATION
SAMPLES
O
OH
cta
O
D-4 cs4
0 NO
w
5 (SP-SM) Sand, fine with silt, light Worn
- 10 --
r- 15
- 20
(SP) Sand, fine to coarse with gravel to 2", light brown — 25 —
U
-30-
a
0 J -
0 2
W
0 m
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
24 22
42 4.6
2.1 Y 108
4.8 1.7 1 124
2.7 1 113
2.5 1 118
Ring
Ring
Ring
Ring
TRACT NO. 29267 Job No. Enclosure
BEAUMONT, CALIFORNIA 99510-3 B-14
LOG OF BORING 15
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
x x
CI O
(SP-SM) Sand, fine with silt, light brown
VISUAL CLASSIFICATION
SAMPLES
go
H
O • H
C
O�
Q°�
cn
5 Qya
7 7
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
10 - 15 -
- 20
7 18
12 — 25 —
U
T
a 30
wI
o
x
w
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
4.4 2.9
4.6 2.3
3.9 2.5
6.3 100
105
114
111.
108
Ring
Ring
Ring
Ring
Ring
TRACT NO. 29267
BEAUMONT, CALIFORNIA
99510-3
Job No. Enclosure
B-15
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 16
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
U
x
0 VISUAL CLASSIFICATION
SAMPLES I
AIPA
0 5
— 10 —
e
• (SM) Silty Sand, fine with clay, red. brown
15 —,
— 20
(SP) Sand, fine with medium and gravel to 1", light
brown
25 —
a
a
U
30-
0 0
0 cc
w
m
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
57/1l'
73/11"
46 28
4.8 3.5
4.1 4.5
113
SS,
EXP
Ring
116 I Ring
116
115
Ring
Ring
TRACT NO. 29267 Job No. Enclosure
BEAUM0NT, CALIFORNIA 99510-3 B-16
Page
43"T of 2715
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 17
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D.
Measured Depth to Water(ft): N/A
DEPTH (ft)
U
�
p
VISUAL CLASSIFICATION
REMARKS
SAMPLES
BLOWS/FOOT
(Equiv. SPT)
FIELD
MOISTURE (%)
DRY UNIT WT.
(pcf)
A
a
�qcl'p
�
aE.
DRIVE
- 5 -
(SM) Silty Sand, fine, red brown
Qoa
X
`:=
19 29
18 32
45 37
34 7.1
6.6 12.1
11.3 5.5
3.0 2.9
4.6 7.7
7.1 N.R.
103
111
114
114
110
115
MDC,
DS, SS
Ring
Ring
Ring
Ring
Ring
Ring
Ring
— 15 —
r
— 20 -
-25-
— 30
_
_
(SP-SM) Sand, fine with silt and gravel to 1", light brown (SP) Sand, fine with medium, coarse and gravel to 2",
light brown
(SP-SM) Sand, fine to coarse with silt, light brown
END OF BORING
NO BEDROCK, NO REFUSAL, NO FILL
NO FREE GROUNDWATER
•j•
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Page ' 432 0- 2775
Job No.
99510-3
Enclosure
B-17
5 Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 18
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
SAMPLES
Gx1
H
OH
aW
- 10
15 (SM) Silty Sand, fine, red brown
ML) Sandy Silt, fine, brown
— 20—.
— 25
co
U
L
0_
a
— 30
9 J
J
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
TRACT NO. 29267
BEAUMONT, CALIFORNIA
99510-3
25 45
20 22
53 56
88 o
6.6 6.3
A.5
7.3 8.9
7.4 4.3
3.0 2.6
3.4 4.7
108
122
106
119
110
116
Ring
Ring
Ring
Ring
Ring
Job No. Enclosure
B -18a
Ring
SPT
age
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 18
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D.
Measured Depth to Water(ft): N/A
DEPTH (ft)
1O
C7a
VISUAL CLASSIFICATION
SAMPLES
BLOWS/FOOT
(Equiv. SPT)
FIELD
MOISTURE (%)
DRY UNIT WT.
(pcf)
A
f4 ,
H
�¢w
..4 E-4
v�
DRIVE
BULK
(SP) Sand, fine with medium, coarse and gravel to 2",
f
3.7 \light brown
-
(SP-SM) Sand, fine with medium and silt, light brown
_
X
20 11.3
SPT
- 40 -
18 12.4
SPT
- 45 -
Z
19 13.5
SPT
50 END OF BORING
--55-
-- 60 -
NO BEDROCK
NO REFUSAL
s
NO FILL
s _
NO FREE GROUNDWATER
— 65 —
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Job No. Enclosure
99510-3 B -18b
5 Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 19
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
SAMPLES
VISUAL CLASSIFICATION
7.8 (SM) Silty Sand, fine, red brown
Qoa
—10--
a
U
a
o
o
W
15 (SP-SM) Sand, fine with silt, light brown
(ML) Silt with fine sand and clay, red brown
(SP) Sand, fine with medium, coarse and gravel to 2",
- 20 - = light brown
- 25—
- 30 -
W -
29 30
12 8.5
12.0 18.3
16.6 32 7.5
8.8 27
29 50
1 4.1
5.4 9.7
3.3 117
111
100
116
103
107
110
Ring
Ring
Ring
Ring
Ring
Ring
Ring
TRACT NO. 29267
BEAUMONT, CALIFORNIA
dy, C 1435 u 2775
Job No. Enclosure
99510-3 B -19a
Date Drilled: 7/13/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 19
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D.
Measured Depth to Water(ft): N/A
DEPTH (ft)
0a
VISUAL CLASSIFICATION
SAMPLES
H
a
v, al
��
FIELD
MOISTURE (%)
DRY UNIT WT.
(pcf)
A
4 _
aH
a
a)
— 40 -
- 45 -_: ._:
- 50
-55-
r
- 60 -
-65-
1-
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
.�►
52 31
32 29
3.6 4.1
11.1 8.9
7.0 SPT
SPT
SPT
SPT
X
.
`(SP-SM) Sand, fine with silt, light brown ''='=
END. OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
TRACT NO. 29267
BEAUMONT, CALIFORNIA
Pag 4,1R of 7775
Job No. Enclosure
99510-3 B -19b
Date Drilled: 7/14/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 20
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
H W
a
SAMPLES H
O • H
• cr
A r1 PC1W
AO
A,5
- 5
(SP-SM) Sand, fine with medium, coarse, gravel to 2"
and silt, light brown
Fill
SP-SM) Sand, fine with silt, dark brown
Fill
- 10 -4-
r 15
U
a
q
U,
CD
0 cc
0 m.
(SP-SM) Sand, fine with silt, light brown
Fill
(SP) Sand, fine to medium, light brown
25 -
- 30
(SP) Sand, fine with medium and coarse, light brown
Fill
Native
(Qoa)
END OF BORING.
NO BEDROCK
NO REFUSAL
FILL TO 19.0'
NO FREE GROUNDWATER
57/11"
3/11"
46 28
46 28
3.2 6.2
5.3 9.4
7.2 6.6
6.5 7.8
3.5 116
110
106
106
107
107
Ring
Ring
Ring
Ring
Ring
Ring
TRACT NO. 29267
Job No. Enclosure
BEAUMONT, CALIFORNIA 99510-3 B-20
APPENDIX "C"
LABORATORY TESTING
c •• .
Enclosure "C-1"
Job No. 99510-3
TEST DATA SUMMARY
OPTIMUM MOISTURE - MAXIMUM DENSITY RELATION:
ASTM D 1557-91
Boring/
Depth Classification
3/0.0 Sand, fine with silt,
light brown (SP-SM)
17/0.0 Silty Sand, fine, red
brown (SM)
Optimum Moisture Maximum Dry Density
(Percent) (PCF)
8.5 129.0
9.5 129.0
DIRECT SHEAR TEST: Remolded to 90% Relative Compaction: (Saturated) ASTM D 3080
Borin
3 17
Depth of
Sample (Ft.)
surface
surface
Angle of Internal
Friction (°)
34 32
Apparent
Cohesion
(PSF)
-0-
-0-
• tf=`� • 7J" •
Enclosure "C-2"
Job No. 99510-3
TEST DATA SUMMARY
EXPANSION INDEX :
UBC Standard Test Method 18-2
Boring No./ Initial Final Degree of
Depth Moisture Moisture Saturation Expansion Expansion
(Ft.) (%) (%) + %) Index Potential
16/0.0 11.0 18.6 50.5 34 "low"
SOLUBLE SULFATES: EPA METHOD 9038
Boring.
17A
16A
Depth (Ft.)
0.0 0.0
Level
N.D.1
N.D.1
Exposure*
"negligible"
"negligible"
1 Analysis reported as N.D. were not present above the 0.01 level of detection.
1.0000
0.9500
I
Z0.9000
ID)
I
cp
E0.8500
c�
G7
0.8000
0.7500
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• inundated
I = Rebound
O O ppO O
N M d 117
tt'f
Normal Load (LBS/SQ. FT.)
BORING NO.: 4 DEPTH: 12.5 ft.
O
co
MOISTURE CONTENT:12.6% DRY DENSITY:1 11 pef.
h
r
O
O
N
CONSOLIDATION TEST DATA (CONSOL.)
FOR:
NOBEL CREEK
MEADOWS, LLC
DATE:AUGUST 1999
TENTATIVE TRACT NO. 29267
RIVERSIDE COUNTY, CALIFORNIA
ENCLOSURE
"C-3"
JOB NUMBER
99510-3
•
• c • INCORPORATED
1.0000
0.9500
I
z0.9000
I
a
0.8500
co
0.8000
0.7500
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U.
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NOBEL CREEK
MEADOWS, LLC
TENTATIVE TRACT NO. 29267
RIVERSIDE COUNTY, CALIFORNIA.
ENCLOSURE
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99510-3
DATE:AUGUST 199.9
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FOR:
NOBEL CREEK
MEADOWS, LLC
DATE: AUGUST 1999
S
S
g $
0 0
S
Normal Load (LBS/SQ. FT.)
BORING NO.: 7 DEPTH: 5.5 ft.
MOISTURE CONTENT: 3.5%
DRY DENSITY:105 pcf.
CONSOLIDATION TEST DATA (CONSOL.)
TENTATIVE TRACT NO. 29267
RIVERSIDE COUNTY, CALIFORNIA
0 N
ENCLOSURE
JOB NUMBER
99510-3
1.0000
0.9500
2 Z0.9000
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CONSOLIDATION TEST DATA (CONSOL.)
FOR:
NOBEL CREEK
MEADOWS, LLC
TENTATIVE TRACT NO. 29267
RIVERSIDE COUNTY, CALIFORNIA
ENCLOSURE
"C-7'
JOB NUMBER
99510-3
DATE: AUGUST 1999
1.0000
0.9500
2 z0.9000
2 (1.)
0.8500
0.8000
0.7500
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FOR: NOBEL CREEK
MEADOWS, LLC
DATE: AUGUST 1999.
TENTATIVE TRACT NO. 29267
RIVERSIDE COUNTY, CALIFORNIA
ENCLOSURE
"C-8"
JOB NUMBER
99510-3
•
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GEOTECHNICAL DETAILS
FOUNDATION AND SLAB RECOMMENDATIONS
FOR EXPANSIVE SOILS
( Residential Buildings)
Footings - 1 i 2 Story
Garage Door Grade Beam
Living Area Floor Slabs
Expansion Index
0-20 •
Very Low Expansion
See Soils Report
See Soils Report
See Soils Report
Garage Floor Slabs See Soils Report
Pre -Soaking of Slab See Soils Report
Subgrade Soils
SLAB SUBGRADE
DOWEL (WHEN REQUIRED)
DEPTH OF
FOOTING
Expansion Index
21-50
Low Expansion
All Footings min-
imum 12 inches
deep. 1 No. 4 bar
Continuous top
and bottom.
12 inches deep,
minions. 1 No. 4
bar continuous
top and bottom.
4 inches thick
(nominal). 6I6-
10/10 wire mesh
at mid -height.
6 mil vi6queen
moisture barrier
plus 1 inch sand
over barrier.
4 inches thick
(nominal). 6X6-
10/10 wire mesh.
Isolate from stem
wall footings. No
moisture barrier
required.
Soak to 12 inch
depth to 4i above
optimum moisture
Content.
Expansion Index
51 - 90
Medium Expansion
All Footings min-
imum 18 inches
deep. 1 No. 4 bar
continuous top
and bottom.
18 inches deep,
minimum. 1 No. 4
bar continuous
top and bottom.
4 inches thick
(nominal). 6X6-
10/10 wire mesh
or f3 bars at 24
inches each way
at mid -height. 4
inches gravel or
aggregate base.
6 mil viaqueen
moisture barrier
plus 1 inch sand
over barrier.
4 inches thick
(nominal). 656-
10/10 wire mesh.
Isolate from stem
well footings. 4
inches gravel or
eggregate,base.
No moisture bar-
rier required.
Soak to 18 inch
depth to 5% above
'optimum moisture
content.
Expansion Index
91 - 130
High Expansion
All Footings min-
imum 24 inches
deep.1 Na. 5 bar
continuous top
and bottom.
24 inches deep,
minimum. 1 No. 4
bar continuous
top and bottom.
4 inches thick
(nominal). 656-
6/6 wire mesh or
83 bars at 24
inches each way
at mid -height.
No. 3 dowels from
footing to slab
et 36 inches on
center. 4 inches
gravel or aggre-
gate base. 6 mil
viaqueen moisture
barrier plus 1
inch sand over
barrier
4 inches thick
(nominal). 6X6-
6/6 wire mesh.
Isolate from stem
wall footings. 4
inches'grevel or
aggregate base.
No moisture bar-
rier required.
Soak to 24 inch
depth to 5% above
optimum moisture
content.
Notes: Expansion index based on UBC Test Method 18-2.
Special Design is required for very highly expansive
soils.
LFOUNDATION AND SLAB DETAIL
WIRE MESH
OR REBAR
SLAB
PRESOAK AS REQUIRED
EXTERIOR FOOTING INTERIOR FOOTING
SAND LAYER
VISOUEEN
GRAVEL OR AGGREGATE (WHEN REQUIRED)
REINFORCING BAR'
(WHEN REQUIRED)
COMPACTED FILL
PROJECTED PLANE 1:1 MAX.
FROM TOE OF SLOPE TO
APPROVED GROUND
NATURAL GROUN
2' MIN. KEY DEPTH" 15' MIN. (K
NATURAL GROUND
• •• -. •
/� .
Y I8' TYP.
2' TP
FILL SLOPE
COMPACTED FILL
15' MIN.
LOWEST BENCH
REMOVE UNSUITABLE
MATERIAL (12" MINIMUM)
.: ; ••• - •
• j.. j,•
-
T
Nad
REMOVE UNSUITABLE
MATERIAL (12" MINIMUM)
_ .CUT.. FACE .TD...BE CONSTRUCTED SHOULD
EXPOSE DENSE NATURAL SOILS. IF NOT,
EXCAVATE CUT FACE AND RECONSTRUCT
AS RECOMMENDED. FOR SLOPE Flll
CONSTRUC77ON
FILL OVER CUT .SLOPE
NOTES:0 DIMENSIONS SHOWN SUBJECT TO FIELD
CHANGE BASED ON ENGINEER'S JUDGEMENT
BENCHING REQUIRED WHEN FILLING OVER
NATURAL GROUND STEEPER THAN 5H:1V
SLOPE BENCHING DETAIL
FOR: NOBEL CREEK
MEADOWS, LLC
DATE:AUGUST 19.99
TENTATIVE TRACT NO. 29267
RIVERSIDE COUNTY, CALIFORNIA
ENCLOSURE
"©_2"
JOB NUMBER
99510-3
kat
71=•,341• • INCORPORATED
Building Setback Requirements
(Constructed Slopes)
FACE OF FOOTING
FACE OF BUILDING
TOE OF
SLOPE
1 2
TOP OF SLOPE
TOP OF
SLOPE
SLOPE HEIGHT (hi
(feet)
SETBACK (A)
(feet)
0-15'
5' Min.
15'-120'
h/3 Min.
120' +
40'*
TOE OF SLOPE
SLOPE HEIGHT (h)
(feet)
SETBACK (B)
(feet)
0-10'
5' Min.
10'-30'
h/2•Min.
30' +
15'
*or as directed by project engineering geologist
FOR:
NOBEL CREEK.
MEADOWS, LLC
DATE AUGUST 1999.
BUILDING SETBACK DETAIL
TENTATIVE TRACT NO. 29297
RIVERSIDE COUNTY, CALIFORNIA
ENCI OSURE.
"D3"
.10B NI'MBER
99510-3
APPENDIX "E"
SEISMIC DATA
PROBABILITY OF EXCEEDANCE vs. ACCELERATION
9LLZ to Z9171. 06ed
0000 Q
DOODO
nnonn
PROBABILITY OF EXCEEDANCE (ss)
25 -YEAR
50 -YEAR
75 -YEAR
100 -YEAR
100
90 80
70 60
50 40
30 20
10 8.
11TrIT1111
I .
■r IIIlIIII1111II
IIIIIIIlli,TIIIIIIIIII
IIIIIIIIlII
iu(IIIIIII
IIII1IIIIII
IIIIIIJII'IP(1JJ111111
rJJJIIIIIIIJI1T1111111
L
_
I
IYuuu. .•
+�'
0 0.1 0.2 0. 3 0.4 0. 5 0.6 0.7 0 .8 0 .9 1.0 1.1 1.7 1. -
EXPOSURE PERIOD
EXPOSURE PERIOD
EXPOSURE PERIOD
EXPOSURE PERIOD
ACCELERATION (g)
CAMPBELL (1997) AL SIG
JOB No.: 99510-3
GEOTECHNICAL INVESTIGATION
NOBLE CREEK ALIGNMENT
RIVERSIDE COUNTY, CALIFORNIA
PREPARED FOR
NOBEL CREEK MEADOWS, LLC
JOB NO. 99511-3
• • ,.•7J'I• INCORPORATED
P.O. Box 231 , Colton, CA92324-0231 • 1 355 E. Cooley Dr., Colton, CA 92324-3951 Phone (909) 824-7210 • Fax (909) 824-7209
August 6, 1999
Nobel Creek Meadows, LLC
c/o Gabel, Cook & Becklund, Inc.
125 West La Cadena Boulevard, Suite A
Riverside, California 92501
Attention: Mr. Grant Becklund
Dear Mr. Becklund:
Job No. 99511-3
Attached herewith is the Geotechnical Investigation report, prepared for the Noble Creek Alignment, located between Beaumont Avenue and 14th Street, in the Beaumont area of Riverside County, California.
This report was based upon a scope of services generally outlined in our proposal letter dated June 29, 1999, and other written and verbal communications.
We appreciate this opportunity to provide geotechnical services for this project. If you have questions or comments concerning this report, please contact this firm at your convenience.
Respectfully submitted,
C.H.J., INCORPORATED
Ben Williams, Senior Staff Engineer
BW/RJJ: sp
Distribution: Nobel Creek Meadows, LLC (4)
Gabel, Cook & Becklund, Inc. (2)
Mr. Jack VanderWoude (1)
SOILS ENGINEERING • GEOLOGY • ENVIRONMpi • 11 @fi1 32MIG & EVALUATION • CONSTRUCTION INSPECTION
PAGE
TABLE OF CONTENTS
INTRODUCTION 1
SCOPE OF SERVICES 1
PROJECT CONSIDERATIONS 1
SITE DESCRIPTION 2
FIELD INVESTIGATION 3
LABORATORY INVESTIGATION 3
SUBSURFACE SOIL CONDITIONS 4
CONCLUSIONS 4
LIMITATIONS 6
CLOSURE 8
ENCLOSURE
APPENDIX "A" - GEOTECHNICAL/GEOLOGIC MAPS
Index Map "A-1"
Plat "A-2"
APPENDIX "B" - EXPLORATORY LOGS
Key to Logs "B" (loft)
Soil Classification Chart "B" (2of2)
Exploratory Borings "B -1"-"B-4"
APPENDIX "C" - LABORATORY TESTING
Test Data Summary "C-1 "-"C-3"
•
•�
GEOTECHNICAL INVESTIGATION
NOBLE CREEK ALIGNMENT
RIVERSIDE COUNTY, CALIFORNIA
PREPARED FOR
NOBEL CREEK MEADOWS, LLC
JOB NO. 99511-3
INTRODUCTION
During July and August of 1999, a geotechnical investigation of the soils underlying the alignment of Noble Creek, located between Beaumont Avenue and 14th Street, in the Beaumont area of Riverside, California was performed by this firm. The purpose of this investigation was to explore and evaluate the soils engineering conditions along the subject alignment.
To orient our investigation at the site, aerial photographs flown in 1995 and a photo -copy of an Army Corps of Engineers Plat, indicating the location of the existing alignment were reviewed.
The approximate location of the site is shown on the attached Index Map (Appendix "A").
The results of our investigation, together with our conclusions and recommendations, are presented in this report.
SCOPE OF SERVICES
The scope of services provided during this geotechnical investigation included the following:
•
•
•
Review of published and unpublished literature and maps.
Placement of four exploratory borings along the alignment.
Logging and sampling of exploratory borings for testing and evaluation.
Laboratory testing on selected samples.
PROJECT CONSIDERATIONS
Neither development plans or the project grading plan were available at the time of our investigation. However, it is our understanding that the channel of the subject alignment will be
F
�r 1
• 11 • •
Page No. 2
Job No. 99511-3
further enlarged and developed for flood control purposes. Future development plans are for the adjacent areas to be developed with single family residences. Grading in the adjacent area is anticipated to involve fills on the order of 2 to 4 feet and minimal cuts and fills; however, cuts and fills within the alignment may be significant.
C.H.J., Incorporated has performed a concurrent Geotechnical Investigation (Job No. 99510-3, dated August 2, 1999) for the residential development (Tract No. 29267) located to the south.
Information obtained from that investigation including the results of laboratory tests were utilized to the extent applicable.
SITE DESCRIPTION
The alignment of Noble Creek under study begins at Beaumont Avenue and trends southwest crossing over Brookside Avenue and continues southwest to Beaumont Avenue. The area adjacent to the alignment is relatively flat and planar and is generally underlain by younger alluvium deposited over older alluvium.
Although not encountered, it is assumed that utility lines such as gas and water and perhaps a sewer cross the alignment adjacent to Beaumont Avenue and/or 14th Street and perhaps also crosses the alignment at Brookside Avenue. An overhead high voltage power line crosses the alignment approximately midway between Brookside Avenue and 14th Street, The general area adjacent to the alignment is vacant at this point in time, with the exception of structures at Noble Creek Park (Riverside County Park) and an equipment operators school to the south. Residential development (Tract Nos. 29627 and 28988) are currently proposed for development to the south.
At the time of our field exploration, recent rains had resulted in flowing water in the existing channel.
No other surface features pertinent to the investigation were noted.
•
Page No. 3
Job No. 99511-3
FIELD INVESTIGATION
The soil conditions underlying the subject site were explored by means of four exploratory borings drilled to a maximum depth of 21.5 feet below the existing ground surface with a truck -mounted CME 55 drill rig equipped for soil sampling. The approximate locations of our exploratory borings are indicated on the attached Plat (Appendix "A"). In addition to the exploratory borings utilized for this investigation, exploratory borings (as deep as 51.5 feet) were placed for purposes of the concurrent geotechnical investigation performed for Tract No. 29267.
Continuous logs of the subsurface conditions, as encountered within the exploratory borings, were recorded at the time of drilling by a staff geologist from this firm. Relatively undisturbed samples were obtained by driving a split spoon ring sampler ahead of the borings at selected levels. After the required seating of the sampler, the number of hammer blows required to advance the sampler a total of 12 inches was converted to Standard Penetration Test (SPT) data and recorded on the boring logs. Undisturbed as well as bulk samples of typical soil types obtained were returned to the laboratory in sealed containers for testing and evaluation.
Our exploratory boring logs, together with our SPT data, are presented in Appendix "B". The stratification lines presented on the boring logs represent approximate boundaries between soil types, which may include gradual transitions.
LABORATORY INVESTIGATION
Included in our laboratory testing program were field moisture content determinations on all samples returned to the laboratory. The results are included on the logs of the exploratory borings.
Sieve analysis and sand equivalency testing were performed as an aid in classification. Additional testing was performed on soils from the adjacent site to the south (See Referenced Investigation).
The additional testing was comprised of optimum moisture content - maximum dry density relationships and expansion potential determination, as well as soluble sulfate analysis.
•I: • J •
Page No. 4
Job No. 99511-3
Summaries of the laboratory test results for this investigation as well as testing performed on soils from the adjacent site appear in Appendix "C".
SUBSURFACE SOIL CONDITIONS
Data from our exploratory trenches indicates that the soil profile at the site typically consists of silty sands and poorly graded sands with silt underlain by poorly graded sands to the maximum depths attained. Gravel to a maximum size of 2 inches were encountered within the exploratory borings, However, it is anticipated that isolated areas of gravel and cobbles to 8 inches in diameter may be encountered during grading activities. Density determinations and SPT data indicate that the soils encountered are in loose to dense states, generally becoming more dense with depth.
Fill was not encountered within the exploratory borings utilized for this investigation.
No bedrock on free groundwater was encountered within any of our exploratory borings to the maximum depths attained.
Significant sidewall caving was noted within all exploratory borings utilized for this investigation.
A more detailed description of the subsurface soil conditions encountered within our exploratory borings is presented on the attached logs of the exploratory borings.
CONCLUSIONS AND RECOMMENDATIONS
1. Based upon the soils encountered within our exploratory borings, it appears that the materials can be excavated along the alignment using normal grading equipment, such as loaders, scrapers and backhoes. The type of equipment utilized will be governed more by the depth and location of the excavation rather than the soils.
2. Based on results of the sieve analysis tests and sand equivalent determinations, the soils encountered are generally suitable for use quality fill and backfill material.
With the exception of the sample obtained from Exploratory Boring No. 3 the soils tested had sand equivalents greater than 30.
• • •
Page No. 5
Job No. 99511-3
3. Deeper excavations (greater than 5 feet) will require sloping sidewalls or shoring.
The excavation operation and necessary shoring should be designed and constructed in accordance with the State of California, California Administrative Code, Title 8, Industrial Relations, Chapter 4, Division of Industrial Safety, Subchapter 4, Construction Safety Orders, Article 6. In accordance with the California Adminis- trative Code, excavations to have sloping sidewalls rather than shoring, should have sidewall inclinations no steeper than 1 horizontal to 1 vertical. Flatter slopes will be required if running soils are encountered during construction.
4. No surcharge loads should be allowed within a horizontal distance measured from the top of the excavation slope, equal to the depth of the excavation.
5. An active lateral earth pressure can be considered to be developed at a rate of 40 pounds per square foot per foot of depth for unrestrained conditions. For restrained conditions, an at -rest pressure of 60 pounds per square foot per foot of depth can be considered to be developed. Base friction may be computed at 0.42 times the normal dead load. The passive resistance bearing against firm native soils or properly compacted fill, may be considered to be developed at a rate of 400 pounds per square foot per foot of depth.
6. Preliminary data indicates that permanent cut and fill slopes should be constructed no steeper than 2 horizontal to 1 vertical to a maximum height of 30 feet. If the slopes are subject to running water, rip -rap or other measures will be necessary to protect against, scour or undercutting.
7. Results of the consolidation test conducted between the depths of 1.5 and 12.5 feet on the adjacent site indicates that the soils exhibit a moderate hydro -consolidation potential to a depth of approximately 5 feet when subjected to a surcharge load and inundation with water. However, due to previous inundation the consolidation potential is considered to be minimal in the area of the existing channel. However, in areas outside of the channel, the underlying native soils should be excavated to depths of between 2 and 4 feet (depending on settlement tolerance) prior to construction of fills or structures. See the referenced Geotechnical Investigation report for grading recommendations.
•
Page No. 6
Job No. 99511-3
8. Erosion from and meandering of Noble Creek could extend onto future adjacent developments. Appropriate control measures such as rip -rap or other means should be considered to prevent further erosion and under -cutting of the banks onto the adjacent sites. In addition, measures should be provided to prevent surface water from flowing over slope faces.
9. Appropriate measures for scouring within the channel are beyond the scope of this report. However, some method should be utilized to prevent future scouring and undercutting of bridges and other structure foundations which extend into the channel.
10. Since the materials encountered during this investigation were generally granular, specialized construction procedures to specifically resist expansive soil forces are not anticipated. Results of expansion testing conducted on selected samples of older alluvium from the adjacent site indicates that these soils exhibit a "low" potential for expansion in accordance with UBC Standard 18-2. If such soils are encountered during construction, appropriate mitigation measures may be needed.
11. Although not a soils engineering consideration, nearby underground utilities are anticipated in the vicinity of the alignment that should be protected during excavation, grading and construction operations. In addition, care should be exercised while excavating near bridges, and other improvements on, or near the ground surface.
12. Aerial photographs reviewed for the adjacent site did not reveal evidence of recent significant flooding. Although an evaluation for the potential of flooding from Noble Creek is beyond the scope of this investigation, it is our recommendation that the potential be evaluated.
LIMITATIONS
C.H.J., Incorporated has striven to perform our services within the limits prescribed by our client, and in a manner consistent with the usual thoroughness and competence of reputable soils engineers practicing under similar circumstances. No other representation, express or implied, and no
•
. .
Page No. 7
Job No. 99511-3
warranty or guarantee is included or intended by virtue of the services performed or reports, opinion, documents, or otherwise supplied.
This report reflects the testing conducted on the site as the site existed during the investigation, which is the subject of this report. However, changes in the conditions of a property can occur with the passage of time, due to natural processes or the works of man on this or adjacent properties. Changes in applicable or appropriate standards may also occur whether as a result of legislation, application, or the broadening of knowledge. Therefore, this report is indicative of only those conditions tested at the time of the subject investigation, and the findings of this report may be invalidated fully or partially by changes outside of the control of C.H.J., Incorporated. This report is therefore subject to review and should not be relied upon after a period of one year.
The conclusions and recommendations in this report are based upon observations performed and data collected at separate locations, and interpolation between these locations, carried out for the project and the scope of services described. It is assumed and expected that the conditions between locations observed and/or sampled are similar to those encountered at the individual locations where observation and sampling was performed. However, conditions between these locations may vary significantly. Should conditions be encountered in the field, by the client or any firm performing services for the client or the client's assign, that appear different than those described herein, this firm should be contacted immediately in order that we might evaluate their effect.
If this report or portions thereof are provided to contractors or included in specifications, it should be understood by all parties that they are provided for information only and should be used as such.
The report and its contents resulting from this investigation are not intended or represented to be suitable for reuse on extensions or modifications of the project, or for use on any other project.
. .
Page No. 8
Job No. 99511-3
CLOSURE
We appreciate this opportunity to be of service and trust this report provides the information desired at this time. Should questions arise, please do not hesitate to contact this office.
BW/RJJ: sp
Respectfully submitted,
C.H.J., INCORPORATED
Ben Williams, Senior Staff Engineer
Robert J. Johnson, G.E. 443
Senior Vice President
•
•
APPENDIX "A"
GEOTECHNICAL MAPS
BROOKSIDE
- t, Base Map: USGS Beaumont Quadrangle
==A •- %NVn
1/4 1/2 3/4
6 1000 2000 3000 4000 5doo feet
N — Scale 1" = 2000 feet
1 inch equals
approximately 3/8 mile
GRAPHIC SCALE
FOR:
NOBEL CREEK
MEADOWS LLC
DATE JULY 1999
INDEX MAP
NOBLE CREEK ALIGNMENT
BETWEEN BEAUMONT AVENUE
AND 14T" STREET
BEAUMONT, CALIFORNIA
a••
t/-£ as
Water Tanks
ENCLOSURE
"A-1"
JOB NUMBER
99511-3
BEAUMONT AVENUE
W
a
W
0 cc
Scale 1"-40
FOR:NOBEL CREEK
MEADOWS LLC
DATE: JULY 1999
PLAT
NOBLE CREEK ALIGNMENT
BETWEEN BEAUMONT AVENUE
AND 14" STREET
BEAUMONT, CALIFORNIA
i _
ENCLOSURE
"A-2"
JOB NUMBER
99511-3
it C• •„al • irrcoaPoRahD
APPENDIX "B"
EXPLORATORY LOGS
Enclosure "B" (loft)
Job No. 99510-3
KEY TO LOGS
SAMPLE TYPE:
Ring Indicates Undisturbed Ring Sample. Undisturbed Ring Samples are obtained with a C.H.J. Sampler (3.00" O.D. and 2.42" I.D.) driven with a 140 pound weight falling 30 inches. The blows per foot are converted to equivalent SPT values.
SPT
Indicates Standard Penetration Test. The SPT N -value is the number of blows required to drive an SPT sampler 12 inches using a 140 pound weight falling 30 inches. The SPT sampler is 2" O.D. and 1-3/8" I.D.
SA Sieve Analysis (ASTM C-136)
SE Sand Equivalent (ASTM D-2419)
ENGINEERING PROPERTIES FROM SPT BLOWS
Relationship of Penetration Resistance to Relative Density for Cohesionless Soils* (After Mitchell and Katti, 1981)
No. of SPT
Blows (N60)
50 Very Dense 85-100
Descriptive
Relative Density
Very Loose
Loose
Medium Dense
Dense
Approximate
Relative
Density (%)
* At an effective overburden pressure of 1 ton per square foot (100 Kpa) 0-15
15-35
35-65
65-85
S OIL CLASSIFICATION CHART
COARSE
GRAINED
SOILS
MAJOR DI VI SIONS •R4PM L ETTER TYPICAL DESC RIPTI ON S srrioLi srm soc
r ••
CD
M ORE THAN 60%
TERIAL IS
GER THAN NO
SIEVE SIZE
0 N
FINE
GRAINED
SOILS
GRAVEL
AND
GRAVELLY
SOILS
M ORE TH AN 50%
OF COARSE FRA C•
TION R ETA INED
ON N O. 4 SIEVE
SAND
AND
SANDY
SOILS
SILTS
AND
CLAYS
SILTS
AND
CLAYS
CLEAN GRAVELS
(LITTLE OR NO FINES)
GRAVELS WITH
FINES
(APPRECIABLE AMOUNT
OF FINES)
CLEAN SAND
(LITTLE OR NO FINES)
SA NDS WITH
FINES
(APPRECIABLE AMOUNT
OF FINES)
LIQUID LIM IT
LESS T HAN 60
OH OR GANIC CLAYS OF MEDIU M TO HIGH
PLA STICITY, ORGANIC SILTS
LIQUID LIMIT
GR EATER THAN 50
HIGHLY ORGANIC SOILS
GW
WELL • GRADED GRA VELS, G RAVEL -SAND
MIXTURES, LITTLE OR NO FINES
PO ORLY - GRADED GRAVELS, GRAVEL SAND
MIXTURES, LITTLE OR NO FINES
SILTY GRAVELS, GRAVE L - SAND - SILT
MIXTURES
CLAYEY G RAVELS, GR AVEL - SAND - CLAY
MIXT URES
WELL -G RADED S ANDS, GRAVELLY SA NDS,
LITTLE OR NO FINES
POORLY -GRADED S ANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
SILTY SANDS , SAND SILT MIXTURES
CLAYEY SANDS, SAND -CLAY MIXTURES
INORGANIC SILTS AND VERY FINE SANDS,
ROCK FLOUR. SILTY OR CLAYEY
FINE SANDS OR CLA YEY SILTS
WITH SLIGHT PLASTICITY
INORGAN IC CLAY S OF LOW TO MEDIUM
PLA STICITY, GRAVELLY CLA YS,
SANDY CLAYS, SILTY CLAYS,
LEAN CLAYS
ORGANIC SILTS A ND ORGANIC SILTY
CLAYS OF LOW PLASTICITY
OR
IN ORGANIC
TOM SILT,CEFINE SMICAAN D OR
SILTY SOILS
PEAT, HUMUS SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
40 uT
s• 4
GRADATION CHART
MARERIAL SITE
SAND
FINE
MEDIU M
COARSE
GRAVEL
FINE
COARSE
COeeLES
PARTICL E SIZE
LOWER LIMIT
UPPER LI MIT
MILLM iER3
0 -60
SO
1,40
30 V
ti
4 20
10 1US STANDARD
20 r
.074
042
200
4.16 191
76.2 304.0
IEVE SIZE
*2001
•40 1
*10 1
• 4 E
3/4" •
IMMO
12 I•" .g
042
2.00 4.76
191
762
304 .0
914.4
• CLEAR SOUA RE OPENINGS
PLASTICITY CHART
LIQUID LIMIT
40 50 60
CL
ML a OL
CH
♦ 401
•10 1
41 3,/4"•
3" •
70 BO 90
MH a OH
UNIFIED SOIL CLASSIFICATION SYSTEM
fik •. • INC ORP ORATED
L. 0JnSOL3U3
N
0 N
e,
Co
Z
U
q
0 0
w
J
0 2
CC
0 En
Date Drilled: 7/14/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 1
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D.
Measured Depth to Water(ft): N/A
DEPTH (ft)
C7�
VISUAL CLASSIFICATION
SAMPLES
BLOWS/FOOT
(Equiv. SPT)
FIELD
MOISTURE (%)
Q�
LAB/FIELD
TESTS
DRIVE
BULK
=
(SM) Si ty Sand, fine with medium to coarse and gravel
Mk
3.9 Bulk,
-
to 3/4", brown
SA, SE
8 2.5
110
Ring
- 5
_
7 6
4.4 104
Ring
••• •
1.8 Bulk
(SP) Sand, fine with medium coarse and gravel to 2",
-
light brown
— 10 —
:: . : :'..-.'..
X
i
26 2.2
112
Ring
— 15—
_
7 54/9"
N.R.
Ring
- 20
>C
57/5"
N.R.
Ring
_
END OF BORING
- 25 -
NO BEDROCK
- 30 -
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
NOBLE CREEK ALIGNMENT
BEAUMONT, CALIFORNIA
Job No.
99511-3
Enclosure
B-1
Date Drilled: 7/14/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
co
q
U
q
co
co
0 0
J
W
-J
U
Q
CO
CO
LOG OF BORING 2
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
(SP-SM) Sand, fine with medium to coarse, gravel to 3/4" and silt, light brown
13 l 1.9 111
(SP-SM) Sand, fine to coarse with gravel to 3/4" and silt, ■'° 1 2.0 light brown
(SP-SM) Silty Sand, fine with medium to coarse and silt, light brown
(SP) Sand, fine to coarse with gravel to 2", light brown
END OF BORINU
NO BEDROCK
NO REFUSAL
NO FILL
NO FREE GROUNDWATER
NOBLE CREEK ALIGNMENT
BEAUMONT, CALIFORNIA
15 2.2 120
5.2 12 6.5 113
Bulk
Ring
Bulk,
SA, SE
Ring
Bulk
Ring
Bulk
Ring
Job No. Enclosure
99511-3
B-2
P
Date Drilled: 7/14/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
LOG OF BORING 3
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D.
Measured Depth to Water(ft): N/A
DEPTH (ft)
U
C7
OO
VISUAL CLASSIFICATION
SAMPLES
BLOWS/FOOT
(Equiv. SPT)
FIELD
MOISTURE (%)
DRY UNIT WT.
(pcf)
LAB/FIELD
TESTS
BULK
(SM) Silty Sand, fine with medium to coarse and gravel
to 3/4", light brown
7 '
11 16
12 26
44 3.9
2.7 2.4
2.8 1.9
5.3 N.R.
108
114
126
114
Bulk,
SA, SE
Ring
Bulk
Ring
Ring
Ring
Ring
5 (SP) Sand, fine with medium and coarse, light brown
10 15
20 25
30 i
- -
(SP) Sand, fine with medium, coarse and gravel to 2",
light brown
END OF BORING
NO BEDROCK
NO REFUSAL
NO FILL
NO GROUNDWATER
•
NOBLE CREEK ALIGNMENT
BEAUMONT, CALIFORNIA
Job No.
99511-3
Enclosure
B-3
LOG OF BORING 4
Date Drilled: 7/14/99
Equipment: CME 55 Drill Rig
Surface Elevation(ft): N/A
H
Q
m
r
0 x
0 0_
a,
a,
0 w
J
0 2
W
0 0
Q]
5 - 10 -
- 15 -
- 20-
-25 -
- 30-
Client: Nobel Creek Meadows, LLC
Driving Weight / Drop: 140 lb/30 in
Logged by: T.D. Measured Depth to Water(ft): N/A
VISUAL CLASSIFICATION
ccG
(SP-SM) Sand, fine with medium to coarse, gravel to 3/4" and silt, light brown
It
(SP) Sand, tine witn mecum, coarse anu gravel to 1 ,
light brown
END OF BORING
NO BEDROCK
NO REFUSAL
FILL TO 3.0'
NO FREE GROUNDWATER
27 4.0
123
Ring
•
NOBLE CREEK ALIGNMENT
BEAUMONT, CALIFORNIA
H
OFD
0 26
0 H
w
N.R.
H
g
cs
A a
h
Ring
Job No. Enclosure
99511-3 B-4
APPENDIX "C"
LABORATORY TESTING
Enclosure "C-1"
Job No. 99511-3
TEST DATA SUMMARY
OPTIMUM MOISTURE - MAXIMUM DENSITY RELATION:
ASTM D 1557-91 (From C.H.J., Incorporated, Job No. 99510-3, Tract No. 29267) Boring/
Depth Classification
3/0.0 Sand, fine with silt,
light brown (SP-SM)
17/0.0 Silty Sand, fine, red
brown (SM)
Optimum Moisture Maximum Dry Density
Percent) (PCF)
8.5 129.0
9.5 129.0
DIRECT SHEAR TEST: Remolded to 90% Relative Compaction: (Saturated) ASTM D 3080 (From C.H.J., Incorporated, Job No. 99510-3, Tract No. 29267) Boring
3 17
Depth of
Sample (Ft.)
surface
surface
Angle of Internal
Friction (°)
Apparent
Cohesion
(PSF)
34 -0-
32 -0-
Enclosure "C-2"
Job No. 99511-3
TEST DATA SUMMARY
EXPANSION INDEX :
UBC Standard Test Method 18-2 (From C.H.J., Incorporated, Job No. 99510-3, Tract No. 29267) Boring No./ Initial Final Degree of
Depth Moisture Moisture Saturation Expansion Expansion
(Ft.) ( %) (%) (%) Index Potential
16/0.0 11.0 18.6 50.5 34 "low"
SOLUBLE SULFATES: EPA METHOD 9038
(From C.H.J., Incorporated, Job No. 99510-3, Tract No. 29267) Boring Depth (Ft.)
17A 0.0
16A 0.0
Level
N.D.'
N.D.'
Exposure*
"negligible"
"negligible"
' Analysis reported as N.D. were not present above the 0.01 level of detection.
Enclosure "C-3"
Job No. 99511-3
TEST DATA SUMMARY
SAMPLE:
LOCATION:
SIEVE ANALYSIS:
SIEVE SIZE
3/4"
1/2"
3/8"
No. 4
No. 10
No. 16
No. 40
No. 50
No. 100
No. 200
lA 2B 3A 4B
PERCENT PASSING
100 100 100 100
95 98 98 92
91 92 96 90
82 84 93 82
73 71 90 68
67 60 86 57
52 38 72 34
45 29 62 25
30 16 40 13
16 8 23 7
SAND EQUIVALENT: 30 71 27 57
(Caltrans 217)
Appendix C
Floodplain Study
NOBLE CREEK
PRELIMINARY FLOODPLAIN STUDY
NOBLE CREEK VISTAS SPECIFIC PLAN
CITY OF BEAUMONT, CA
Prepared for:
THE TAHITI GROUP
Prepared by:
GABEL, COOK & BECKLUND, INC.
125 W. La Cadena Drive, Suite A
Riverside, CA 92501
(909) 788-8092
June 2001
Noble Creek Vistas Specific Plan
The Tahiti Group
Noble Creek Preliminary Floodplain Study
TABLE OF CONTENTS
• PURPOSE AND SCOPE
• PROJECT SITE AND DRAINAGE AREA
• HYDROLOGY
• FLOODPLAIN ANALYSIS
• SCOUR ANALYSIS AND RIP -RAP SIZING
• RESULTS
• REFERENCES
FIGURES
3 3
3 4
5 5
6 FIGURE A: BEAUMONT MASTER DRAINAGE PLAN AND NOBLE CREEK
VISTAS SPECIFIC PLAN
APPENDICES
APPENDIX A: EXISTING CONDITION HEC-RAS CALCULATIONS & CROSS-
SECTIONS FROM OAK VALLEY FLOOD STUDY
APPENDIX B: PROPOSED CONDITION HEC-RAS CALCULATIONS &
CROSS -SECTIONS
APPENDIX C: HYDRAULIC ANALYSIS SUMMARY TABLE
APPENDIX D: SCOUR CALCULATIONS
EXHIBITS
EXHIBIT A: EXISTING CONDITION FLOODPLAIN MAP
EXHIBIT B: POST CONSTRUCTION FLOODPLAIN MAP
N:\1858\Documents\Hydro.doc PAGE 2
Noble Creek Vistas Specific Plan
The Tahiti Group
Noble Creek Preliminary Floodplain Study
• PURPOSE AND SCOPE
This study has been authorized by The Tahiti Group in support of the Environmental Impact Report (EIR) prepared by Applied Planning for Noble Creek Vistas Specific Plan.
The scope of this study includes the following:
• Determine the existing condition floodplain limits during a 100 -year event storm.
• Determine the floodplain limits after construction of the project during a 100 -year event storm.
• Evaluation of the result of the floodplain analysis.
• Preparation of the report along with the appropriate exhibits.
PROJECT SITE AND DRAINAGE AREA
The project is located in County of Riverside, California and lies at the base of the Little San Gorgonio Creek watershed westerly of Beaumont Avenue and southerly of Brookside Avenue and is contiguous with the City of Beaumont on the east and west boundaries. The 332 -acre specific plan proposes the construction of 965 single-family residential units with lot sizes ranging from 5,000 to 10,000 square feet on a total of 262 acres. The site is impacted by Noble Creek, which bisects the project and is shown as mapped floodplain at the northerly project limits. The existing creek runs through the middle of the project as a natural earth channel and is contained in a concrete -lined channel north of Brookside Avenue. This project proposes to keep Noble Creek in its current location and provide flood proofing for the proposed adjacent development. This proposal is consistent with the adopted Riverside County Flood Control and Water Conservation District "Master Drainage Plan for the Beaumont Area". The site topography is varied with relatively steep slopes adjacent to the bluffs and ravines found along the southerly portion of the site and the balance of the site consists of fairly flat areas. The overall difference in ground elevations across the project is 130 feet.
• HYDROLOGY
The 100 -year runoff values used to determine the pre -project and post -project flood elevations are based upon the Riverside County Flood Control and Water Conservation District (RCFC&WCD) "Master Drainage Plan for the Beaumont Area". The bulked 100 -year storm runoff through the project area is 13,530 c.f.s.
N:\ 1858\Documents\Hydro.doc PAGE 3
Noble Creek Vistas Specific Plan
The Tahiti Group
Noble Creek Preliminary Floodplain Study
• FLOODPLAIN ANALYSIS
The Floodplain Analysis prepared by AEI-CASC Engineering in December 1998, for the Frank Ranch/Oak Valley Specific Plan, was utilized to delineate the limits of the flood flows traversing the project site. This floodplain study analysis utilized the U.S. Army Corps of Engineers HEC-RAS computer program to determine the existing condition for the Noble Creek Floodplain through this site.
The proposed (post construction) condition will consist of re -grading the Noble Creek channel area to establish a uniform channel section and constructing a combination levee/street system along both sides of Noble Creek as it traverses the project site. This system will provide flood proofing of the project by containing the flood flows within the limits of the existing floodplain area. The road system will be elevated a minimum of 3 feet above the floodplain to maintain the required channel free board. The levee/road system is proposed to flare out at the northerly project boundary to accept flood flows from the Mountain View and Noble Creek channels and will act as a collector system to insure that the flood flows remain in the Noble Creek Channel. The southerly end of the levee/road system is also flared out to match the existing floodplain and not change the downstream conditions and will match the existing Noble Creek Channel improvements constructed by the Oak Valley Specific Plan. The northerly and westerly project limits will be flood proofed by constructing a masonry boundary wall along with additional landscaped setback areas to provide barrier protection and flow areas should flows from the north escape from the indicated floodplain limits shown on the Beaumont Master Drainage Plan.
The Riverside County Flood Control District as part of their Flood Control Improvement program will construct the remaining northerly portions of the Beaumont Master Drainage Plan at a future date. The City of Beaumont would pay their pro -rata share of these costs at time of construction. The improvements proposed for construction by the Noble Creek Vistas Specific Plan will be owned by the City of Beaumont once they are constructed and will be maintained by a City of Beaumont Community Facilities District after completion of the improvements.
The existing Mountain View Channel will have to be reconfigured to match the alignment of the new levee/road system and these improvements would have to be approved by the Flood Control District and an encroachment permit issued for this work. The Riverside County Flood Control District currently owns a 100 -foot wide drainage easement that parallels the Noble Creek floodplain and provides for a low flow channel from Brookside Avenue to Fourteenth Street. The proposed levee/road system is located outside of this easement with an encroachment permit being required by the Flood Control District for any grading work proposed within this area.
N:\1858\Documents\Hydro.doc PAGE 4
Noble Creek Vistas Specific Plan
The Tahiti Group
Noble Creek Preliminary Floodplain Study
The Noble Creek Channel crossing of Brookside Avenue presently exists as a dip crossing and the Noble Creek Vistas Specific Plan proposes to maintain this condition. The Beaumont Unified School District is proposing to develop the 110 acres northerly of the Noble Creek Vistas Specific Plan as a high school facility.
This plan proposes to realign Brookside Avenue to the north and meet Beaumont Avenue approximately 600 feet northerly of the present intersection. This realignment will relocate Brookside Avenue outside of the Noble Creek floodplain and will eliminate the Brookside Avenue dip crossing of the creek.
The school district is also proposing to provide flood proofing of the future high school site with a combination channel/berm system to protect the facility and deliver flood flows along their easterly boundary southerly to the Noble Creek Wash. They also propose to construct a channel/berm system of flood proofing along the northerly project boundary. The affect of the construction of the proposed high school will be to further protect the Noble Creek Vistas Specific Plan and deliver flood flows back to the Noble Creek Wash. • SCOUR ANALYSIS AND RIP -RAP SIZING
The scour analysis and rip -rap sizing is based upon the Los Angeles County Department of Public Works Hydrology/Sediment Manual and the Los Angeles County Flood Control Districts Design Manual. More specifically, for scour determination, the following equation was used:
Ztot = Zdeg + Zgs + ZIs + Zbs + ZI + %Z h
Where:
Ztot =
Zdeg =
Zgs =
ZIs =
Zi =
Zbs =
h =
The total amount of anticipated scour
The amount of scour due to long term degradation
The amount of general scour
The amount of local scour
The amount of scour due to low flood incisement
The amount of scour due to bends in the flood path alignment The bedload height
As a cross check measure, the "Levee Criteria" design guideline table contained within the Los Angeles County Flood Control District Design Manual was utilized.
The actual scour calculations and comparison of the two methodologies are included in Appendix D.
RESULTS
The proposed levee/road system will provide flood proofing for the Noble Creek Vistas Specific Plan. This plan will not have any significant impact on upstream and downstream properties. The affected property owners will be notified to the extent of the change in the stream flow characteristics and their acceptance of the changes will be obtained as required by FEMA guidelines and policies. The proposed slope protection should extend a minimum of 3 feet above the calculated water surface elevation. The recommended erosion protection N:\1858\Documents\Hydro.doc PAGE 5
Noble Creek Vistas Specific Plan
The Tahiti Group
Noble Creek Preliminary Floodplain Study
systems include riprap and standard concrete slope paving. Non -concreted riprap should be 1/2 -ton minimum by 4 feet thick. A filter blanket should be placed beneath the riprap in accordance with Caltrans Standards. The other recommended option is to construct concrete slope paving. The structural section should be designed based upon soil conditions and local agency standards. A cut-off wall should be constructed along the levee limits and should be extended at the north and south project boundary sufficiently beyond the 100 - year storm water surface limits. A cut-off wall is required and should extend a minimum of 10 feet below the creek's streambed.
VII REFERENCES
1. Riverside County Flood Control and Water Conservation District "Master Drainage Plan for the Beaumont Area", July 1983.
2. Los Angeles County Department of Public Works Hydrology/ Sedimentation Manual.
3. Los Angeles County Flood Control District Design Manual.
4. AEI-CASC Engineering "Noble Creek Preliminary Floodplain Study", December 1998.
N:\1858\Documents\Hydro.doc PAGE 6
Noble Creek Vistas Specific Plan
The Tahiti Group
Noble Creek Preliminary Floodplain Study
EXHIBIT A
EXISTING CONDITION FLOODPLAIN MAP
N:\1858\Documents\Hydro.doc PAGE 12
V Ac iti
INeCONDITIIN4LOOD PL'A II'3L11ALa
EXHIBIT A
LEGEND
EXISTING CONDITION
FLOOD PLAIN LIMIT
HEC RAS CROSS SECTION
LOCATION & STATION
FLOOD PLAIN
27-H50
•
SCALE: 1"z 5100'
FLOOD EXISTING
WORK MAP
PREPA RED
WESTBROOK OAK VALLEY PROPERTIES, INC.
EXISTING CONDITION FLOOD PLAIN MAP
937 SOUTH VIA LATH
SUITE 500
PH. (909) 783-0101 FAX (909) 783-0108
COLTON, CA 92324
RINI GI
UFO 0 2 19911
Noble Creek Vistas Specific Plan
The Tahiti Group
Noble Creek Preliminary Floodplain Study
EXHIBIT B
POST CONSTRUCTION FLOODPLAIN MAP
N:11858\Documents\Hydro.doc PAGE 13
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C. FLO0DPLAIN STUDY
NOBLE CREEK VISTAS SPECIFIC PLAN
DRAFT ENVIRONMENTAL IMPACT REPORT
Floodplain Study
HEC-RAS Calculations & Cross -Sections
Gable, Cook & Becklund, Inc.
125 W. La Cadena Drive, Suite A
Riverside, CA 92501
909.788.8092
June 2001
Existing Condition
HEC-RAS Calculations & Cross -Sections
HEC-RAS Plan: Ex Cond Sub Reach: 1 11128198
Rlver Sta.',..
- - Q Total .
Men Ch El .
W.S. Wax •
Crtt W.S.
E.G. Elsv
E.G. Slope
Val Chill. 1-
Flow Area
• Top Width
Frauds * Chl
._: :, _:_ ::,
: - (da) .:
1. (ft)
- (n) . :_
,: (ft) - -
,;: (R► . •
12270.00.
2516.00.
2519.37'
2519.37:
252025:
0.014421
8.99;
1646.53;
1023.61.
1.16 3110;_'_'._=
12270.00'
2524.00:
2529.04:
2529.04;
2529.71;
0.004233'
8.41:
2512.44:
1548.54.
0.72 3580-; =_: J
12270.00:
2532.00'
2538.22:
2538.22'
2539.07'
0.004545:
9.36:
2175.44.
1118.77
0.76'
3950 .` _ -k
12270.00.
2542.00"
2546.65
2546.65'
2547.40:
0.006509
9.35;
2117.99;
1301.60:
0.87 4160 ice=_ :-.
12270.00.
2547.30,
2553.06:
2553.06:
2553.79:
0.003161
8.43;
2541.12:
1455.61
0.65 12270.00
2551.50
2555.86
2555.86
2558.87'
0.015522:
15.04!
986.83:
405.06
1.36 4690.==.'
12270.00:
2559.60
2565.71
2565.71
2566.81'
0.004718 •
9.64:
1814.10!
785.53'
0.78 5100., __ _ _ _
12270.00 •
2570.30:
2575.72:
2575.72
2577.04'
0.009504:
9.26:
1330.17'
515.88
1.00 5500 _ ._:.-_
12270.00
2579.40
2583.90!
2583.90
2585.23!
0.006776'
10.59!
1529.24;
587.84'
0.91 5910 • , :. _.:
12270.00:
2588.00
2593.17:
2593.17
2594.38!
0.006023
9.80:
1645.97:
717.35.
0.85 6320:: :n:'
12270.00 •
2598.00
2602.82:
2602.82
2604.42
0.007484:
10.80:
1378.82'
638.33:
0.95 6740__;:_x._
12270.00
2607.70
2611.93:
2611.93:
2613.44:
0.009343'
10.11!
1269.85
442.05
1.02 7140 :.' ' .!
12270.00
2617.70
2621.80:
2621.80
2623.37'
0.008620:
10.08:
1233.59 •
490.26
0.99 7550 s ` ... ..
12270.00
2628.00
2632.06 •
2632.06:
2633.39 •
0.009386
9.28 1322.57
595.42 •
1.00 7960:;:=2-:'':
12270.00.
2637.50:
2642.39
2642.39
2643.86
0.008884:
9.76:
1274.38!
566.25
0.99 8370' '- r...:
12270.00
2647.00
2652.02.
2652.02:
2653.69:
0.008737
10.40'
1180.15
389.00.
1.00 8760..::x. .:
12270.00 •
2656.00
2660.90'
2660.90'
2662.82
0.008087
11.11:
1108.85.
291.27
0.99 9110:'-=;---:
12270.00
2664.00
2670.22'
2670.22
2672.44;
0.006911
12.15;
1068.16
249.39'
0.95 9420-, : '-_ :
12270.00
2672.00
2679.77'
2679.77
2681.47;
0.008406
10.54:
1183.49
400.20:
0.99. 9720 '; =
12270.00
2681.60
2692.70:
2692.70
2694.04:
0.007218
9.95. 1447.48
751.63
0.92.
HEC-RAS Plan: Ex Cond Sup R,aeh: 1 11128198
River Ste. -=.
;,Q Total --
Min Ch El
: W.S. Bev ;
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+ E.G. Elsv
E.G. Slop,
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Flow Ar,a
Top Width
Frauds $ Chl
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(}UR) -.
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1000=..-.
12270.00'
2486.00
2491.75
2491.75;
2493.68
0.007990
11.26 1115.46
289.03
1.12 1540:= -,;.
12270.00:
2494.00
2497.19
2498.02,
2500.12
0.018746
14.30i
929.97
349.41
1.44 1960._ -:._
12270.00'
2500.00:
2505.47'
2506.94!
2511.61
0.032423!
21.66:
694.19
280.231
1.96 2310:;-` `;_
12270.00'
2509.00:
2513.94!
2514.24!
2515.28:
0.0071431
11.42 1756.51
956.61
0.95 2750_1_ ;=
12270.00'
2516.001
2518.78:
2519.37;
2520.74;
0.039107:
12.56,
1098.14!
845.89!
1.84 3110X. 11
12270.00:
2524.00:
2528.161
2529.04!
2531.49'
0.021087'
16.10'
1194.99!
1461.51,
1.55 3580 .
12270.00;
2532.00!
2537.36;
2538.22'
2540.02'
0.015366:
15.04,
1284.29:
950.45
1.35 3950 t:_7-,..7. ",;
12270.00'•
2542.00!
2545.66:
2546.65;
2548.91
0.037149:
18.03'
1055.57:
838.83
1.97 4i60,..!..- =
12270.00
2547.30'
2551.52'
2553.06 i
2555.83:
0.021219!
17.38 812.95
381.07
1.58 4320- <-. =
12270.00.
2551.50:
2555.36.
2555.86!
2559.80
0.026772
17.99 798.05;
353.41:
1.74 4690 - _: s ≤::: -.
12270.00
2559.60!.
2564.52
2565.71;
2568.44
0.020234'
16.52:
933.87
690.89;
1.53 5100 -r :.° _ .=
12270.00:
2570.30:
2575.06:
2575.71!
2577.37
0.020994:
12.20;
1006.04.
458.86!
t44
5500 =.-_;' =t
12270.00
2579.40!
2583.03;
2583.90'
2586.08.
0.019645;
15.42;
1031.54
551.36.
1.49 5910 4i:{3:-,:-;-,
12270.00;
2588.00!
2591.95.
2593.17!
2595.71
0.026643!
1631!
892.50.
518.13,
1.69 8320_;_:=-' .
12270.00'
2598.00!
2601.94;
2602.82'
2605.12
0.019431
14.78 926.63
407.96
1.47 6740-; _=_ :.
12270.00
2607.70'
2611.22!
2611.93;
2613.81
0.021326.
13.21. 965.69:
413.61.
1.48 1140_!.._ 4 -. _:
12270.00
2617.70!
2620.72:
2621.80!
2624.22
0.029902:
15.01 817.47
363.82!
1.74 7550 :1...': ;
12270.00
2628.00
2631.651
2632.06:
2633.50
0.016021:
10.94. 1121.93
486.46
1.27 7960--=-_ -7
12270.00
2637.50!
2641.06'
2642.39!
2645.65:
0.051097.
17.20;
713.57
386.34
2.19 8370. _,:, _-
12270.00
2647.00:
2652.02'
2652.02
2653.69
0.008737
10.40 1180.15
389.00'
104.73
8780 .: =:
12270.00.
2656.00
2659.59;
2660.90:
2663.89
0.030111
16.64 737.35
273.41
1.79 9110_:._'_= _:
12270.00
2664.00:
2668.64!
2670.22'
2673.68
0.024212
18.08:
695.04
224.64
1.68 9420'::
12270.00
2672.00:
2677.88,
2679.77'
2685.13
0.048274
21.60 567.96
214.43
2.27 9720 :__ _< =
12270.00.
2681.60
2691.19:
2692.70:
2695.10
0.020007
16.48:
819.31
427.26
1.52
Noble Creek Vistas Specific Plan
The Tahiti Group
Noble Creek Preliminary Floodplain Study
APPENDIX A
EXISTING CONDITION HEC-RAS CALCULATIONS &
CROSS -SECTIONS FROM OAK VALLEY FLOOD
STUDY
N:\1858\Documents\Hydro.doc PAGE 8
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/98 1000 Subcritical Analysis
.03 .035
2520-6 3
- 5
2515-
2510-
2505-
0 2500-
o>
- .
2495-
2490-
2485
U-.
•
EG 1
WS1
U
Ground
•
Bank Sta
0 200 400 600 800 1000 1200
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 1540 Subcritical Analysis
.03 :: .035
2520-• 3
i
- 5
2515-
2510-
2505-
o
a)
w
2500-
2495-
2490
• •
s
EG 1
WS 1
Ground
•
Bank Sta
0 200 400 600 800 1000 1200
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 1960 Subcritical Analysis
.035
2540--•3 3
5 2530—
0 2520—
ca -
>
a)
w
2510-
•
•
. .
•
EG 1
WS 1
Ground
•
Bank Sta
2500
0 200 400 600 800 1000 1200 1400
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/ 2310 Subcritical Analysis
03 _
2540 -e3
'5
2535-
2530-
2525-
O
a0'5 2520-
2515-
- • •
2510-
2505
- ■-•
•
.035
■ _
■
EG 1
WS 1
Ground
•
Bank Sta
0 200 400 600 800 1000 1200 1400
Station (ft)
8
Noble Creek Existing Condition Plan: Imported Plan 01-7-b1/281 8 2750 Subcritical Analysis
.035 .03 .035
25401
2535-
2530-
0 ca
>
Di 2525-
2520-
2515
■ • •
•
s a—.
EG 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/63 3110 Subcritical Analysis I
2560
2555-
2550—
2545—
0 2540—
co
>
a)
w 2535—
2530-
2525-
2520
•
.035 0 .035
3 . •
1 .
•
H
EG 1
WS 1
F
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan —0--11 11/28 8 3580 Subcritical Analysis
2560-N
2555-
2550-
c 2545-
-
>
a)
w
2540-
2535-
2530
.035 0 .035
3 . ■ .
• •
. .
EG 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/63 3950 Subcritical Analysis
2580-•
2570-
0 2560—
cU
a)
w
2550-
2540
•
.035 .035
3 1 H
■
N
•
O• •
•
•
EG 1
WS 1
Ground
Bank Sta
0 500 1000 1500 2000 2500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/ 8 4160 Subcritical Analysis
2580-1
2575-
2570-
2565-
•
c
> 2560-
w
w -
2555-
2550-
•
.035 - 0 .035
3 U-
-
. •
•
.
.
.
EG 1
WS 1
Ground
•
• Bank Sta
2545 -
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11128/63 4320 Subcritical Analysis
2600 •
2590-
.035 .035 -=
3 2580- ■
o
Ma) 2570-
2560-
2550
.
•
.
•
.
EG 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 4690 Subcritical Analysis
0 m
2600
2590-
2580-
2570-
2560-
2550 _
0 .035
.03 :6
3 5
§-I
V
EG 1
WS 1
Ground
•
Bank Sta
500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 5100 Subcritical Analysis
.035 .03
2600-1
2595-
2590-
--',
c 2585-
c�
a)
w
2580-
2575-
2570 _
0 3
5 ■
■
•
EG 1
WS 1
Ground
Ineff
S
Bank Sta
500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/98 5500 Subcritical Analysis
2620-•
2610-
2600-
c
w 2590-
2580-
2570
•
•
•
.035
310
3 5
EG 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 5910 Subcritical Analysis
.035
2620-.
2615-
2610-
2605-
0 -
2600-
a)
2595-
2590-
2585
=I.
3 5
• •
EG 1
WS 1
a
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/98 6320 Subcritical Analysis
2625-
.035
.03- '
3 5
2620 .
2615-
0 2610-
>
a)
w
2605-
2600-
2595
- ..
. .
•
•
•
.
•
•
0 EG 1
WS1
Ground
•
Bank Sta
500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 6740 Subcritical Analysis
2630 -
2625-
2620- .
•
N
w 2615-
•
.
.035 • .03
.
2610- .
2605
.
.
•
0 3
5 EG 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11 /28/ 8 7140 Subcritical Analysis
2635-
2630-
N
.035 .03
0 3
5 - ■ .
0 2625—
co
a)
w
.
.
•
I► a
2620— •
2615
EG 1
WS 1
Ground
Ineff
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 7550 Subcritical Analysis 1
2640
2638-
2636- •-• •
O 2634—
0 >
a)
W
2632-
2630-
2628
.035 .03
0 3
5 I
•
•
EG 1
WS1
Ground
Ineff
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/98 7960 Subcritical Analysis
2648
2646-
2644-
2642-
(13
>
a)
2640-
2638-
2636
•
.035
•
.. •
•
.03
3 5
• ■•
.
•
.
EG 1
WS 1.
Ground
Ineff
•
Bank Sta
0 500 1000 1500 2000 2500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/98 8370 Subcritical Analysis
2656 -•
2654-
2652 -
C
0 �F+
w 2650-
2648 -
2646
■
.
.
.035
.
•
.03-- •
3 5
. .
.
.
•
EG 1
WS 1
Ground
I neff
•
Bank Sta
0 500 1000 1500 2000 2500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 1 8760 Subcritical Analysis
2668 -•
2666—
•
2664— • . .
O 2662—
co
>
a)
w
2660-
2658-
2656
•
.035
■
.03H •
3 5
• •
•
EG 1
WS
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/63 9110 Subcritical Analysis
2676
•
2674-
•
.035
i ■ a
H
.03 •
3 5
•
2672- • •
c 2670-
2668-
2666-
2664
0 • •.
•
s
EG 1
WS 1
Ground
•
Bank Sta
500 1000 1500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 9420 Subcritical Analysis
2684-R
2682
2680-
0 2678—
to
a)
2676
•
2674 —
.035 .03
•
■
i-
0 3
5 r
U-i
■
EG 1
WS 1
Ground
Ine• ff
•
Bank Sta
2672
0 200 400 600 800 1000 1200 1400
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 9720 Subcritical Analysis I
.035 .03 .035
2700-
EG 1
•
WS 1
Ground
Ineff
•
Bank Sta
2695-
c 2690-
4 a)
w -
2685-
2680
`\ 7
•
H
I.
F
0 200 400 600 800 1000 1200 1400
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 1000 Supercritical Analysis
.03 .035
25201
5 2515-
2510-
2505-
0 m 2500-
w -
2495-
2490-
2485
•
I-.
•
EG 1
WS 1
Critical 1
Ground
•
Bank Sta
0 200 400 600 800 1000 1200
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11128/63 1540 Supercritical Analysis
.03 . .035
2520 - 3
-5
2515-
2510-
0 2505—
47. (13
>
a)
w
2500-
2495-
2490
•
•
•
•
EG 1
Critical 1
WS
Ground
•
Bank Sta
0 200 400 600 800 1000 1200
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/98 1960 Supercritical Analysis
2540_66
3 2530-
0 2520-
Co -
0 w -
2510-
2500
•
.035
EG 1
Critical 1
WS 1
U-
Ground
•
Bank Sta
0 200 400 600 800 1000 1200 1400
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 2310 Supercritical Analysis
• ..03 :. .035
2540 j3 in
.5 EG 1
Critical 1
2535-
2530-
2525-
O
a0> • 2520—
w
2515-
•
S
-• •
2510-
2505
WS1
Ground
•
Bank Sta
0 200 400 600 800 1000 1200 1400
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 2750 Supercritical Analysis
.035-.03 _
2540-.
2535-
2530 -
Co
ai
w 2525-
2520- •
2515
•
•
■ •
•
•
•
.035
•
EG 1
Critical 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 3110 Supercritical Analysis I
.035 0 .035
2560 - 3
2555-
2550-
2545-
2540-
0 ca
a)
2535-
2530-
2525-
2520
•
U. _
• _
s
•
EG 1
Critical 1
WS1
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11128/8 3580 Supercritical Analysis
2560
2555-
2550-
0 2545—
cu
>
a)
w
2540 — •
2535-
2530
.035 0 = .035
3 -U
•
•
•
EG 1
Critical 1
WS 1
Ground
i
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 3950 Supercritical Analysis
2580
2570-
2560—
o
co
w
2550-
2540
.035 0 .035
3 . -.
-U
- . ..
■-.
.
■
•
•
EG 1
Critical 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500 2000 2500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 4160 Supercritical Analysis
2580 ill
2575-
-
2570-
2565-
c
0 a 2560-
2555
•
.035
3 x.035--
*
2550-
2545
U--_ a
11--* •
•
■
•
EG 1
Critical 1
WS1
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 1112818 4320 Supercritical Analysis
2600 -f.
2590-
2580-
C
0 ca
w 2570-
2560-
2550
0 •
.
•
.035 0 .035
3 ..
.-.
.
■
•
EG 1
Critical 1
WS1
Ground
•
Bank Sta
500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/ 8 4690 Supercritical Analysis
2600 i
2590-
2580- .
2560-
2550
f ..
.035 t .03:o
3 5
Y
•
•
EG 1
Critical 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/98 5100 Supercritical Analysis
2600 j
2595-
2590-
-
2585-
0 as
a)
w
-
2580-
2575 -
•
.035 .03
0 3
5 • .
.
■
EG 1
Critical 1
WS 1
Ground
Ineff
•
Bank Sta
• A
2570
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 5500 Supercritical Analysis
2620-•
2610-
2600- •
2580
2570 _
el
.035
•x:.03 :'
3 5
EG1
Critical 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500 2O00
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/98 5910 Supercritical Analysis
2620-*
-s-.
2615-
2610-
2605 -
co
a 2600 -
2595-
2590-
2585
M.
.035
.
0. 3
5 •
•
EG 1
Critical 1
WS 1
Ground
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11128/ 8 6320 Supercritical Analysis
2625-
2620—
2615—
c 2610—
m
>
a)
w
2605-
2600-
2595
•
.035
.03 - p
3 5
•
a
•
•
EG 1
Critical 1
WS 1
Ground
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 6740 Supercritical Analysis
2630-
2625—
•
2620—
2610-
2605 _
•
•
•
.035
•
.03—=0
3 5
•
•
a
•
EG 1
• Critical 1
WS1
■
Ground
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 7140 Supercritical Analysis
2635-
2630-
•
.035 .03
0 3
5 - a .
c 2625 -
ca
a)
W
2620-
2615
■
a
■
■ . . ■
.
a
•
a
EG 1
Critical 1
WS 1
Ground
I neff
•
Bank Sta
0 500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/63 7550 Supercritical Analysis
2640 •
2638—
•
2636— .-. a
2634-
0 ca
>
a)
w
2632-
2630-
2628
0 .035 .03
•
•0
3 5
•
EG 1
Critical 1
WS 1
Ground
Ineff
•
Bank Sta
500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 7960 Supercritical Analysis
2648
2646 —
.035
.03 0
3 5
2644— • .�
•
c 2642— •
cD
a)
w
2640-
2638-
2636
▪ .-A
...
.
U-.
.
EG 1
Critical 1
WS 1
Ground
Ineff
•
Bank Sta
0 500 1000 1500 2000 2500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11 /28198 8370 Supercritical Analysis
2656 -u
2654 -
•
•
✓
.035
■
•
N
•
.03 = •
3 5
2652 - .. ■ _ �►
0 CU
T 2650 -
2648 -
2646
•
•
EG 1
WS 1
Critical 1 ,
Ground
Ineff
•
Bank Sta
0 500 1000 1500 2000 2500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/8 8760 Supercritical Analysis
2668-•
2666-
•
.035
.03- p
3 5 EG 1
Critical 1
•
WS 1
•
Ground
•
Bank Sta
2664- . .
0 2662-
a)
w
2660-
2658-
2656
0 ■ 1 .
•
■
. ■
■
r •
.
.
500 1000 1500 2000
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11128/63 9110 Supercritical Analysis
2676-.
2674-
2672—
c 2670 —
co
a)
w
2668-
2666-
2664
0 .035
.03=0
3 5
EG 1
• Critical 1
•
. • •
• •
.
.
.
WS1
■
Ground
•
Bank Sta
500 1000 1500
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28/68 9420 Supercritical Analysis
2686 -
.035 .03
0 3
5 EG 1
Critical 1
2684 -.
2682-
2680-
0 a 2678-
2676-
2674-
2672
✓
•
t
A •
WS 1
Ground
Ineff
•
Bank Sta
0 200 400 600 800 1000 1200 1400
Station (ft)
Noble Creek Existing Condition Plan: Imported Plan 01 11/28;68 9720 Supercritical Analysis
2700—
.
2695—
0 2690—
a)
w
2685-
2680
.035 .03
•
•
. .
•
.035
EG 1
Critical 1
WS 1
--
Ground
Ineff
•
Bank Sta
0 200 400 600 800 1000 1200 1400
Station (ft)
APPENDIX B:
PROPOSED CONDITION HEC-RAS CALCULATIONS & CROSS -
SECTIONS
Proposed Condition
HEC-RAS Calculations & Cross -Sections
HEC-RAS September 1998 Version 2.2
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
Davis, California 95616-4687
(916) 756-1104
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X x X X x x x
XXXXXXX XXXX x XXX XXXX XXXXXX XXXX
X X X x X X x x x
X X X X X X X x x x
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: NOBLE CREEK DESIGN
Project File : NOBD.prj
Run Date and Time: 7/4/01 10:32:14 AM
Project in English units
PLAN DATA
Plan Title: Imported Plan 01
Plan File : n:\1858\HEC\NOBD.p01
Geometry Title: Imported Geom 01
Geometry File : n:\1858\HEC\NOBD.g01
Flow Title
Flow File
: Imported Flow 01
: n:\1858\HEC\NOBD.f01
Plan Summary Information:
Number of: Cross Sections = 73 Mulitple Openings = 0
Culverts = 0 Inline Weirs = 0
Bridges = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculaton tolerance = 0.01
Maximum number of interations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Imported Flow 01
Flow File : n:\1858\HEC\NOBD.f01
Flow Data (cfs)
River
1 Reach
1 Boundary Conditions
RS PF 1
6350 13530