2001-7232 G �..
City o NGINEERING SERVICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment /Stormwater Compliance
Subdivision Engineering
Traffic Engineering
October 6, 2003
Attn: Union Bank of California
247 North El Camino Real
Encinitas, California 92024
RE: Mark and Valerie Riedler
3236 Brookside Lane
APN 265- 251 -09
01 -071 DR
Grading Permit 7232 -G
Final release of security
Permit 7232 -G authorized earthwork, private drainage improvements, and erosion
control, all as necessary to build described project. Final, acceptance, and warranty
inspections have all been completed to the satisfaction of the Field Operations Division.
Therefore, release of the remainder of the security deposit is merited.
The following Certificate of Deposit Account has been cancelled by the Financial
Services Manager and is hereby released for payment to the depositor.
Account # 2889007353 (in the original amount of 21,600.00) may be released in
entirety. The remainder amount is $5,400.00.
The document originals are enclosed. Should you have any questions or concerns, please
contact Debra Geishart at (760) 633 -2779 or in writing, attention the Engineering
Department.
Sinc rely,
_ Masih Maher J Le bach
Senior Civil Engineer Finance Manager
Subdivision Engineering Financial Services
CC: Jay Lembach, Finance Manager
Valerie and Mark Riedler
Debra Geishart
File
TEL 760 -633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 -633 -2700 4e recycled paper
City o NGINEERING SERVICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment /Stormwater Compliance
Subdivision Engineering
Traffic Engineering
July 17, 2003
Attn: Union Bank of California
247 North El Camino Real
Encinitas, California 92024
RE: Mark and Valerie Riedler
3236 Brookside Lane
APN 265 - 251 -09
Grading Permit 7232 -G
Partial release of security
Permit 7232 -G authorized earthwork, private drainage improvements, and erosion
control, all as necessary to build /prepare this project. The Field Inspector has approved a
partial release of security.
Certificate of Deposit Account 2889007353, in the amount of $21,600.00, may be
reduced by 75% to $5,400.00. The document original will be returned when the project
is complete.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Sincerely, `
Masih Maher 4Lcmbch
Senior Civil Engineer Finance Manager
Field Operations Financial Services
CC Jay Lembach, Finance Manager
Riedler, Val and Mark
Debra Geishart
File
TEL 760 -633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760- 633 -2700 � recycled paper
City o NGINEERING SER VICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Rep lenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
October 6, 2003
Attn: Union Bank of California
247 North El Camino Real
Encinitas, California 92024
RE: Mark and Valerie Riedler
3236 Brookside Lane
APN 265- 251 -09
01 -071 DR
Grading Permit 7232 -G
Final release of security
Permit 7232 -GI authorized earthwork, storm drainage, site retaining wall, and erosion
control, all as necessary to build the described project. Therefore, a full release of the
security deposited is merited.
Letter of Credit 60014392, in the original amount of $87,000.00, is hereby released
in its entirety. The Letter of Credit was reduced to a remaining amount of
$21,750.00. The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Sincerely,
.' Masih Maher Ja e ach
Senior Civil Engineer Finance Manager
Field Operations Financial Services
CC: Jay Lembach, Finance Manager
Valerie and Mark Riedler
Debra Geishart
File
TEL 760 - 633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 - 633 -2700 Tj�l recycled paper
i
City o NGINEERING SER VICES DEPARTMENT
Encinitas Capital Improlvement Projects
District Support Services
Field Operations
Sand Rep lenishment /Stormwalter Compliance
Subdivision Engineering
Traffic Engineering
July 17, 2003
Attn: Capital Bank of North County
P.O. Box 9007
Carlsbad, California 92008
RE: Mark and Valerie Riedler
3236 Brookside Lane
APN 265- 251 -09
Grading Permit 7232 -G
Partial release of security
Permit 7232 -GI authorized earthwork, storm drainage, site retaining wall, and erosion
control, all as necessary to build the described project. Therefore, a reduction of the
security deposited is merited.
Letter of Credit 60014392, in the amount of $87,000.00, may be reduced by 75% to
$21,750.00. The document original will be retained until final release of security. The
retention and a separate assignment guarantee completion of finish grading.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Sincerely,
a ,
•' Masih Maher J Lembach
Senior Civil Engineer Finance Manager
Field Operations Financial Services
Cc: Jay Lembach, Finance Manager
Riedler
Debra Geishart
File
TEL 760- 633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 - 633 -2700 recycled paper
• Civil Engineering
• Land Planning
• Structural
• Surveying
August 6, 2002 D E C E D W E City of Encinitas
Building /Planning Department AUG — 9 2102
505 South Vulcan Avenue
Encinitas, CA 92024 ENGINEERING SERVICES
CITY OF ENCINITAS
RE: PAD CERTIFICATION - THE RIEDLER RESIDENCE
CITY OF ENCINITAS DRAWING NO. 7232 -G
Logan Engineering hereby certifies that on August 1, 2002, the
subject project was surveyed by, or under the direction of, the
undersigned in order to determine the rough - 'as-graded'' pad
elevations. The results of our survey are as follows:
• 133.0 PAD ELEVATION: 132.90 FEET
• 128.0 PAD ELEVATION: 128.10 FEET
• 125.0 PAD ELEVATION: 124.90 FEET
• 123.0 PAD ELEVATION: 122.90 FEET
Deviations in pad elevations do not exceed 0.2 feet, plus or
minus. It is our opinion that the pads for this lot are in
substantial conformance to the original plans and pursuant to the
AGG' icipal Ordinance.
EER G
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Exp. 12-31-05
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Logan, R.C.E. 39726 s� CIV a\p
Principal ��FCAUF��
Office: 1 635 S. Rancho Santa Fe Road, #209 • San Marcos
Mailing: 132 N. El Camino Real, PMB -N • Encinitas, CA 92024
Phone 760 - 510 -3152 • Fax 760 - 510 -3153
Email: dlogan@connectnet.com
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PHONE: (760) 746 -3553 423 HALE AVENUE
FAX: (760) 746 -4912 ESCONDIDO, CALIFORNIA 92029
November 14,2000
Mrs. Valerie L. Riedler
Mr. Mark Riedler
1150 Cambria Way
Encinitas, CA 92024
Project: Job No. 00 -71
Proposed Riedler Residence
Brookside Lane
Lot 10, TM 4376 -1
Encinitas, California
Subject: Update Geotechnical Report
Dear Mr. and Mrs. Riedler:
In accordance with your request, we are presenting this Update Geotechnical Report for
the above referenced project. The purpose of this Update Geotechnical Report is to evaluate the
current site conditions, the applicability of previous recommendations to the proposed project,
and to provide additional recommendations as necessary. The results of prior investigations are
presented in reports titled "Updated Geotechnical Report, Brookside Residential Subdivision,
TM 4376 -1, Olivenhain Area, San Diego County, California ", dated October 24, 1988 and `'Updated
Geotechnical Report, 3236 Brookside Lane, Lot 10, Brookside Subdivision, TM 4376 -1, Oliven-
hain, Encinitas, California ", dated November 27, 1990. In summary, our services for this "Update
Geotechnical Report" consisted of the following:
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 2
1) Review of the previous referenced reports;
2) Review of the preliminary grading plans provided by Logan Engineering;
3) Performance of a visual surface reconnaissance of the site by our engineering and
geology staff, and
4) Preparation of this report.
The conclusions and recommendations presented in this report are based in part on data
developed and documented by others during their previous investigations on the site and their
laboratory analysis. We also relied upon our surficial observations and our experience with the
soil and geologic conditions in the site vicinity. No additional laboratory testing or subsurface
exploration was performed for this update.
This report has been prepared for Mr. and Mrs. Riedler to be used solely in the evaluation
and design of the proposed project. This report has not been prepared for use by other parties, and
may not contain sufficient information for purposes of other parties or other uses. The information
in this report represents professional opinions that have been developed using that degree of care
and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants
practicing in this or similar localities. No other warranty, express or implied, is made as to the
professional advice included in this report.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 3
FINDINGS
Previous Geotechnical Work: According to the above referenced reports, field work for previous
geotechnical studies resulted in the excavation of two exploratory trenches on this lot. These
trenches indicate that the property is underlain by fractured, metamorphosed volcanic rock belong-
ing to the Santiago Peak Volcanics. The bedrock is mantled with colluvium that varies from 1 to 6
feet in thickness. The colluvium consists of gravelly to cobbly, sandy clays and silt. The colluvium
is reported to be detrimentally expansive (an expansion index of 21 or greater).
At the time that the later update report was written, the proposed structure was to be con-
structed with raised floors for the residence and a concrete slab -on -grade for the garage. The
proposed earthwork was to result in 3:1 (horizontal to vertical) cut slopes and 2:1 fill slopes reach-
ing maximum heights of 8 feet.
Existing Site Conditions: Based on our visual observations, the surface conditions of the property
appear to be generally similar to those documented in the later of the referenced reports. The site
is currently vacant and supports vegetation consisting of wild grasses. Weathered meta - volcanic
bedrock is exposed in the cut slope along Brookside Lane. The surface of the property is sparsely
covered with angular pebble to cobble (with very few scattered boulders) derived from the bedrock
material. Subtle hummocky topography and bowl - shaped depressions occurring within the broad,
shallow drainage may indicate surficial failure of the natural slope. This could possibly represent
the down -slope movement (soil creep) of the weaker colluvial soils over the more competent
bedrock material.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
• •
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 4
Proposed Development: It is our understanding that the proposed project will consist of
a multi -level single - family residence. The garage may have one or two below =grade walls. The
residence will be wood -framed and supported on conventional foundations with concrete slab -on-
grade floors. According to the referenced grading plans the earthwork will result in fill and cut
slopes reaching maximum heights on the order of 7 feet and 16 feet, respectively. Retaining walls
will be included in the site work.
CONCLUSIONS AND RECOMMENDATIONS
With the exception of those items listed below, it is our opinion that the recommendations
presented in the referenced updated geotechnical reports are, in general, applicable to the proposed
development of the site as we understand it. We recommend that the items noted below be incor-
porated into the final design.
Earthwork
Site Preparation: All existing fill, alluvium, colluvium, severely weathered bedrock or other-
wise incompetent soil, should be removed in its entirety. The depth of removal should extend to
dense natural ground. The excavated soils, minus any over -sized rock, debris, expansive soil or
organic material, may be used for compacted fill. The previous subsurface exploration indicates
that the anticipated removal depths could range from 3 to 6 feet. However, thicker and/or poorer
quality soil may be encountered at locations that were not explored.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 5
Compaction: All fill soils should be compacted to at least 90% of the maximum dry density. The
maximum dry density of each soil type shall be determined in accordance with ASTM D1557 -91.
Moisture content of very low -to- non - expansive soils should be maintained within 2% of optimum
during compaction. The moisture content of the clayey (low to high expansive) soils should be
maintained at 2% to 4% above optimum.
Expansive Soil: The original soil report identified sandy clays and clayey silts that were "moder-
ately to highly expansive ". Detrimentally expansive soils (Expansion Index of 21 or greater) should
not be placed within four feet of finish grade for any structural improvements. Detrimentally expan-
sive soil should not be used as wall backfill. Expansive materials encountered during construction
should be placed in the deeper fill areas or legally exported from the site. Expansive soils should
not be placed within 5 feet (horizontally) of the face of any slope reaching a maximum height of 6
feet, or within 15 feet (horizontally) of the face of any slope greater than 6 feet in height.
Cut Slopes: The referenced update reports anticipated that 3:1 (horizontal to vertical) cut slopes,
reaching a maximum height of 8 feet, would be constructed at the site. According to current plans,
slopes excavated at an inclination of 2:1 are proposed to a maximum height of approximately 16
feet. It is our opinion that these proposed cuts slopes should be stable from deep - seated failure if
they are excavated completely into competent bedrock. Slopes cut into colluvium, alluvium, ad-
versely fractured bedrock or otherwise incompetent materials may require additional stabilization
measures. All cut slopes should be evaluated by the Engineering Geologist during the grading
procedures.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 6
Fill Slopes: It is our opinion that fill slopes constructed at an inclination of 2:1 (horizontal to
vertical) or flatter will be stable to a maximum height of 10 feet.
Fill slopes shall be keyed into dense natural ground. The key shall extend through all
incompetent soil and be established at least 2 feet into dense competent material. The key shall
be a minimum of 2 feet deep at the toe of slope and fall with 5% grade toward the interior of the
proposed fill areas. The bottom of the key shall have a width of at least 15 feet (Plate No. 11).
All keys must be inspected by the Soil Engineer, Engineering Geologist or their representa-
tive in the field.
Expansive soils should not be placed within 5 feet (horizontally) of the face of any slope
reaching a maximum height of 6 feet, or within 15 feet (horizontally) of the face of any slope
greater than 6 feet in height.
We recommend that slopes be compacted by backrolling with a loaded sheepsfoot roller at
vertical intervals not to exceed 4 feet and should be track walked at the completion of each slope.
The face of the slopes should be compacted to no less than 90 % relative compaction (ASTM
D1557 -91). This can best be accomplished by overbuilding the slope at least 4 feet and trimming
to design finish slope grade.
In the northwest portion of the property, the proposed toe of slope is near an existing
sewer line. Excavation for an appropriate keyway may be limited in this area. At this location,
the bottom of the keyway should be steepened to 7 percent and the slope inclination should be
flattened to 3:1 (horizontal to vertical).
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 7
Surface Drainage: Surface drainage shall be directed away from structures and paved areas. The
ponding of water or saturation of soils should not be allowed adjacent to any of the foundations.
We recommend that planters be provided with drains and low flow irrigation systems. Gutter,
roof drains and other drainage devices shall discharge water away from the structure and into sur-
face drains and storm sewers.
Surface water must not be allowed to drain in an uncontrolled manner over the top of any
slope or excavation.
The exterior grades should be sloped to drain away from the structures to minimize ponding
of water adjacent to the foundations. Minimum site gradients of at least 2 % in the landscaped
areas and of I% in the hardscaped areas are recommended in the areas surrounding buildings.
These gradients should extend at least 10 feet from the edge of the structure.
To reduce the potential for erosion, the slopes shall be planted as soon as possible after
grading. Slope erosion, including sloughing, rilling, and slumping of surface soils may be anticipated
if the slopes are left unplanted for a long period of time, especially during rainy seasons. Drainage
swales and/or earth berms are recommended at the top of all permanent slopes to prevent surface
water runoff from overtopping the slopes. Animal burrows should be controlled or eliminated
since they can serve to collect normal sheet flow on slopes, resulting in rapid and destructive ero-
sion. Erosion control and drainage devices must be installed in compliance with the requirements
of the controlling agencies.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 8
Subdrains: Due to the significant cuts that are planned, fractured bedrock may occur at relatively
shallow depths below finish grade. In similar situations, we have observed perched water carried
along fractures in the bedrock, seeping from cut slopes and collecting below grade adjacent to foun-
dations or behind retaining walls. Therefore, subdrains should be considered in the design and
development of this project. Subdrains should be installed at the toe of slopes draining into the
property, behind retaining walls, within buttress or stability fills, or where fill is proposed over
canyons or drainage areas. The final determination for the location of the subdrains may be made
by the Soil Engineer or Engineering Geologist during the site grading as subsurface conditions are
exposed.
The subdrain shall consist of a trench at least 36 inches deep and 18 inches wide. Mirafi
140N or Amoco 4547 non -woven geotextile fabric, or an approved equivalent, shall line the bottom
and sides of the trench. Four inches of 3/4 -inch rock bedding shall be placed on the geotextile at
the bottom of the trench. A 4 -inch diameter perforated pipe shall be placed in the trench with the
perforations down. The pipe shall be ABS schedule 40 (ASTM- D1527) or SDR 23.5 (ASTM-
D2751) or approved equal. The drainpipe shall have a minimum I% gradient and shall be centered
within the trench horizontally. A minimum of 3 cubic feet of 3/4 -inch rock per linear foot of sub -
drain shall be placed over and around the pipe within the geotextile lined trench. The geotextile
shall lap at least 12 inches over the top of the rock. The subdrain shall outlet away from any
structures or slopes in an approved legal manner.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 9
Foundation Recommendations
General: The on -site overburden soils are poorly consolidated and are not considered suitable for
foundation or floor slab support. To provide more uniform support we recommend that proposed
structures be entirely supported on very low to non - expansive compacted fill. Footings should be
underlain by at least 2 feet of soil material having an expansion index of 20 or less. If foundations
are proposed adjacent to the top of any slope, we recommend that the footings be deepened to pro-
vide a horizontal distance of 8 feet between the outer edge of the footing and the adjacent slope face.
Bearing Value: The referenced update reports indicate that the foundations may be designed for
an allowable bearing value of 2,000 pounds per square foot (psf). Shallow foundations should have
a minimum depth of 24 inches below lowest adjacent grade. The soil load bearing values of any
imported soil should be determined after its selection but prior to its delivery on -site.
Concrete Slabs -On- Grade: If the soils are prepared as recommended in this report, concrete
slabs -on -grade may be supported entirely on compacted fill. Soil material placed within 4 feet of
finish floor should have an expansion index of 20 or less. No"cut/fill transitions should be allowed
to occur beneath the structure.
To provide protection against vapor or water transmission through the building and floor
slabs, we recommend that the slabs -on -grade be underlain by a 4 -inch layer of Caltrans Class 2
permeable material or gravel. A suggested gradation for the gravel layer is as follows:
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 10
Sieve Size Percent Passing
3/4" 90 -100
No. 4 0 -10
No. 100 0 -3
If the slab -on -grade is underlain by at least 4 feet of granular, free draining, compacted fill,
the gravel layer may be replaced by 4 inches of clean sand. An impermeable membrane as des-
cribed below should be placed at mid - height of the sand layer.
In areas where vinyl or other moisture- sensitive floor coverings are planned or where mois-
ture may be detrimental to the structure's contents, we recommend that the 4- inch -thick gravel
layer be overlain by a 10 -mil -thick impermeable plastic membrane to provide additional protection
against water vapor transmission through the slab. The vapor barrier should be installed in accord-
ance with the manufacturer's instructions. We recommend that the edges be sealed.
To protect the membrane during later concrete work, to facilitate curing of the concrete,
and to reduce slab curling, a 2- inch -thick layer of clean sand shall be placed over the membrane.
If sand bedding is used, care should be taken during concrete placement to prevent displacement
of the sand. A low -slump concrete (4 -inch maximum slump) should be used to further minimize
possible curling of the slabs. The concrete slabs should be allowed to cure properly before placing
vinyl or other moisture- sensitive floor covering.
Slab reinforcing and thickness shall be designed in accordance with the anticipated use and
loadings on the slab and as recommended by the Structural Engineer. Construction joint spacing
and placement shall be provided by the Structural Engineer.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
•
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 11
Transition Areas: Any proposed structures should not be allowed to straddle a cut -fill transition
line. Footings and floor slabs should be entirely supported on cut or entirely on fill. The tendency
of cut and fill soils to compress differently can frequently result in differential settlement, cracking
to portions of the structure and in severe cases structural damage. To reduce the potential for dam-
age due to differential settlement in transition areas, we recommend that cut areas be over excavated
to a depth of at least 2 feet below the bottom of the deepest footing and replaced with very low to
non - expansive soil material compacted to at least 90% of its maximum dry density (ASTM D1557-
91). The compacted fill should extend at least 5 feet beyond the building floor plan.
Footing Observations: Prior to the placement of reinforcing steel and concrete, all foundation
excavations shall be inspected by the Soil Engineer, Engineering Geologist or their representative.
Footing excavations shall be cleaned of any loosened soil and debris before placing steel or concrete.
Footing excavations should be observed and probed for soft areas. Any soft or disturbed soils
shall be over - excavated prior to placement of steel and concrete. Over - excavation of soils should
not be performed in locations that were undercut for transition areas. This would compromise the
thickness of the soil supporting the footings. In undercut transition areas loose soils should be
recompacted.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 12
Retaining Wall Recommendations
Foundations: Retaining wall foundations should be entirely embedded into dense natural ground
or compacted fill. The foundations should not be allowed to cross any transi ion (cut/fill) line. If
foundations are supported in compacted fill, then grading and site preparation must extend 5 feet
horizontally beyond all sides of the foundation. If grading cannot be performed at least 5 feet be-
yond the wall, then the footings should be extended to dense natural soil.
Backfill Material: All soil used for retaining wall backfill should be free of deleterious material
and have an expansion index of 20 or less. Wall backfill should consist of free draining soil com-
pacted to at least 90% of its maximum dry density (ASTM D1557 -91).
LIMITATIONS
The recommendations presented in this report are contingent upon our review of final plans
and specifications. The geotechnical consultant should review and verify the compliance of the
final plans with this report.
It is recommended that Western Soil and Foundation Engineering, Inc. De retained to provide
continuous geotechnical engineering services during the earthwork operations. This is to observe
compliance with the design concepts, specifications or recommendations and to allow design
changes in the event that subsurface conditions differ from those anticipated prior to start of con-
struction. Western Soil and Foundation Engineering, Inc. and /or our consultants, will not be held
responsible for earthwork of any kind performed without our observation, ins ection and testing.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler - Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page I3
The recommendations and opinions expressed in this report reflect our est estimate of the
project requirements based on an evaluation of the subsurface soil conditions encountered at the
subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably
from those encountered. It should be recognized that the performance of the foundations and/or
cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions
that may occur in the intermediate and unexplored areas. Any unusual condil ions not covered in
this report that are encountered during site development should be brought to the attention of the
geotechnical consultant so that they may make modifications, if necessary.
This office should be advised of any changes in the project scope sot at it may be deter-
mined if the recommendations contained herein are appropriate. This should b verified in writing
or modified by a written addendum.
The findings of this report are valid as of this date. Changes in the condition of a property
can, however, occur with the passage of time, whether they be due to natural processes or the work
of man on this or adjacent properties. In addition, changes in the State-of-the-Art and/or Govern-
ment Codes may occur. Due to such changes, the findings of this report may be invalidated wholly
or in part by changes beyond our control. Therefore, this report should not be relied upon after a
period of one year without a review by us verifying the suitability of the conc usions and recom-
mendations.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
Riedler — Update Geotechnical Report Job No. 00 -71
November 14, 2000 Page 14
We will be responsible for our data, interpretations, and recommendations, but shall not be
responsible for the interpretations by others of the information developed. Our services consist of
professional consultation and observation only, and no warranty of any kind whatsoever, express
or implied, is made or intended in connection with the work performed or to be performed by us,
or by our proposal for consulting or other services, or by our furnishing of oral or written reports or
findings.
It is the responsibility of the Client or the Client's representative to ensur that the information
and recommendations contained herein are brought to the attention of the engineer and architect
for the project and incorporated into the project's plans and specifications. It is further the respon-
sibility of the Client to take the necessary measures to ensure that the contractc r and sub - contractors
carry out such recommendations during construction.
Respectfully submitted,
WESTERN SOIL AND FOUNDATION ENGINEERING, INC. , D
C. r t i i;.0
EN - Ai—R - 1 1 4i y
Vincent W. Gaby, CEG 1755 Expires 7/31/01
Engineering Geologist'O GALEYC��
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�k. S 2141,4 f F�
Dennis E. Zimmerman, C 26676, GE 928, Expires 3/31/04
Civil Engineer, Geotechnical Engineer Z3 0 0. 928
Ex
Distribution: (3) Addressee A
(3) Logan Engineering
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WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.