HomeMy WebLinkAboutLot20RoughGrading(Apr.14,2004)~,
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~ PACIFIC SOILS ENGINEERING, INC.
Subject: PROJECT GRADING REPORT,
~ Lots 1 through 53, Tract No. 29798-2 and Lot 20, Tract No. 29305-1
Wolf Creek Project, City of Temecula,
County of Riverside, California
~ Reference: See Appendix A
~ ~ 43513 RIDGE PARK DRIVE, TEMECULA, CALIFORNIA 92590
• " TELEPHONE:(909)676-8195, FAX:(909)676-1879
STANDARD PACIFIC HOMES
255 East Rincon Street, Suite 200
Corona, California 92879-1330
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Attention: Mr. Adam Smith
Gentlemen:
Presented herein is a summary of Pacific Soils Engineering, Inc.'s (PSE) observations and test
~ results pertaining to the completion of rough grading of Lots 1 through 53 of Tract 29798-2,
and Lot 20 of Tract 29305-1 (park site), Wolf Creek Project, in the City of Temecula, County
of Riverside, California. Rough grading for the subject lots began in September 2003 and was
~ completed in eazly April, 2004.
The enclosed 40-scale grading plans (Sheets 9 and 10 of 23) prepazed by Lohr and Associates
(Lohr) have been used as a base for this report, and have been designated as Plates 1 and 2 for
~ the purposes of this report. Plates 1 and 2 depict the approximate locations of the compaction
tests conducted during rough grading operations, the geologic information, and the removal
bottom elevations. Also presented herein are geotechnical recommendations for your use during
the design and construction of the foundations and infrastructure based on field and laboratory
~ testing of as-graded soil conditions.
Based on the testing and observations conducted by PSE, the work as described in this document
is considered to be in general conformance with the City of Temecula Grading Code, the 40-
scale Rough Grading Plans, and the referenced geotechnical reports. Rough grading conducted to
CORPORATE HEADOUARTEfiS LOS ANGELES COUNTV SAN DIEGO COUNTY SOUTH OflANGE COUNTY
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FAX: Q14) 220-9589 FAX (714) 220-9589 FAX (858) SE0~0380 FAX: (714) 730-519 i
April 14, 2004
Work Order 700007-G
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Work Order 700007-G
April 14, 2004
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Page 2
date immediately adjacent to the area reported herein is considered to be sufficient to provide
lateral support to the subject lots.
~ 1.0
1.1 Geoloeic Units
The geologic units encountered during the grading of the subject lots were
~ undocumented artificial fill and alluvium. The as-graded distribution of these
units is presented on Plates 1 and 2.
1.1.1 Artificial Fill-Undocumented
~ Undocumented artificial fill associated with unimproved dirt roads existed
onsite. All undocumented artificial fill was removed prior to fill
placement.
~ 1.1.2 Alluvium (Map Svmbol Oal)
Holocene-age alluvium encountered at the site consisted of silty sands and
sandy silts. The upper five (5) feet of the alluvial materials was removed
where encountered below and within a]:l projection of structural fills,
• prior to placement of compacted fill. Spot elevations of approved removal
bottoms are shown on the enclosed plans.
1.2 Groundwater
~ Groundwater was not encountered during this phase of grading.
1.3 Structure
The alluvium was observed to be essentially flat lying. No faults or joints were
• observed during this phase of grading.
1.4 Conclusions
From an engineering geologic viewpoint, Lots 1 through 53 of Tract 29798-2 in
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the City of Temecula, Califomia are suitable for their intended residential use.
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PACIFIG SOILS ENGINEERING, INC. 2
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Work Order 700007-G Page 3
April 14, 2004
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2.0 SOIL ENGINEERING
Prior to fill placement reported herein, PSE representatives observed removals,
excavations, cleanouts and processing in preparing fill areas. Fill materials were placed
and tested under the observation and testing of PSE personnel. The following is a
summary of our observations.
~ 2.1 Removals
For shallow cut and design fill areas in building pad areas, all existing fill and a
minimum of the upper five (5) feet of natural soils were removed and replaced as
compacted fill. In all other areas, a minimum removal and recompaction of all
' w existing fill and the upper two (2) feet of the natural soils was accomplished. The
approximate removal bottom elevations shown on the enclosed plans (Plates 1
and 2) were obtained by the grading contractor personnel utilizing a laser and
• survey control points provided by the Civil Engineer.
2.2 Treatment of Removal Bottoms
Prior to compacted fill placement, the exposed surfaces at the bottom of removals
~ were scarified, moisture conditioned to near optimum moisture content and
compacted in-place to a minimum 90 percent of the laboratory maximum density
(ASTM D 1557-91).
~ 2.3 Compacted Fill Placement
Fill consisting of the soil types indicated in Table I(Appendix B) was placed in
thin lifts (approximately six- (6) to eight- (8) inches), moisture conditioned to
optimum moisture content or slightly above, and compacted to a minimum 90
~ percent of the laboratory maximum dry density (ASTM:D 1557-91). Compaction
was accomplished utilizing self-propeiled, rubber-tired and sheepsfoot
compactors, along with heavy earth moving equipment. Each succeeding fill lifr
S was treated in a similar manner.
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 700007-G
April 14, 2004
Page 4
2.4 Comuaction Test Results
A summary of the compaction test results is presented in Table I(Appendix B),
~ and the approximate locations of these tests are shown on the enclosed 40-scale
grading plans (Plates 1 and 2). Compaction testing was conducted utilizing the
sand cone method (ASTM D 1556) and Campbell Pacific Nuclear test gauges
(ASTM D 2922 and D 3017).
2.5 Death of Fill
Compaction testing was performed approximately for each one (1) to two (2) feet
I of fill placed. The approximate maximum vertical depth of fill placed during
~ grading, within the limits of this report, is on the order of eleven (11) feet in the
viciniTy of Lot 22. The approximate maximum vertical depth of fill placed on
individual lots is summarized in Table II (Appendix B).
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2.6 Cut/Fill Transition Lot Overexcavatiou
The cut portions of cuUfill transition lots were overexcavated a minimum of five
(5) feet and replaced with compacted fill. Table 2.1 presents a summary of the
~ ~ cuUfill transition lots.
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TABLE 2.1
Cut/Fill Transition'Lots Overexeavated and
Replaced wifh Compacted Fill
I Tract I Lot # I
29798-2 ~ 2-5, 34
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2.7 Cut Lot Overexcavation
The lots listed in Table 2.2 were originally designed as cut lots and were
i overexcavated a minimum of five (5) feet and replaced with compacted fill.
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PACIFIG SOILS ENGINEEii1NG, INC.
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TABLE 2.2
Design Cut Lots Overexcavated and
' Replaced with Compacted Filt`
Tract Lot #
29798-2 6-20, 26-28, 31-32, 35-49
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~ 2.8 Fill Slopes
Fill slopes were ove~lled not less than 2 feet, measured horizontal to the
slope face. The slope was then trimmed back to the compacted core and
the slope face was then track-walked or grid rolled.
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Finish slope surfaces have been probed and/or tested and are considered to
satisfy the project requirements and the grading codes of the Ciry of
Temecula.
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Based on the results of tests and observations collected during the rough
grading operations, it is PSE's opinion that all slopes constructed under ihe
purview ofthis report are considered to be grossly and surficially stable at
~ this time, and should remain so under normal conditions. As is the case
with any graded slope, proper drainage, maintenance, and landscaping are
essential to long-term performance and should be implemented as soon as
~ ~ possible.
Work Order 700007-G
April 14, 2004
3.0 PROPOSED DEVELOPMENT
The subject site is scheduled for single-family residential use. One- and two-story, single
~ family dwellings will be constructed utilizing wood frame and slab-on-grade foundation
systems.
4.0 DESIGN RECOMMENDATIONS
~ Materials utilized for compacted fill ranged from 'bery low" to "low" in expansion
potential. Sampling of the post-grading soil conditions was conducted to determine the
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PACIFIG SOILS ENGINEERING, INC.
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Work Order 700007-G
April 14, 2004
Page 6
expansion index per UBC Standard No. 18-2. That evaluation revealed 'bery low" to
'9ow" expansive materials on the subject building pads. A summary of the laboratory test
~ data is presented in Table 3.1, below.
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TABLE 3-1
' _' Summary of Aydrometer, Expansioo Indei Sulfate Content Testing ; '.
Sample Expansion Expansion HydrometerAnaiyses Chemical
Lot Numbers Index* Potential•* Sand Silt Clay Sulfate Content (% weig6t)
1 33 Low 44 35 21 <0.001
2-4 35 Low 52 30 IS 0.007
5-7 35 Low 44 38 18 0.007
8-10 16 V.Low 50 33 ]7 0.004
]1-13 6 Very Low 53 31 16 0.015
14-17 26 Low 41 38 21 <0.001
18-20 23 Low 43 34 23 0.006
21-23 8 V.Low 48 33 19 <0.001
24-25 19 V.Low 45 33 22 0.016
26_27 12 V.Low 47 31 22 0.003
28-30 21 Low 43 36 21 0.001
31-32 26 Low 48 35 17 0.003
33-34 23 Low 54 28 18 0.015
35-3'7 21 Low 40 36 24 0.007
38-40 36 Low 50 32 18 0.009
41-43 31 Low 49 32 19 0.012
44-46 31 Low 51 31 18 0.017
47-49 39 Low 53 29 18 0.021
50-51 27 Low 54 27 19 0.006
52-53 33 Low 44 35 21 <0.001
4.1 Foundation Desien Criteria
The subject site is scheduled for single-family residentia] use. One- and two-
story, single family dwellings will be constructed utilizing wood frame and slab-
on-grade foundation systems. Based on the data presented in Table 3.1, the
following foundation design criteria are presented.
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• PACIFIC SOILS ENC'i1NEERING, INC. ~
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Work Order700007-G
April 14, 2004
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Page 7
Foundations for structures may be designed based on the following values.
Allowable Bearing: 20001bs./sq.ft.
~ Sliding Coef6cient: 035
Lateral Bearing: 2501bs./sq.ft per foot of depth to a maximum of
20001bs./sq. ft., based on levei conditions at the toe
Settlement: Structural loads Y~ inch in 50 feet
Seismic settlement - 2 inches in 50 feet.
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The above values may be increased as allowed by Code to resist transient ]oading
conditions, such as wind or seismic.
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~ PACIFIG 501L5 ENGINEERING, INC. ~
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Work Order 700007-G
April 14, 2004
Page 9
4.3 Seismic Design
No known active faults exist within the project. The nearest known active fault is
the Temecula Segment of the Elsinore Fault Zone, a seismic source type B fault,
~ ]ocated approximately 0.6 km west of the project. Seismic design should be
based on current and applicable building code requirements and the parameters
presented below in Table 3.3. Lot specific seismic soil profile types are listed on
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Table II.
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(2) inches over fifty (50) feet.
4.4 Moisture Retarder ~
Slab-on-grade foundation systems should be underlain with a moisture retarder to
~ minimize the potential for moisture migration from the subgrade soils through the
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TABLE 3;3~~ -
Seismic Design Parameters `
t
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P
S 1997 UBC
er
arame
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sm
c
Sp
Seismic Zone Factor, Z 0.4
Near Source Factor No 13
Near Source Factor N~ 1.6
Seismic Coefficient Ca 0.44Na
Seismic Coefficient C~ 0.64N~
Seismic Source Type B
4.3.1 Seismicallv Induced Dvnamic Settlement
There is the potential for dynamic settlement in the underlying soils. The
effects of the potential settlement can be mitigated by the use of post-
tensioned foundation systems designed for a differential settlement of two
slab. It is also recommended that the moisture and vapor retarder be placed below
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PACIFIC SOILS ENGINEERING, INC.
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Work Order700007-G
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Page 10
the garage slab. Minimally, it is recommended that the moisture rotardor consist
of a 10-mil Visqueen or equivalent. Care should be taken during construction so
~ that the membrane is not punctured or violated. Further, it is recommended that
the Visqueen be overlapped or glued at the joints to further reduce the potentia] of
moisture vapor migration.
~ 4.5 Minimum Death of Embedment
For the subject site, where foundations for residential structures are to exist in
' proximity to slopes, the footings should be embedded to satisfy the requirements
presented in Figure 1.
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FIGURE 1
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FACE OF
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EXCEEUISFT.MAX
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4.6 Backvard Improvements
Future improvements such as patios, slabs, pools, and perimeter screen walls can
be constructed within the setback zones shown in Figure 1; however, the design
I• and siting of all such improvements should be reviewed by a soil engineer who is
familiar with hillside grading techniques, in general, and the site-specific
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Work Order 700007-G Page l l
April 14, 2004
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conditions reported in the final grading report, in particular. All walls should be
structurally separated at twenty (20) foot, or less, increments and at perpendicular
corners.
4.7 RetaininQ Wall Desien
Retaining walis should be founded on compacted fill. Foundations may be
~ designed in accordance with the recommendations presented in Section 4.1. In
general, conventional walls can be designed to either retain native materials or
select granulaz backfill, although the design for non- "free-draining" and
expansive native material will produce a relatively costly wall system. Due to the
~ fact that some of the native onsite soils aze relatively fine-grained, specifications
for the quality of backfill soils should be defined. It should be anticipated that
suitable backfill material will have to be imported or selectively produced from
~ onsite sources and should consist of granulaz very low to low expansive materials.
The following lateral earth pressures are presented for "select" onsite soils for
both level and 2: 1 sloping ground.
• Lateral Earth Pressure - Select Backfill
Level BackTill 2:1 Sloping Backtill
Active = 36 pcf Active = 55 pcf
~ Passive = 300 pcf Passive = 150 pcf (Descending Slope)
At Rest = SSpcf At Rest = 84 pcf
Restrained retaining walls should be designed for "at-rest" conditions.
~ Cantilever and/or restrained retaining walls should be waterproofed to
accommodate the anticipated irrigation water to minimize watermazks. The walls
should be backfilled with free draining material (SE>20) to within twelve (12)
~ inches of grade extending horizontally the height of the wall and should be
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compacted to project specifications. Native soils shall be utilized in the upper
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PACIFIC SOILS ENGINEEFING, INC.
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Work Order 700007-G
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twelve (12) inches. Drainage systems including, as a minimum, a four- (4) inch
diameter perforated drain line surrounded by one (1) cubic feet per lineal foot of
~ three-quarters (3/4) inch to one (1) inch crushed rock wrapped with a suitable
filter fabric, should be provided to cantilever and restrained retaining walls to
relieve hydrostatic pressure (see Figure 2).
. Additional allowances should be made in the retaining wall design to account for
the influence of construction loads, temporary loads, and possible nearby
structural footing loads. No backfill should be placed against concrete until
minimum design strengths aze achieved.
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4.8 Exterior Slabs and WalkwaYs
4.8.1 Suberade Moisture
The subgrade below exterior slabs, sidewalks, driveways, patios, etc.
~ should be moisture conditioned to a minimum of 110 percent of optimum
moisture content prior to concrete placement.
4.8.2 Slab Thickness
• Concrete flatwork and driveways should be designed utilizing four- (4)
inch minimum thickness.
4.8.3 Control Joints
~ Weakened plane joints should be installed on walkways at intervals of
approximately ten (10) feet or less. Exterior slabs should be designed to
withstand shrinkage of the concrete.
~ 4.8.4 Flatwork Reinforcemeat
Consideration should be given to reinforcing exterior flatwork.
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Expansion Potential Reinforcemenf (minimuro)
Low 6 inches by 6 inches, No. ]0 by No. 10 WWM
Reinforcement should be placed neaz mid-height in the slab.
PACIFIC SOILS ENGINEEFING, INC.
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RETAINING WALL BACKFILL
N.T.S.
NATIVE
BACKFILL
F~~T T
~~~~~ ~?7
~~~/~i Sl ~"F
H/2 MIN
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12 iN. MIN.
NATIVE OR SE
BACKfILL
DRAIN LATERALLY,
OR PROVIDE WEEP
HOLES
~S REOUIRED
TO DRAIN \
~' ~
* OR AS MODIFIED
BY A SPECIFIC REPORT
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H
O 4 INCH PERFORA7ED PVC, SCHEDULE 40, SDR 35 OR APPROVED ALTERNATE, PLACE
PERFORATIONS DOWN AND SURROUND W I1H ~ CU. FT. PER FT. OF 314 INCH
ROGK OR APPROVED ALTERNAIE AND MIRAFI ~40 FILTER FABRIC OR APPROVED
EOUIVALEN'f
O ppllONAI - PLACE DRAIN AS SHOWN WHERE IJ~OISlURE lv11GRA710N IS UNDESIRABLE
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FIGURE 2
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PROVIDE DRAINAGE
i SWALE
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Work Order 700007-G
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4.9 Chemical Testine
Soluble sulfate testing has been conducted on the subject requesting soil samples.
~ Laboratory tests indicate the site soils possess negligible sulfate concentrations as
defined by Table 19-A-4 (UBC 1997), indicating sulfate resistant concrete is not
required.
~ 4.10 Preliminarv Pavement Desi¢n
This firm has calculated preliminary sections based upon an assumed R-value of
30 and an assumed Traffic Index of 5.0. It is estimated that the majority of
subgrade soils will possess an R-Value in the range of 20-50. Final pavement
~ design should be based upon specific testing of the subgrade soils. Preliminary
pavement sections are presented below in Table 3.4.
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:. Table 3.4 ~ -
Estimated R Value = 30 - _
Assumed Pavement Section
Street Traffic Index ]nches of AC Inches of AB
All In[erior Streets 5.0 3 6
AC = Asphaltic Concrete; AB = Caltrans Class 2 Aggregate Base, or Crushed Miscellaneous
Base (CMB)
~ Pavement subgrade soils should be at or near optimum moisture content and
should be compacted to at least 95 percent of the maximum laboratory dry density
as determined in accordance with ASTM Test Method: D 1557-91. Aggregate
base should consist of Class 2(Caltrans) aggregate base, or Crushed
I~ Miscellaneous Base (CMB) and should be compacted to at least 95 percent of the
maximum laboratory dry density as determined in accordance with ASTM Test
Method: D 1557-91.
I~ The asphalt pavement sections presented in Table 3.4 are presented for estimating
purposes only. Sampling of the as-graded near surface subgrade soils will be
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PACIFIC SOILS ENGINEERING, INC.
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Work Order700007-G
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conducted after the installation of underground utilities. Final asphalt pavement
sections will be provided by PSE at that time.
~• 5.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
5.1 Site Drainaee
Positive drainage away from structures should be provided and maintained. Roof,
. pad and slope drainage should be collected and directed away from the proposed
structures to approved disposal areas. It is important that drainage be directed
away from foundations. The recommended drainage pattems should be
established at the time of fine grading and maintained throughout the life of the
~~ structure.
5.2 Service Utilitv Trench Backfill
Service utiliTy trench backfill should be accomplished in accordance with the
prevailing criteria of the City of Temecula.
6.0 HOMEOWNER CONSTRUCTION AND MAINTENANCE RESPONSIBILITIES
Dwing and upon completion of mass grading of the subject site, representative soil
I r samples were tested for expansive soil characteristics and soluble sulfate concenUations.
In addition, certain lots contain manufactured slopes within or adjacent to the building
pad area. All of these conditions should be considered in design, construction, and
I• maintenance of homeowner improvements. The homeowners should be advised of
certain responsibilities they must accept in consideration of these factors. Suggested
information to educate the homeowners regarding these responsibilities is presented in
Appendix C. We suggest that this information be provided to all homeowners as part of
~• an information packet during the sales process.
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PACIFIC SOILS ENGINEERING, INC.
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Work Order700007-G
April 14, 2004
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This report presents information and data relative to the mass grading and/or placement of
compacted fill at the subjeM site. A represeutative(s) ot this firm conducted periodic tests
~ and observations during the progress of the construction in an effort to determine whether
compliance wit6 the project drawings, speciTications and Building Code were being
obtained. The presence of our personnel during the work process did not involve the
direction or supervision of t6e contractor. Technical advice and suggestions were provided
to t6e owner and/or his representative based upon the results of the tests and observations.
• Completed work under the purview of this report is considered suitable for t6e intended
use. Conditions of the reference reports remain applicable unless specifically superseded
herein.
~ Respectfully submitted, ,.
PACIFIC SOILS ENGINEERING INC. Reviewed b ',,` `<~'~-~o .
, Y~ <; ..•.;..-
; ,. r
~ ~in ~ '=:: .
~' " / w No. 1~2 ~~ ~;~~
~ ~ ~ ~P. Jl31/06 T ' t
By: * :.
FRAN J. ECHENIQUE, CEG 2134 ES B. CA E/RGE 192 S'T~F~~CHN~4P~'\°'
~ Reg. p. 7-3 ]-04 E 30280/Reg. Exp.: 3-31-06 qrFOp CA1-~F~~~ /,
Engin ering Geologist Chief Operations Officer
C~H~ R ~ // . ~NG~NEERiryG
~ By: ~~4~ . l 1 , 7 ~,~.°~,c. rwMSTOC~,o ;
SCOTT A. GRAY DEAN C. ARMSTRONG/CEG 1 9 Q o y e
Civil Engineering Associate Reg. Exp.: 9-30-04 v No.~EG 11g7~ ~ j
Vice President * E"P'~
• ~~9~oF c~.ueo~'~/'' 1
Dis~: (4) Addressee
FJE:IBQSAGDCA:sm:700007-G, April 14, 2004 (Tract -2 Report)
~~
~~
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PACIFIC SOIlS ENGINEERING, INC.
•
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~ APPENDIX A
References
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PACIFIC SOILS ENGINEERING, INC.
•
Work Order70007-G
April 14, 2004
•
APPENDIX A
Reference List
Page A-1
~ 1. Pacific Soils Engineering, Inc., 2004, Review of Foundation Plans, Tract No. 29798, Wolf
Creek Specific Plan, City of Temecula, California, dated March 17, 2004 (Work Order
700007-G).
2. Pacific Soils Engineering, Inc., 2003a, Seismic Design Parameters, Tract No. 29798, Wolf
~ Creek Specific Plan, City of Temecula, California, dated December 1, 2003 (Work Order
700007-G).
~ 3. Pacific Soils Engineering, Inc., 2003b, Retaining Wall Foundation Design
Recommendations, Tentative Tract 29798, Wolf Creek Project, City of Temecula, Califomia,
dated July 1, 2003 (Work Order 700007-G).
•
4. Pacific Soils Engineering, Inc., 2001, Preliminary Geotechnical Study, Tentative Tract
29798, Wolf Creek Specific Plan, City of Temecula, California, dated March 21, 2003 (Work
, Order 400622).
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PACIFIC SOILS ENGINEERING, ING.
•
•
APPENDIX B
Tables I and II
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I• PACIFIC SOILS ENGINEEFIING. ING. \~
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Work Order700007-G
Apri114,2004
•
TABLEI
Page B-I
• Optimum Maximum Laboratory
Moisture Content Dry Density
Soil Tvne & Description (%1 ~p~~
C1 Dark Brown Silty Sand 9.4 129.2
H Dazk Brown Silty Sand 9.4 126.0
• L Brown Silty Sand 9.8 128.0
N Brown Silty Sand 10.0 128.4
P Dark Brown Silty Sand I 1.1 123.4
S Dark Brown Silty Sand 10.0 128.0
W Dark Brown Silty Sand 10.0 133.8
•
Leeend
Non-designated test indicates test in compacted fill
-FG indicates finish grade test
~ -R, -R2, -R3, etc. indicates Retest of failed areas
Test Tvae
SC - Indicates compaction test by sand cone method
N- Indicates in-situ density and moisture content tests were conducted using a
~ Campbell Pacific Nuclear Testing Gauge.
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Work Order700007-G
April 14, 2004
Page B-10
. ~ . . TasLE n
Maximum Depth of Ftill and Seismic Sail Profile Type
Trect
Number Lot
Number Approximate
Maximum
Depth of Fill Seismic Sail
profile Type Tract
Number Lot
Number Approximate
Maximum
Depth of Fill Seismic Soil
pro6le Type
29798-2 I 9.0 So 29798-2 34 8.0 So
29798-2 2 9.5 Sp 29798-2 35 7.0 So
29798-2 3 9.5 So 29798-2 36 7.0 Sp
29798-2 4 9.0 Sp 29798-2 37 7.0 Sp
29798-2 5 10.0 Sp 29798-2 38 7.5 So
29798-2 6 9.5 Sp 29798-2 39 7.0 So
29798-2 7 8.0 Sp 29798-2 40 7.5 Sp
29798-2 8 7.5 So 29798-2 41 7.0 Sp
29798-2 9 7.5 So 29798-2 42 7.0 So
29798-2 10 7.5 So 29798-2 43 8.0 Sp
29798-2 ]] 8.0 So 29798-2 44 7.0 Sp
29798-2 12 7.0 So 29798-2 45 7.0 So
29798-2 13 7.0 Sp 29798-2 46 7.0 Sp
29798-2 14 7.0 Sp 29798-2 47 6.5 Sp
29798-2 15 6.0 Sp 29798-2 48 7.0 So
29798-2 16 6.0 Sp 29798-2 49 7.0 So
29798-2 17 6.0 So 29798-2 50 7.0 Sp
29798-2 18 9.0 Sp 29798-2 5] 9.5 SD
29798-2 19 9.0 Sp 29798-2 52 9.5 So
29798-2 20 9.5 Sp 29798-2 53 9.5 Sp
29798-2 21 10.0 Sp
29798-2 22 11.0 Sp
29798-2 23 10.5 So
29798-2 24 10.5 So
29798-2 25 9.0 Sp
29798-2 26 5.5 So
29798-2 27 6.0 Sp
29798-2 28 5.5 Sp
29798-2 29 7.5 SD
30748v 30 9.0 Sp
29798-2 31 5.5 So
29798-2 32 6.5 Sp
29798-2 33 8.0 So
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OAGFIC SOILS ENGINEERING, INC.
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APPENDIX C
~ Homeowner Maintenance &
Improvement Considerations
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PACIFIG SOILS ENCi1NEEii1NG~ INC.
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Work Order 700007-G
April 14, 2004
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Page C-I
HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS
General
~ Homeowners purchasing property must assume a certain degree of responsibility for homeowner
improvements and for maintaining conditions around their home. Of primary importance are
maintaining drainage patterns and minimizing the soil moisture variation below all lot
~ improvements. Such design, construction and homeowner maintenance provisions may include:
- Employing contractors for homeowner improvements who design and build in recognition of
local building codes and specific site soils conditions.
- Establishing and maintaining positive drainage away from all foundations, walkways,
~ driveways, patios, and other hardscape improvements.
- Avoiding the construction of planters adjacent to structural improvements. Alternatively,
planter sides/bottoms can be sealed with an impermeable membrane and drained away from
the improvements via subdrains into approved disposal areas.
~ - Sealing and maintaining construction/control joints within concrete slabs and walkways to
reduce the potential for moisture infiltration into the subgrade soils.
- Utilizing landscaping schemes with vegetation that requires minimal watering. Watering
should be done in a uniform manner, as equally as possible on all sides of the foundation,
~ keeping the soil "moisY' but not allowing the soil to become saturated.
- Maintaining positive drainage away from structures and providing roof gutters on all
structures with downspouts that are designed to carry roof runoff directly into azea drains or
discharged well away from the foundation areas.
~ - Avoiding the placement of trees closer to the proposed structures than a distance of one-half
the mature height of the tree.
- Observation of the soil conditions around the perimeter of the structure during extremely
hoUdry or unusually wet weather conditions so that modifications can be made in irrigation
• programs to maintain relatively uniform moisture conditions.
Sulfates
Homeowners should be cautioned against the import and use of certain inorganic fertilizers, soil
~ amendments, and/or other soils from offsite sources in the absence of specific information
relating to their chemical composition. Some fertilizers have been known to leach sulfate
I• PACIFIC SOILS ENGINEERING, INC. ~
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Work Order 700007-G
April 14, 2004
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Page G2
compounds into soils otherwise containing "negligible" sulfate concentrations and increase the
sulfate concentrations to potentially detrimental levels. In some cases, concrete improvements
constructed in soils containing high levels of soluble sulfates may be affected by crystalline
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growth or mineral accumulation, which may, in the long term, result in deterioration and loss of
strength.
• Site Drainase
- The homeowners should be made aware of the potential problems that may develop when
drainage is altered through construction of retaining walls, swimming pools, paved
walkways, patios or other hazdscape improvements. Ponded water, drainage over the slope
face, leaking irrigation systems, overwatering or other conditions which could lead to ground
~ saturation must be avoided.
- No water should be allowed to flow over the slopes. No alteration of pad gradients should be
allowed that would prevent pad and roof runoff from being directed to approved disposal
areas.
j~ - As part of site maintenance by the resident, all roof and pad drainage should be directed
away from slopes and around structures to approved disposal areas. All berms weTe
~ constructed and compacted as part of fine grading and should be maintained by the resident.
Drainage patterns have been established at the time of the fine grading should be maintained
throughout the life of the structure. No alterations to these drainage patterns should be made
~ unless designed by qualified professionals in compliance with local code requirements and
i site-specific soils conditions.
Slope Draina~e
~ - Residents should be made aware of the importance of maintaining and cleaning all
interceptor ditches, drainage terraces, downdrains, and any other drainage devices, which
have been installed to promote slope stability.
- Subsurface drainage pipe outlets may protrude through slope surfaces and/or wall faces.
These pipes, in conjunction with the graded features, are essential to slope and wall stability
~ and must be protected in-place. They should not be altered or damaged in any way.
Plantina and Irrigation of Slopes
- Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a
~ well-established and deep-rooted vegetal cover requiring minimal watering.
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PACIFIC SOILS ENGINEERING~ INC.
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Work Order700007-G
April 14, 2004
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Page C-3
- It is the responsibility of the landscape architect to provide such plants initially and of the
residents to maintain such planting. Alteration of such a planting scheme is at the resident's
risk.
~ - The resident is responsible for proper irrigation and for maintenance and repair of properly
, installed irrigation systems. Leaks should be fixed immediately.
- Sprinklers should be adjusted to provide maximum uniform coverage with a minimum of
water usage and overlap. Overwatering with consequent wasteful runoff and serious ground
• saturation must be avoided.
- If automatic sprinkler systems are installed, their use must be adjusted to account for
, seasonal and natural rainfall conditions.
BurrowinE Animals
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- Residents must undertake a program to eliminate burrowing animals. This must be an
ongoing program in order to promote slope stability.
Homeowner Improvement
~~ Homeowner improvements (pools, spas, patio slabs, retaining walls, planters, etc.) should be
designed to account for the terrain of the project, as well as expansive soil conditions and
chemical characteristics. Design considerations on any given lot may need to include provisions
~! ~ for differential bearing materials, ascending/descending slope conditions, bedrock structure,
perched (imgation) water, specia] geologic surcharge loading conditions, expansive soil stresses,
and long-term creep/settlement.
~ All homeowner improvements should be designed and constructed by qualified professionals
utilizing appropriate design methodologies, which account for the on-site soils and geologic
conditions. Each lot and proposed improvement should be evaluated on an individual basis.
~ Setback Zones
Fill slopes have been manufactured on site to maximum heights of approximately five (5) feet.
Manufactured slopes maybe subject to long-term settlement and creep that can manifest itself in
the form of both horizontal and vertical movement. These movements typically are produced as
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a result of weathering, erosion, gravity forces, and other natural phenomenon. A setback
adjacent to slopes is required by most building codes, including the Uniform Building Code.
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Work Order 700007-G
April 14, 2004
Page C-4
This zone is intended to locate and support the residential structures away from these slopes and
onto soils that are not subject to the potential adverse effects ofthese natural phenomena.
• The homeowner may wish to construct patios, walls, walkways, planters, swimming pools, spas,
etc. within this zone. Such facilities may be sensitive to settlement and creep and should not be
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constructed within the setback zone unless properly engineered. It is suggested that plans for
such improvements be designed by a professional engineer who is familiar with hillside grading
ordinances and design and construction requirements associated with hillside conditions. In
addition, we recommend that the designer and contractor familiazize themselves with the site
specific geologic and geotechnical conditions on the specific lot.
Excavation Characteristics
Excavation of on site materials did not require heavy ripping or blasting for efficient excavation
and fill placement. Fill placed during grading of the subject lots consisted of soil comprised
predominantly of si1Ty sand with some clay and gravel. Minor amounts of cobbles to 4-inch
diameter were also encountered
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PACIFIC SOILS ENGINEERING~ INC.