HomeMy WebLinkAboutAs Graded Rough Grading
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A GTG Company
Leighton and Associates
GEOTECHNICAL CONSULTANTS
AS-GRADED REPORT OF ROUGH GRADING
TEMEKU COUNTRY CLUB
TRACT 28482-1 (LOTS 1-91) AND
CfRACT 28482-2 (LOTS 1-84D
CITY OF TEMECULA, RIVERSIDE COUNTY
CALIFORNIA
February 21, 2000
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Project No. 11960056..()4()
Prepared For:
McMILLIN COMPANIES, INC.
2727 Hoover Avenue
National City, California 91950
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41715 Enterprise Circle N. Suite 103, Temecula, CA 92590-5661
(909) 296-0530 . FAX (909) 296-0534 . www.leightongeo.com
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Leighton and Associates
A GTG Company
GEOTECHNICAL CONSULTANTS
February 21, 2000
Project No. 11960056..()4()
To:
McMillin Companies
2727 Hoover Avenue
National City, California 91950
Attention:
Mr. Ed Elliott
Subject:
As-Graded Report of Rough Grading, Proposed Residential Areas within Tract 28482-1
(Lots 1-91) and Tract 28482-2 (Lots 1-84), Temeku Country Club, City of Temecula,
Riverside County, California
In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has
provided geotechnical services during rough grading operations of Brookhaven at Temeku Hills, Tract
28482-1 (Lots 1-91), and 28482-2 (Lots 1-84), located in the City of Temecula, California (See Figure
1). The accompanying report summarizes our observations, field and laboratory test results and the
geotechnical conditions encountered during the rough grading of the subject lots. The site was graded
to the current design depicted on the referenced plans (Rick Engineering, 1999).
If you have any questions regarding this report, please do not hesitate to contact this office, we
appreciate this opportunity to be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
~atelli, PE, GE
Senior Project Engineer
Robert Riha, CEG 1921 (Exp.
Associate Geologist/Office M
ATGlRFRldlm/s~r/960056040 8sgraded 28482-1and2.doc
Distribution:
(2) Addressee
(10) McMillin Companies: Attention: Mr. Scott McFerran
(1) Rick Engineering, Attention: Mr. Mick Ratican
(2) McMillin Companies, Attention: Mr. Dennis Bowman and Mark Carpenter
41715 Enterprise Circle N. Suite 103, Temecula, CA 92590-5661
(909) 296-0530 . FAX (909) 296-0534 . www.leightongeo.com
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11960056-040
TABLE OF CONTENTS
Section
Pa!!e
1.0 INTRODUCTION... .......... ..... .... .... .... ........... ....................... ...... ..........................1
2.0 SUMMARY OF FINE-GRADING OPERATIONS........................................................2
2.1 Site Preparation and Removals ............................................................................2
2.2 Field Density Testing.... ............................... .....................................................2
2.3 Laboratory Testing.................................... .......................................................2
3.0 ENGINEERING GEOLOGIC SUMMARY .................................................................3
3.1 As-Graded Geologic Conditions. .... ..... .... ..... ................................................. '" ....3
3.2 Geologic Units............................. ........ ...... .....................................................3
3.2.1 Artificial Fill (At) .......................................................................................3
3.2.2 Artificial Fill Undocumented (Afu)..................................................................3
3.2.3 Alluvium (Qal) ................................................................... ............. ....3
3.2.4 Older Alluvium (Qoal) ..........................................................................3
3.2.5 Pauba Formiuion (Qp) ...................................... ........ ..... ................ ........3
3.3 Geologic Structure and Faulting..........;................................................................3
3.4 Landslides and Surficial Failures..........................................................................4
3.5 Ground Water.................................................................................................4
3.6 Expansion Testing of Finish Grade Soils................................................................4
3.7 Soluble Sulfate Testing of Finish Grade Soils ..........................................................4
4.0 CONCLUSIONS..................................................................................................5
4.1 General ..................................................... ..................................................5
4.2 Summary of Conclusions ............................................... ........................ ............5
5.0 RECOMMENDATIONS........................................................................................6
5.1.1 Excavations ................ ........ .......................................................................6
5.1.2 Back:fill, Fill Placement and Compaction...........................................................6
5.2 Foundation and Structure Design Considerations ....................................... ...............6
5.2.1 Conventionally-Reinforced Foundations...... ................. ..................................... 7
5.2.2 Post-Tensioned Foundations .. ..... ........... ........................................................7
5.2.3 Moisture Conditioning ............ ........... ..........................................................8
5.2.4 Foundation Setback................. ....................................................................8
5.2.4.1 Foundation Setback from Slopes...................................................................8
5.2.4.2 Back:fill, Fill Placement and Compaction ........................................................8
5.2.5 Anticipated Settlement.............. ....... .............................................................8
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11960056-040
TABLE OF CONTENTS (Continued)
5.2.6 Structure Design.........................................................................................9
5.2.7 Concrete Type............................................................................................ 9
5.3 Lateral Earth Pressures and Retaining Wall Design Considerations ...............................9
5.4 Concrete Flatwork........................ .................................................................. 10
5.5 Tempory Parking Pavement Design .................................................................... II
5.5.1 Pavements ........................................................ ........................ ............... 10
5.5.2 Temporary Parking Pavement Design ............................................................11
5.6 Control of Surface Water and Drainage Control..................................................... 11
5.7 Graded Slopes .......................................................................... ... ......... ...... ... II
5.8 Irrigation, Landscaping and Lot Maintenance ........................... ............................. 11
5.9 Construction Observation and Testing ................................................................. 12
AccomDanyinl! Fi!!Ures. Tables. Plates and ADDend ices
Fi!!Ures
Figure I - Site Location Map
Figure 2 - Retaining Wall Drainage Detail
Rear of Text
Rear of Text
Tables
Table I -
Summary of As-graded Geotechnical Conditions and Recommendations
Concerning Foundation Type and Presoak for Tract 28482-1&2
Minimum Foundation and Slab Design Recommendations
(Conventionall y-Reinforced)
Lateral Earth Pressures - Retaining Walls
Post-Tensioning Foundation Design Parameters
Rear of Text
Rear of Text
Rear of Text
Rear of Text
Table 2 -
Table 3 -
Table 4 -
Plates
Plates I through 4 - As-Graded Geotechnical Map
In Pockets
ADDend ices
Appendix A - References
Appendix B - Summary bf Field Density Tests
Appendix C - Laboratory Testing Procedures and Test Results
Appendix D - Lot Maintenance Guidelines for Homeowners
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11960056-040
1.0 INTRODUCTION
In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has
performed geotechnical observation and testing services during the grading operations of Lots 1
through 91 of Tract 28482-1, and Lots 1 through 84, Tract 28482-2 and associated roadways. The
Temeku Country Club development is generally located Northeast of the intersection of Rancho
California Road and Margarita Road in the City of Temecula, California. Tracts 28482-1 and 28482-2
are located North of Rancho California Road, West of Meadows Parkway, and South of Royal Birkdale
Drive (see Figure 1), and are currently referred to as Brookhaven.
This as-graded report summarizes our geotechnical observations, field and laboratory test results and
the geotechnical conditions encountered during the grading within Tract 28482-1 and 28482-2. In
addition, this report provides conclusions and recommendations for the proposed residential
development of the subject lots.
The 4O-scale grading plans for Tract 28482-1 and 28482-2 (Rick Engineering, 1999) were utilized as a
base map to present the approximate locations of the field density tests. The as-graded geotechnical
maps are presented as Plates 1 through 4, and are located in the pockets at the rear of this report.
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11960056-040
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS
The current grading operation of Tracts 28482-1, and 28482-2 began in April 1999, and is essentially
complete as of December 1999. Rough Grading was performed by Larry Jacinto Contractor, under the
geotechnical observation and testing services of Leighton. Our field technician and geologist were onsite on
a full-time and as-needed basis, respectively, during grading operations. Grading of the subject lots involved
removal of topsoil and alluvium into competent Pauba formation bedrock, or dense older alluvium. Artificial
fills up to 30 feet where needed were utilized to create the design pad elevations.
2.1 Site PreDaration Gradinl!
Prior to grading, the areas of proposed development were stripped of surface vegetation and debris
and these materials were disposed of offsite. Grading of the subject lots was accomplished by
removal of topsoil and alluvium into competent Pauba Formation in accordance with the
recommendations of the project geotechnical report (Appendix A) and geotechnical
recommendations made during the grading operations. Dense older alluvium was left in place on
Lots 1 and 2, 9 through II, 35 through 37, 46 and 47 on Tract 28482-2 and Lots 45 and 46 on
Tract 28482- I (see Plates 1 through 4, in pockets). Recent (younger) alluvium (map symbol Qal)
was left in place under lot 7 due to the adjacent existing golf course improvements, an existing
waterline along Royal Birkdale Drive and the condition created by an oversteepened back cut (see
Plate I in pocket).
An existing underground utility line was encountered along Royal Birkdale Drive, which was found to
be an existing water pipeline. The water line was left in place undisturbed for 5 feet on either side of
the water line in order to reduce the potential for damaging the pipeline or the rough grading operation.
As a result of not removing the existing waterline, existing undocumented fill waS left in place under the
pipe and within the Royal Birkdale Road right of way (see Plates 1, 3, and 4, in pockets). In addition,
due to the existing improvements, Le. utilities and sidewalks along Rancho California Road,
undocumented fill was left.in place in the southern area of the project site (see Plates 2 and 4, in
pockets) however, no undocumented fill was left below lots on Tract 28482-1 and 2.
The slope between Lots 45 through 61 (Tract 28482-1), and Lots 51 through 54, 33, and 85 (Tract
28482-2) and Rancho California Road, are substantially complete as of the release of this report,
but work remains on this slope and the associated sidewalks.
2.2 Field Density Testinl!
Field density testing was performed using the nuclear gauge method (ASTM Test Methods D2922
and D30 17). The areas tested met the minimum 90 percent relative compaction at near optimum
moisture content. Areas that tested less than the required 90 percent moisture, were reworked,
moisture conditioned as necessary and compacted until the minimum 90 percent was obtained. The
results of the field density tests are summarized in Appendix B.
2.3 Laboratorv Testinl!
Laboratory maximum dry density, expansion index and soluble sulfate tests of representative
onsite soils were performed in general accordance with ASTM Test Method D1557, UBC Test
Method 18-2 (or ASTM D4829) and CTM 417 respectively. The laboratory test results and a
description of the laboratory test procedures are presented in Appendix C.
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11960056-040
3.0 ENGINEERING GEOLOGIC SUMMARY
3.1 As-Graded Geolol!ic Conditions
The as-graded conditions encountered during grading of the subject lots and streets were
essentially as anticipated. A summary of the geologic conditions, including geologic units,
geologic structure and faulting is presented below.
3.2 Geolol!ic Units
The geologic units encountered during grading of Tract 28482-1, Lots I through 91, and Tract
28482-2, Lots I through 84, consisted of Pauba Formation and is discussed below.
3.2.1 Artificial Fill (Aft - Artificial fill consists of medium brown to light brown, silty, fine to
medium sand to locally clayey silty sand. Fill soils were placed under the observation and
field density testing by Leighton representatives
3.2.2 Artificial Fill - Undocumented (Afu): - Undocumented fill was observed along existing
Royal Birkdale Drive and Rancho California Road. Undocumented fill within Royal
Birkdale was associated with an existing waterline and improvements along Rancho
California Road as previously discussed. These fills were observed to consist of dense, red
brown to orange brown, silty sand where exposed (see plates I, 3 and 4 in pockets).
3.2.3 Alluvium (Oal): -- Alluvial.soils were encountered in low lying areas throughout the site
and subsequently removed to competent material with the exception of Lot 7 (28482-2). The
alluvial soils consist of brown to reddish brown, clayey sand and silty sand. Alluvium was
left in place along the northeast corner of Lot 7 due to the proximity of existing golf course
improvements, an existing waterline along Royal Birkdale Drive and the condition created
by an oversteepened backcut (see plate 1, in pocket).
3.2.4 Older Alluvium (OoaJ): -- Older alluvial soils were encountered underlying the Alluvium
(Qal) and along the flanks of the drainage channels. The older alluvium consists of red
brown silty sand. The upper 2 to 3 feet of porous, dry older alluvium was removed down
to more competent material. The older Alluvium that was left in place in several areas
consisted of moist, dense and was non-porous.
3.2.5 Pauba Formation (00) -- The Quaternary-aged Pauba Formation was exposed after removal
of unsuitable surficial soils within the subject lots. The exposed Pauba Formation consisted
of variable dense to very dense, silty fine- to coarse-grained sandstone and clayey siltstone.
3.3 Geolol!ic Structure and Faultinl!
Based on our geologic observations during site grading and our professional experience on
adjacent sites, bedding on site is generally flat to slightly dipping. Previous investigations
(Leighton, 1999) encountered variable bedded units which appear to be inclined at low angles
ranging from 5 to 10 degrees. Although bedding is generally inclined eastward, local variations
indicate that slight folding has occurred in the area. No faulting or indications of faulting were
observed during this phase of grading operations.
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11960056-040
3.4 Landslides and Surficial Failures
Based on our review of the project geotechnical reports (Appendix A) and our geologic
observations during the current grading operations, there is no indication of landslides or other
significant surficial failures within the subject 101S. Unprotected or unplanted project slopes may
be subject to erosion, please refer to sections 5.6 and 5.7 of this report.
3.5 Ground Water
No subsurface seepage or groundwater was encountered during grading. However, unforeseen
conditions may occur after the completion of grading and establishment of site irrigation and
landscaping. If these conditions. should occur, steps to mitigate any resulting seepage should be
made by the homeowner, on a case-by-case basis.
3.6 EXDansion Testinl! of Finish Grade Soils
Expansion index tests were performed on representative near finish grade soils of the subject 101S. The
test results are categorized by Table 18-I-B (UBC, 1997) and summarized in Table I lot by lot. The
test results and procedures are presented in Appendix C.
3.7 Soluble Sulfate Testinl! of Finish Grade Soils
Soluble Sulfate testing of representative near surface soils was performed. The test results are
summarized lot by lot in Table 1. The sulfate content test results are also presented in Appendix
C. Concrete should be desil!ned in accordance with Table 19-A-4 of the UBC for the
corresDondin2 sulfate ex DO sure.
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11960056-040
4.0 CONCLUSIONS
4.1 General
The grading of Tract 28482-1 (Lots 1-91), and 28482-2 (Lots 1-84) and associated roadways and
slopes was performed in general accordance with the project geotechnical reports, geotechnical
recommendations made during grading and the City of Temecula's requirements. It is our opinion
that the subject tract is suitable for its intended residential use provided the recommendations
included herein and in the project geotechnical reports are incorporated into the design and
construction of the residential structures and associated improvements. Due to the presence of
graded slopes on of the project, ongoing maintenance of slopes and drainage facilities is one of the
most important factors in reducing the risk of future soil-related distress.
4.2 Summary of Conclusions
.
Geotechnical conditions encountered during rough- and fine-grading were generally as
anticipated .
.
Fill soils were derived from onsite soils. Fill soils were tested to have at least 90 percent
relative compaction (based on ASTM Test Method D 1557) and a near-optimum moisture
content in accordance with the recommendations of the project geotechnical reports and the
requirements of the City of Temecula.
.
The expansion potentials of the finish grade soils on lots are Very Low to Low (per UBC 18-1-
B). The potential for sulfate attack to concrete is considered negligible (per Table 19-A-4 of
the UBC).
.
The potential for ground-surface rupture on the site due to a seismic event is considered to be
low to nil; however, strong ground shaking should be expected during the life of the
structures. The standard design of structures to meet the seismic design requirements of the
Uniform Building Code (UBC), Seismic Zone 4 will be required, and other geotechnical
design parameters provided in section 5.0 of this report.
.
Other than Lots 7 through 11 of Tract 28482-2, the foundations for the residential buildings
may be designed in accordance with the recommendations included herein for conventional
foundations.
.
Based on site conditions encountered during grading, Lots 7 through II of Tract 28482-2
should receive either post-tensioned foundations or strengthened conventional foundations.
.
Lot 7 has a 15-foot structural set back from the rear corner of the lot as indicated on Plate I of
this report (in pocket). This set back does not preclude construction of residential
improvements.
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1 1 96OO56..()4()
5.0 RECOMMENDATIONS
We anticipate that future earthwork at the site will consist of finish grading of the building pads
following foundation installation, trench excavation and backfill, possible re-preparation of street
subgrade, and placement of aggregate base and asphalt concrete pavement. We recommend that
any additional earthwork on the site be performed in accordance with the following
recommendations and the City of Temecula 's grading requirements.
5.1.1 Excavations -- Due to the relatively high density characteristics and granular nature of the
onsite soils, temporary excavations with vertical sides, such as utility trenches, should
remain stable to depths of 5 feet or less for the period required to construct the utility.
However, in accordance with OSHA requirements, excavations between 5 and 15 feet in
depth should be shored or laid-back to inclinations of I: I (horizontal to vertical) if workers
are to enter such excavations.
5.1.2 Backfill. Fill Placement and ComDaction -- All backfill or fill soils should be brought to
near-optimum moisture conditions and compacted in uniform lifts to at least 90 percent
relative compaction based on the laboratory maximum dry density (ASTM Test Method
DI557-91). The optimum lift thickness required to produce uniform compaction will depend
on the type and size of compaction equipment used. In general, the onsite soils should be
placed in lifts not exceeding 8 inches in compacted thickness.
5.2 Foundation and Structure Desi!!n Considerations
The proposed foundations and slabs of the single-family residential structures should be designed
in accordance with structural considerations and recommendations presented herein.
A conventional foundation system designed in accordance with the Uniform Building Code (UBC)
Section 1815 and in accordance with the project geotechnical reports is considered adequate for
lots underlain with the following materials:
.
Cut lots exposing competent bedrock.
Fill over bedrock or dense older alluvium, where differential fill across the lot is less
than twenty (20) feet.
.
The above requirements assume that the lots are underlain by very low (El = 0 to 20, PI = 15
(assumed)) expansive soil. Lots underlain by soils with Expansion Index greater than 20, but less
than 90, which range from Low to Medium in Expansion potential, (EI = 21-50, PI=25(assumed},
EI = 51-90, PI=35(assumed}) should also comply with section 1815 of the UBC.
Lots 7 through II of Tract 28482-2, have the potential for surface settlements above the typical
design values. Leighton recommends either a post-tension foundation system or a strengthened
conventional foundation system designed for this settlement condition.A
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11960056-040
5.2.1
Conventionallv Reinforced Foundations -- Conventionally reinforced foundations should
be designed and constructed in accordance with the recommendations contained in Table
2. The expansion potential of the soils, exposed during rough grading, on the subject lots
are summarized in Table I (per UBC 18-I-B).
The recommended vapor barrier (see Table 2) should be sealed (minimum 2 feet overlap) at all
penetrations and laps. Moisture vapor transmission may be additionally reduced by use of
concrete additives. Moisture barriers can retard but not eliminate moisture vapor movement
from the underlying soils up through the slabs. We recommend that the floor-covering
installer test the moisture-vapor flux rate prior to attempting applications of the flooring.
"Breathable" floor coverings should be considered if the vapor flux rates are high. A slipsheet
or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings (such
as ceramic tiles, etc.) are to be placed directly on the concrete slab.
Our experience indicates that use of reinforcement in slabs and foundations will generally
reduce the potential for drying and shrinkage cracking. However, some cracking should
be expected as the concrete cures. Minor cracking is considered normal; however, it is
often aggravated by a high water/cement ratio, high concrete temperature at the time of
placement, small nominal aggregate size and rapid moisture loss due to hot, dry and/or
windy weather conditions during placement and curing. Cracking due to temperature and
moisture fluctuations can also be expected. The use of low slump concrete (not exceeding
4 to 5 inches at the time of placement) can reduce the potential for shrinkage cracking.
Conventional footings may be designed for an allowable bearing capacity of 2,000 psf
with a minimum depth of embedment of 12 inches. The bearing capacity may be
increased by 600 psf for each additional foot of embedment. The above bearing capacity
values are based on a total and differential short-term settlement of 3/4 and 1/2 inch,
respectively. Short-term settlement is anticipated to occur upon application of the footing
load or shortly thereafter. Long-term, post-construction total and differential settlement
on very low expansion fill placed over Pauba formation or dense Older Alluvium due to
compression within the fill or dynamic densification within the fill is not anticipated to be
excessive on the subject lots and was estimated as \4 inch or less in 30 feet.
Conventional footing/slab systems may be enhanced by structurally tying the slabs-on-
grade to the perimeter and interior footings as directed by the structural engineer. The
slab and footings may be poured monoIithically to further unitize the system.
5.2.2
Post-Tensioned Foundations -- The foundations for structures on lots with over 20 feet of
differential fill thickness, or an expansion index of High or Very High should be designed
as post-tensioned (PT) systems in accordance with the Uniform Building Code Section
1816 or spanability method (California Slab Method). Soil parameters for design are
provided in Table 4. The lots requiring post-tensioned foundation and slab design are
presented in Table I.
Post tensioned or strengthened conventional foundations are recommended for lots 7
through I I on Tract 28482-2. These PT foundations or strengthened conventional
foundations may be designed similar to others on this project. The anticipated total and
differential settlement on Lots 7 through II should be designed as 1.25 inches and I
inches respectively. The differential span in this settlement analysis was taken as 30 feet.
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11960056-040
Slab subgrade presaturation, moisture protection measures and concrete quality guidelines
presented above for conventional foundation/slab systems should also apply where post-
tensioned slabs are utilized.
5.2.3 Moisture Conditioninl! -- The slab subgrade soils underlying either conventionally-
reinforced foundation or PT slabs systems should be presoaked in accordance with the
recommendations in Table I (presented at the rear of text) summarized lot-by-lot prior to
placement of the moisture barrier and slab concrete.
5.2.4 Foundation Setbacks - Foundations should be setback for top of slope and from recent
alluvium and undocumented fill as indicated in the following sections. Setbacks may be
achieved by horizontal spacing (lateral distance) or deepened footings.
5.2.4.1 Foundation Setback from Slooes - We recommend a minimum horizontal setback
distance from the face of slopes for all structural footings (retaining and
decorative walls, building footings, etc.). This distance is measured from the
outside bottom edge of the footing horizontally to the slope face (or to the face of
a retaining wall) and should be a minimum of H/2, where H is the slope height (in
feet). The setback should not be less than 7 feet and need not be greater than 10
feet. Please note that the soils within the structural setback area possess poor
lateral stability and improvements (such as retaining walls, sidewalks, fences,
pavements, etc.) constructed within this setback area may be subject to lateral
movement and/or differential settlement. Potential distress to such improvements
may be mitigated by providing a deepened footing or a pier and grade-beam
foundation system to support the improvement. The deepened footing should
meet the setback as described above.
5.2.4.2 Foundation Setback for Recent Alluvium (Oal) and Undocumented Fill _
Residential Foundations on Lot 7 should be setback a minimum of 15 feet from
extreme northwestern corner of the Lot 7 pad. That is, from the toe of slope at
the rear back corner of the lot (see Plate 1 in pocket). This distance was
determined from a I: 1 projection up from the bottom of the recent alluvial layer
exposed in the back cut of lot 7 during grading. Construction within the setback
may include retaining walls or residential footings if: (a) Footings are deepened
beneath. the 1:1 projection up from the bottom of the recent Alluvium layer or (b)
foundations .are conventional strengthened or post-tensioned to accommodate
settlement as the result of compression within the left-in-place recent alluvium in
accordance with sections 5.2.1 or 5.2.2 of this report. Due to the location and
elevation of undocumented fill (see Plates 1 through 4 in pockets), no setback is
necessary from a geotechnical standpoint along Royal Birkdale Drive or Rancho
California Road other than the slope setback noted in section 5.2.4.1.
5.2.5 AnticiDated Settlement -- Settlement is anticipated to occur at varying times over the life of
the project. Short-term settlement typically occurs upon application of the foundation loads
and is essentially completed within the construction period. The estimated magnitude of
this settlement is provided in Sections 5.2.1 and 5.2.2.
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11960056-040
5.2.6 Structure Desi!!n -- Structures should be designed as required by provisions of the Uniform
Building Code (UBC) for Seismic Zone 4 and state-of-the-art seismic design parameters of
the Structural Engineers Association of California. This site is located with UBC Seismic
Zone 4. Seismic design parameters in accordance with the 1997 UBC are presented below:
Seismic Zone = 4
Seismic Source Type = B
Near Source Factor, N. = 1.1
Near Source Factor, N, = 1.3
Soil Profile Type = So
Horizontal Peak Ground Acceleration = 0.49g
(10% probability in 50 years)
5.2.7 Concrete TVDe -- Laboratory tests indicate the near surface soils have a ne!!li!!ible
concentration of soluble sulfates, which are summarized, lot by lot in Table I. Accordingly,
concrete should be designed in accordance with Table 19-A-4 of the Uniform Building Code
(UBC) for a soil with a ne!!li!!ible sulfate exposure.
5.3 Lateral Earth Pressures and Retainin!! Wall Desi!!fi Considerations
The recommended lateral pressures for the site soil (expansion index less than 50 per UBC 18-I-B)
and level or sloping backfill are presented on Table 3.
Embedded structural walls should be designed for lateral earth pressures exerted on them. The
magnitude of these pressures depends on the amount of deformation that the wall can yield under
load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed
for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil
cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at
rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the
soil is the "passive" resistance.
For design purposes, the recommended equivalent fluid pressure for each case for walls founded above
the static ground water and back:filled with soils of very low to low expansion potential is provided in
Table 3. The equivalent fluid pressure values assume free-draining conditions. If conditions other than
those assumed above are anticipated, the equivalent fluid pressure values should be provided on an
individual-case basis by the geotechnical engineer. Surcharge loading effects from the adjacent
structures should be evaluated by the geotechnical and structural engineer. All retaining wall structures
should be provided with appropriate drainage and waterproofing. The outlet pipe should be sloped to
drain to a suitable outlet. Typical wall drainage design is illustrated in Figure 2. Walls much less than
6 feet in height or that do not present life/safety hazard need not be designed for a dynamic (seismic)
surcharge. If walls 6 feet or greater are planned, or walls that may present life/safety hazards, lateral
earth pressures should be increased to reflect the increment of additional pressure caused by the design
earthquake. Accordingly, an increment of lateral pressure equal to 15.0 HZ, where H is the height of
the wall, should be applied at a distance of 0.6H above the toe of the wall. Under combined
effects of static and earthquake loads on the wall a factor of safety between 1.1 and 1.2 is
acceptable when evaluating the stability (sliding, overturning) of the wall (NA VF AC DM 7.2).
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For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. In
combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced
by 50 percent. Wall footings should be designed in accordance with structural considerations. The
passive resistance value may be increased by one-third when considering loads of short duration,
including wind or seismic loads. The horizontal distance between foundation elements providing
passive resistance should be a minimum of three times the depth of the elements to allow full
development of these passive pressures. The total depth of retained earth for design of cantilever walls
should be the vertical distance below the ground surface measured at the wall face for stem design or
measured at the heel of the footing for overturning and sliding.
Wall backcut excavations less than 5 feet in height can be made near vertical. For backcuts
greater than 5 feet in height, but less than 15 feet in height, the backcut should be flattened to a
gradient of not steeper than I: I (horizontal to vertical) slope inclination. For back cuts in excess of
15 feet in height, specific recommendations should be requested from the geotechnical consultant.
The granular and native backfill soils should be compacted to at least 90 percent relative
compaction (based on ASTM Test Method DI557). The granular fill should extend horizontally
to a minimum distance equal to one-half the wall height behind the walls. The walls should be
constructed and backfilled as soon as possible after backcut excavation. Prolonged exposure of
backcut slopes may result in some localized slope instability.
Foundations for retaining walls in competent formational soils or properly compacted fill should be
embedded at least 18 inches below lowest adjacent grade and in accordance with section 5.2.3
(Foundation Setback from Slopes). At this depth, an allowable bearing capacity of 2,500 psf may be
assumed. If a retaining wall with a conventional foundation is utilized on Lot 7 (Tract 28482-2) the
bearing capacity should be limited to 2,000 psf.
Due to the left-in-place recent Alluvium on Lot 7, the retammg wall should designed for
anticipated differential settlement on the order of I-inch in 30 feet. Unsightly cracks may be
mitigated by the use of vertical control joints on 10 to 20 foot centers.
Alternative Walls (segmented walls) may be utilized on lot 7 if the designed parameters indicated
in this report are used.
5.4 Concrete Flatwork
In order to reduce the potential for differential movement or cracking of driveways, sidewalks,
patios, or other concrete flatwork, welded wire mesh reinforcement consisting of 6x6-IO/l0 or
No.3 rebars at 24 inches on center (each way) is suggested along with keeping pad grade soils at
an elevated moisture content.
5.5 Pavements
5.5.1 Pavements - Pavement design and sections based on the R-value testing of the representative
subgrades in the subject tracts have previously been given in the referenced reports
(Appendix A). The referenced recommendations remain valid for the construction of
proposed streets based on the given Traffic Indices given by the City of Temecula, and the
minimum pavement guidelines of the City of Temecula.
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11960056-040
5.5.2 TemDorarv Parkin!! Pavement Desi!!n -- If an adjacent Lot is used as a temporary parking
for the Model lots for Tracts 28482-1 and 2, a 3-inch asphalt concrete over compacted
subgrade may be used for the temporary parking area. This should be thoroughly removed
prior to development and AC materials may be reclaimed for use in roadways.
5.6 Control of Surface Water and Draina!!e Control
Positive drainage of surface water away from structures is very important. No water should be allowed
to pond adjacent to buildings. Positive drainage may be accomplished by providing drainage away from
buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a
swale on drainage path at a gradient of at least 1- percent. Where limited by 5-foot side yards, drainage
should be directed away from foundations for a minimum of 3 feet and into a collective swale or pipe
system. Where necessary, drainage paths may be shortened by use of area drains and collector pipes
and/or paved swales. Eave gutters also help reduce water infi1tration into the subgrade soils if the
downspouts are properly connected to appropriate outlets.
Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters should
not be designed adjacent to buildings unless provisions for drainage, such as catch basins and pipe
drains, are made. No ponding of water from any source (including irrigation) should be permitted
onsite as moisture infiltration may increase the potential for moisture-related distress. Experience
has shown that even with these controls for surface drainage, a shallow perched ground water or
subsurface-water condition can and may develop in areas where no such condition previously
existed. This is par1icularly true where a substantial increase in surface-water infiltration resulting
from site irrigation occurs. Mitigation of these conditions should be performed under the
recommendations of the geotechnical consultant on a case-by-case basis.
5.7 Graded Slooes
It is recommended that all graded slopes be planted with drought-tolerant, ground- cover
vegetation as soon as practical to protect against erosion by reducing runoff velocity. Deep-rooted
vegetation should also be established to provide resistance to surficial slumping. Oversteepening
of existing slopes should be avoided during fine grading and construction. Retaining structures to
support graded slopes should be designed with structural considerations and appropriate soil
parameters provided in Section 5.3.
5.8 Irri!!ation. LandscaDin!! and Lot Maintenance
Site irrigation should be controlled at all times. We recommend that only the minimum amount of
irrigation necessary to maintain plant vigor be utilized. For irrigation of trees and shrubs, a drip
irrigation system should be considered. We recommend that where possible, landscaping consist
primarily of drought-tolerant vegetation. A landscape consultant should be contacted for proper
plant selection. For large graded slopes adjacent to open space areas, we recommend native plant
species be utilized and that irrigation be utilized only until plants are well established. At that
time, irrigation could be significantly reduced.
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11960056-040
Upon sale of homesites, maintenance of lots and common areas by the homeowners and
homeowner's association, respectively, is recommended. Recommendations for the maintenance
of slopes and property are included in Appendix D for your review and distribution to future
homeowners and/or homeowner's associations.
5.9 Construction Observation and Testin!!
Construction observation and testing should be performed by the geotechnical consultant during
future excavations, utility trench back:filling and foundation or retaining wall construction at the
site. Additionally, footing excavations should be observed and moisture determination tests of
subgrade soils should be performed by the geotechnical consultant prior to the pouring of
concrete. Foundation design plans should also be reviewed by the geotechnical consultant prior to
excavation.
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SITE LOCATION MAP
ThollUUJ Brothers Map, Riverside County,
Bas e Map: California, 1995, Page 959
McMillin Temeku Hills
As-Graded Report of
Rough Grading Area 3
Tracts 28482-1&2
Project No.
11960056-040
February 2000
m[lJ
1040 889
Fi gure No.1
Date
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RETAINING WALL
WALL WATERPROOFING
PER ARCHITECT'S
SPECIFICA TIONS
FINISH GRADE
WALL FOOTING III
SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION*
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AS EVALUATED BY THE GEOTECHNICAL
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SPEC:FICATlONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
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Sieve Size
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*BASED ON ASTM 01557
* * IF CAL TRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
3/4'-1-112. GRAVEL, FILTER FABRIC MAY BE
DELETED. CAL TRANS CLASS 2 PERMEABLE
MATERIAL SHOULD BE COMPACTED TO 90
PERCENT RELATIVE COMPACTION *
NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS M1RADRAIN
ORJ-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR
CLASS 2. INSTALLATION SHOULD BE PERFORf\.E) IN ACCORDANCE
- WITH MANUFACTURER'S SPECIACATlON5.
Project No. 11960056-040 mco
Scale
Engr.lGeoL ATG/RFR
Drafted By 1042 889
Date February 2000
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RETAINING WALL
DRAINAGE DETAIL
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11960056-040
Table 3
Retainin!! Wall Lateral Earth Pressures
Equivalent Fluid Weight (pct)'
Condition Level 2: 1 Slope
Active 35 55
At-Rest 55 85
Passive2 300 125
(Maximum of 3 kst) (sloping downward)
1 - Assumes drained conditions in accordance with Figure 2.
2 - Assumes level condition remains during the life of the project.
Table 4
Post-Tensioning Foundation Design Parameters
Allowable Bearing Value, one-third increase for short-term loading 2,000 psf
Modulus of Subgrade Reaction 100 psi per inch
Coefficient of Friction 0.35
Passive Pressure 300 pcf
Percent Clay Content (< 0.002 mm) 30 percent
Tbornthwaite Moisture Index -20
Depth to Constant Soil Suction 7 feet
Soil Suction (PF) 3.6
Type of Clay Montmorillonite
Moisture Velocity 0.7 inch per month
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1196OO56..()4()
APPENDIX A
Leighton and Associates, Inc., 1984, Geotechnical Investigation, Proposed Margarita Village, Rancho
California, Riverside County, California, Project No. 6840359-01, dated June
25, 1994.
, 1996, Recommendations for Repair of Street, Slope and Pad Erosion, Tract 23371,
Temeku Project, City of Temecula, Riverside County, California, Project No.
11960056-001, dated March 14, 1996,
, 1998, Geotechnical Evaluation of Existing Graded-Pad Conditions and Grading Plan
Review, Proposed Residential Areas within Tract 23371-12, City of Temecula,
Riverside County, California, Project No. 11960056-029, dated November 6,
1998.
, 1999, Preliminary Geotechnical Investigation, Tract 28482, Temeku Hills Golf and
Country Club Development, Temecula, California, Project No. 11960056-013,
dated June 10, 1999.
, 1999, Setback and Foundation Recommendations for Lots 7 through 11, Tract
28482-2, Area 3, Temeku Hills, Temecula, California, Project 11960056-040,
Project Memorandum dated November 11, 1999.
, 1999, As-graded Report of Rough Grading, Temeku Country Club, Tract 28482-2
(Model Lots 1 through 5), Temecula, Riverside County, California, Project
No. 1196OO56..()4(), dated December 17, 1999.
, 1999, Pavement Section Design, Delmonte Street, Dunes Court, Sandhill Lane, Pine
Needles Court, Pacific Grove Way, Bunkers Way, Royal Birkdale Drive,
Summerset Hills, and Meadows Parkway, Temecula, California, Project No.
11960056-041, dated December 15, 1999.
, 2000, As-graded Report of Rough Grading, Temeku Country Club, Tract 28482-1
(Model Lots 1 through 5), Temecula, Riverside County, California, Project
No. 1196OO56..()4(), dated January 24, 2000.
, 2000, Existing Pavement, Temeku Hills Country Club, Meadows Parkway Station
213+80, Temecula, California, Project No. 11960056-041, dated Jan. 20, 2000.
, 2000, Pavement Section Design, Temeku Hills Country Club, Tract 28482,
Meadows Parkway Station 213+80 to 217+00, Temecula, California, Project
No. 11960056-041, dated January 12, 2000, revised January 18, 21, &
February 28, 2000.
, 2000, Setback and Foundation Recommendations, Lot 7, Del Monte Street,
Brookhaven, Temeku Hills Country Club, Tract 28482-2, Temecula,
California, Project No. 1196OO56..()4(), dated February 4, 2000.
Rick Engineering Company, 1999, Rough Grading Plans, City of Temecula, Tract No. 28482-2,
Sheets 2 and 3 of5, Scale 1"=40', plot dated February 22,1999.
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1196OO56..()4()
,1999, Rough Grading Plans, City of Temecula, Tract No. 28482-1, Sheets 2 and 3 of
5, Scale I" '::40', plot dated February 22, 1999
, 2ooo"Alluvial Removal Quantities Map, City of Temecula, Tract No. 28482, Sheet 1
of 1, Scale" 1" =50', plot dated February 22, 2000.
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11960056-040
APPENDIX B
EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS
Test No. Testof TeslNo. T esl of
Prefix Test of Abbreviations PrefIx Test of Abbreviations
(none) GRADING
Natural Ground NG (SG) SUBGRADE
Original Ground OG (AB) AGGREGAlE BASE
Existing Fill EF (CB) CEMENT TREAlED BASE
Compacted Fill CF (PB) PROCESSED BASE
Slope Face SF (AC) ASPHALT CONCRElE
Finish Grade FG
(S) SEWER Curb C
(SD) STORM DRAIN Gutter G
(AD) AREA DRAIN Curb and Gutter CG
(W) DOMESTIC WAlER Cross Gutter XG
(RC) RECLAIMED WAlER Street ST
(SB) SUBDRAIN Sidewalk SW
(G) GAS Driveway D
(E) ELECTRICAL Driveway Approach DA
(T) lELEPHONE Parking Lot PL
(J) JOINT UTILITY Electric Box Pad BE
(I) IRRIGATION
Bedding Material B
Shading Sand S
Main M
Lateral L
Crossing X
Manhole MH
Hydrant Lateral HI.
Calch Basin CB
Riser R
Inlet I
(RW) RETAINING WALL (P) PRESATURA TION
(CW) CRIB WALL
(LW) LOFFELL WALL Moisture Content M
(SF) STRUCT FOOTING
FOOling Bottom F
Backfill B
Wall Cell C
(IT) INTERIOR lRENCH
Plumbing Backfill P
Electrical Backfill E
N represents nuclear gauge tests that were perfonned in general accordance with most recent version of ASTM Test
Methods D2922 and 03017.
S represents sand cone tests that were perfonned in general accordance with most recent version of ASTM Test Method
D1556.
"0" in Test Elevation Column represents test was taken at the groWld surface (e.g. finish grade or subgrade)
11_1" in Test Elevation Column represents test was taken one foot below the ground surface
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APPENDIX C
Laboratorv Testinl! Procedures and Test Results
EXDansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test,
ASTM D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture
content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared I-inch
thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water
until volumetric equilibrium is reached. The soluble sulfate contents of selected samples were determined by standard
geochemical methods (CTM 417). The results of these tests are presented in the table below:
Representative Sample Soil Sulfate Sulfate Expansion Expansion
Tract Content Attack
No. Lots Location Type (ppm) Index Potential.
E-I 28482-2 19-23 20 Light Brown Clayey <150 Negligible 4 Very Low
SAND
E-2 28482-2 24-28 26 Light Brown Clayey <150 Negligible 1 Very Low
SAND
E-3 28482-2 29-32 30 Light Brown Clayey <ISO Negligible 0 Very Low
SAND
E-4 28482-1 45-49 47 Light Brown Clayey <150 Negligible 22 Low
SAND
E-5 28482-1 50-54 52 Light Brown Silty < 150 Negligible 25 Low
SAND
E-6 28482-1 55-61 57 Light Brown Silty < 150 Negligible 14 Very Low
SAND
E-7 28482-2 50-54 52 Light Brown Silty < 150 Negligible 16 Very Low
SAND
E-8 28482-2 45-49 47 Light Brown Silty < 150 Negligible 6 Very Low
SAND
E-9 28482-2 33-37 33 Light Brown Silty < 150 Negligible 13 Very Low
SAND
E-1O 28482-2 38-44 42 Brown Clayey < 150 Negligible 12 Very Low
SAND
E-I1 28482-1 30-36 33 Light Brown Silty < 150 Negligible 22 Low
SAND
E-12 28482-1 22-29 24 Brown Clayey < 150 Negligible 41 Low
SAND
E-13 28482-1 14-21 17 Tan Silty Fine < 150 Negligible 31 Low
SAND
E-15 28482-1 37-40 38 Light Brown Silty < 150 Negligible 18 Very Low
SAND
E-16 28482-1 41-44 42 Light Brown Silty < 150 Negligible 6 Very Low
SAND
E-17 28482-1 8-13 10 Light Brown Silty < 150 Negligible 22 Low
SAND
E-18 28482-1 62-66 65 Light Brown Silty < 150 Negligible IS Very Low
SAND
C-l
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11960056-040
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In* ., · Sulfate Sulfate
~t-;.":::::::t:f Tract Representative Sample Soil Expansion Expansion
\*aw Content Attack
;>;:>>'%t.}.
I.. No. Lots Location Type (ppm) Index Potential'
:::.;'$-';'';:'>'-':"'
",....""".
E-19 28482-1 70-74 72 Light Brown Silty < 150 Negligible 10 Very Low
SAND
E-20 28482-1 1-7 4 Light Brown Silty < 150 Negligible 3 Very Low
SAND
E-21 28482-1 67-69,85,86 68 Silty F-C SAND <150 Negligible 6 Very Low
E-22 28482-1 87-91 89 Clayey F-C SAND <150 Negligible 12 Very Low
123A 28482-1 80-84 82 Brown Clayey <150 Negligible 23 Low
SAND
123B 28482-1 80-84 83 Brown Clayey <150 Negligible 21 Low
SAND
E-24 28482-1 75-79 77 Silty F-C SAND w <150 Negligible 8 Very Low
Tr. ClllL
E-25 28482-2 55-59 57 Light Brown Silty <150 Negligible 5 Very Low
SAND
E-26 28482-2 60-65 62 Brown Silty Clayey <150 Negligible 36 Low
SAND
E-27 28482-2 66-71 69 Brown Silty Clayey <150 Negligible 3 Very Low
SAND
E-28 28482-2 72-76 75 Brown Silty Clayey <150 Negligible 0 Very Low
SAND
E-29 28482-2 77-81 79 Brown Silty Clayey <150 Negligible 0 Very Low
SAND
E-30 28482-2 13-18 15 Brown Silty Clayey <150 Negligible 14 Very Low
SAND
E-31 28482-2 7-12 9 Brown Silty Clayey <150 Negligible 13 Very Low
SAND
E-32 28482-2 1-6 5 Brown Silty Clayey <150 Negligible 7 Very Low
SAND
E-61 28482-2 82-84 83 Brown Clayey <150 Negligible 19 Very Low
SAND
'per DEC, TABLE, 18-I-B.
C-2
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1196OO56..()4()
Laboratory Testinl! (cont.')
Maximum Densitv Tests: The maximum dry density and optimum moisture content of typical
materials were determined in accordance with ASTM Test Method D1557. The results of these tests
are presented in the table below:
Maximum Optimum
Sample Sample Description Dry Moisture
Location Density Content
(pcf) (%)
1 Medium brown silty SAND 128.5 9.0
2 Medium brown silty SAND 127.5 9.5
3 Reddish Brown Silty Clayey Fine to Coarse SAND 131.0 7.5
4 Reddish Brown Clayey SAND 132.0 8.0
5 Reddish Brown Clayey Fine to Coarse SAND 130.0 10.0
6 Light Brown Silty Fine to Coarse SAND 128.0 9.5
7 Brown Clayey Silty SAND 121.0 11.0
8 Light Brown Silty Fine SAND 130.0 8.5
C-3
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APPENDIX D
Lot Maintenance Guidelines for Homeowners
Homesites, in general, and hillside lots, in par1icular, need maintenance to continue to function and
retain their value. Many homeowners are unaware of this and allow deterioration of their property. It
is important to familiarize homeowners with some guidelines for maintenance of their properties and
make them aware of the importance of maintenance.
Some governing agencies require hillside property developers to utilize specific methods of engineering
and construction to protect those investing in improved lots or constructed homes. For example, the
developer may be required to grade the property in such a manner that rainwater will be drained away
from the lot and to plant slopes so that erosion will be minimized. They may also be required to
install permanent drains.
However, once the lot is purchased, it is the buyer's responsibility to maintain these safety features by
observing a prudent program of lot care and maintenance. Failure to make regular inspection and
maintenance of drainage devices and sloping areas may cause severe financial loss. In addition to their
own property damage, they may be subject to civil liability for damage occurring to neighboring
properties as a result of his negligence.
The following maintenance guidelines are provided for the protection of the homeowner's investment.
a) Care should be taken that slopes, terraces, bertns (ridges at crown of slopes) and proper lot
drainage are not disturbed. Surface drainage should be conducted from the rear yard to the street
through the side yard, or alternative approved devices.
b) In general, roof and yard runoff should be conducted to either the street or storm drain by
nonerosive devices such as sidewalks, drainage pipes, ground gutters, and driveways. Drainage
systems should not be altered without expert consultation.
c) All drains should be kept cleaned and unclogged, including gutters and downspouts. Terrace
drains or gunite ditches should be kept free of debris to allow proper drainage. During heavy
rain periods, performance of the drainage system should be inspected. Problems, such as
gullying and ponding, if observed, should be corrected as soon as possible.
d) Any leakage from pools, water lines, etc. or bypassing of drains should be repaired as soon as
practical.
e) Animal burrows should be eliminated since they may cause diversion of surface runoff, promote
accelerated erosion, and even trigger shallow soil flowage,
t) Slopes should not be altered without expert consultation. Whenever a homeowner plans a
significant topographic modification of the lot or slope, a qualified geotechnical consultant should
be contacted.
g) If the homeowner plans modification of cut or natural slopes within his property, an engineering
geologist should be consulted. Any oversteepening may result in a need for expensive retaining
devices. Undercutting of a toe-of-slope would reduce the safety factor of the slope and should not
be undertaken without expert consultation.
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1 196OO56..()4()
h) If unusual cracking, settling or earth slippage occurs on the property, the owner should consult a
qualified soil engineer or an engineering geologist immediately.
i) The most common causes of slope erosion and shallow slope failures are as follows:
· Gross neglect of the care and maintenance of the slopes and drainage devices.
· Inadequate and/or improper planting. (Barren areas should be replanted as soon as possible.)
· Excessive or insufficient irrigation or diversion of runoff over the slope.
j) Hillside lot owners should not. let conditions on their property create a problem for their
neighbors. Cooperation with neighbors could prevent problems, promote slope stability,
adequate drainage, proper maintenance, and also increase the aesthetic attractiveness of the
community .
D-2
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