HomeMy WebLinkAbout2202 Summit Drive 2 of 3 - Approval Letter�
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PLANNING OEPARTIyENT
May 26, 2000
Maxwell Beaumont
4050 Harlan Street
Emeryville CA 94608
Dear Mr. Beaumont,
CIN HALL-501 PRIMROSE ROAD
BURLINGAME, CALIFORNIA 94010-3997
Your request for a hillside area construcrion permit was reviewed
Planning Commission and City Council. Since there was no appeal,
the addition of second story dormer additions totaling 58 SF at
approved effective May 25, 2000.
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FAX: (650j 696�790
by property owners within 100', the
a hillside area construction permit for
2202 Summit Drive, zoned R-1, was
All site improvements and construction work will require separate application to the Building Department.
This approval is valid for one year during which time a building permit must be issued. One extension of up
to one year may be considered by the Planning Commission if application is made before the end of the fust
year.
Sincerely yours,
/����-���
Margaret Monroe
City Planner
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uoza��,.ace
c: Mr. Warren Donald
130 Cypress Pt. Road
Half Moon Bay CA 94019
ChiefBuilding Inspector
ChiefDeputy Valuation, Assessor's Office
(2.662 AC MOL PTN OF PAR 23-C PM VOL 4/7; APN: 027-271-340)
A GEOTECHNICAL INVESTIGATION
for the
PROPOSED CREEK FILL
on the
WARREN PROPERTY
2202 SUMMIT DRIVE
BURLINGAME, CALIFORNIA
by
PGSoils, Inc.
901 Rose Court
Burlingame, California
February 2002
RECEIVED
MAR - 6 2002
CITY OF BURLINGAME
PLANNING DEPT.
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PGSoils, Inc.
901 Rose Court
Burlingame, CA 94010
(650)347-3934
(650)344-6772 (Fax)
Paul A. Grishaber, P.E., Principal
Consedting Soils Engineering Services
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Job: 0215
February 11, 2002
Warren Donald
2202 Summit Drive
Burlingame, CA 94010
Subject: GEOTECHNICAL INVESTIGATION
Proposed Creek Fill
2202 Summit Drive
Burlingame, California
Dear Mr. Donald:
In accordance with your authorization of January 16, 2002, we have
performed a geotechnical investigation for the proposed filling of a
portion of the creek on your property at 2202 Summit Drive in
Burlingame, California. This report summarizes our findings and
conclusions, and provides recommendations related to the
geotechnical aspects of the project.
rl It is proposed to straighten the existing meandering creek on your
J property for a distance of 90 to l00 feet upstream (toward the
southwest) from the intake end of the existing culvert that runs
I`1 under the driveway. A new culvert pipe will be installed in the
J base of the newly straightened creek bed. The new pipe and creek
channel will then be filled over with up to 10 to 15 feet of
�, engineered fill soil. The upstream end of the new culvert will be
�I provided with a concrete headwall and the fill soil around the
headwall will be protected with a rock rip rap covering.
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Our services included an initial site visit on January 3, 2002.
This was followed by the drilling of two test borings on the
property on January 31, 2002. The soil and rock materials were
sampled during the drilling and written logs of the subsurface
materials encountered were generated. Laboratory testing was
performed on the samples that we obtained. We assessed the site and
subsurface conditions in relation to the proposed construction to
formulate appropriate geotechnical recommendations for the proposed
project. Finally, we prepared this written report.
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The subject property is an irregularly-shaped lot accessed from a
lonq driveway near the intersection of Summit Drive, Easton Drive
and Canyon Road (see Figure 1A) in Burlingame. It is located along
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C Job: 0215
February 11, 2002
a natural drainage ravine. A small creek at the base of the ravine
(, collects water from the steeply sloping ground (natural gradients
in the range of up to 1.5:1.0 to 2.0:1.0 horizontal to vertical)
along the northwest and southeast sides. In the past, a portion of
�� the creek was routed through a 30-inch diameter concrete culvert
' pipe. Then, the ravine was filled in and later the driveway near
the existing garage was constructed. This small creek drains out
��' to Easton Creek near the intersection of Summit Drive, Easton
�! Drive, and Canyon Road. Bedrock has been exposed in some areas
along the creek bottom. Also, there are a number of large boulders
� in the creek bottom, in addition to deposits of sand, gravel, and
�' other materials.
Portions of the ravine slopes near the creek have failed
(landsliding) in the past, most likely as a result of undermininq
by the creek. In three areas along the proposed fill section,
these failed areas have been supported by concrete sack buttress
walls.
� The property is accessed along an asphalt-surfaced driveway. A
�; portion of this driveway was created by a cut and fill operation
�; alonq the southeast side of the creek. As indicated above, near
— the house at the end of the driveway, the creek was routed into a
culvert and the creek channel was filled in over it. A sanitary
r� sewer easement exists along northwest side of the creek, between
�_1 the house and creek. A 6-inch diameter pipe is located in this
easement. It extends through the fill in front of the garage and
� then follows the driveway down to Easton Drive. During the site
visit when we drilled the test borings, we opened the manhole that
is upslope from the upstream end of the proposed fill section. We
observed that a section of the sewer pipe was broken and it
G� appeared that a portion of the effluent was leaking into the
�� qround. This suspected leak is located immediately upslope from a
section of the creek bank that has been repaired in the past by the
(� placement of concrete sack rip rap.
A detached garage is located at the end of the driveway. The
existing home is located upslope from the garage along the
�j, northwest side of the creek. It is two stories in height and was
constructed in the 1970's. Vegetation in this area consists mainly
,, of native trees, shrubs, grasses, and weeds.
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�I Two test borings were drilled on the subject property at the
L, approximate locations shown on the site plan (See Figure 1B).
These were drilled on January 31, 2002 with a portable "Minuteman"
� riq using continuous flight augers. The test borings were drilled
L to depths of 13.5 and 13.0 feet below the existing ground surface.
During the drilling of the test borings, selected subsurface soil
and rock samples were obtained by driving 3.0 inch diameter
{! (Modified California), and Standard Penetration Test, samplers into
L: the undisturbed soil and weathered rock mass using a 70-pound
hammer. The locations of the samples and descriptions of the
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(, February 11, 2002
materials encountered are shown on the Logs of Test Borings
(Figures 2 & 3).
The number of blows required to drive the samplers into the
undisturbed soil and weathered rock mass is shown on the Test
Boring Logs under the "Penetration Resistance" column. This value
has been converted to an approximate equivalent number of blows
that would be required to drive a Standard Penetration Test sampler
one foot into the same materials using a 140-pound hammer.
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After the field work, the samples obtained were delivered to a soil
laboratory for selective testing. The tests performed included in-
place density, moisture content, and strength. The results of
these tests are shown on the Logs of Test Borings.
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�� The materials encountered in the test borings consist of layers of
medium stiff to stiff Sandy CLAY with gravel down to depths in the
(� range of 5 to 6 feet. These materials are considered to be a
l.l combination of fill soil, topsoil and subsoil. (The locations of
the test borings were along the outboard side of the sewer
�� easement, which appeared to have been created by a cut and fill
operation to allow the installation of the sanitary sewer line.)
J These upper clayey soils are underlain Hy Weathered Sheared
Franciscan Bedrock, possibly the product of the weathering of
��� Greenstone bedrock. This material consists of Sandy CLAY with rock
fragments, and is stiff to very stiff and medium dense. Harder,
fresh rock can be expected to exist at greater depths. (Geologic
ii mapping indicates that Greenstone bedrock underlies the site area.)
Groundwater was encountered in Test Boring 1 initially at a depth
of about 11.75 feet (close to the same elevation as the creek at
that location) and then it rose to a stabilized depth of 9.83 feet.
(It is possible that there are subsurface zones where water may be
seeping downslope and this could result in groundwater levels being
encountered closer to the ground surface during the ground
preparation phase of the work.) No groundwater was encountered in
Test Boring 2. Our of interpretations of the subsurface conditions
are shown in cross-section on Figures 4& 5.
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�J The site lies about 1 mile northeast of the active San Andreas
` Fault Zone, and about 17 miles southwest of the active Hayward
Fault. Strong to violent ground shaking must be expected at the
I' site from significant seismic activity emanating from these fault
L zones during the life of the proposed creek fill. The intensity of
the shaking at the site will be dependent upon the actual
� earthquake magnitude, distance from the epicenter, and the soil and
Lrock underlying the site.
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I' February 11, 2002
At this site, the subsurface materials below the upper fill and
!; topsoil are very stiff clayey, weathered bedrock, in addition to
hard, fresh rock, and these conditions may help to reduce the
intensity of the shaking. Since no fault traces are mapped through
r the site, ground surface rupture is not likely at the site. No
��, loose, saturated sandy soils were encountered, and therefore,
liquefaction is not considered likely to occur. The site slopes are
, steep, and there have been past failures which appear to have been
(� related to undermining of the base of the slope by the creek.
Shaking during a strong earthquake could increase the likelihood of
future failures. However, the proposed fill in the creek channel
II will increase the stability of the adjacent slopes by buttressing the
t, steepest portions of the slopes alonq the creek bottom.
It is our opinion that the
adequate for the design of
Profile Type for this site
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1997 UBC seismic design factors are
structures at this property. The Soil
may be assumed to "SD".
The site is geotechnically suitable for the construction of the
proposed creek fill provided the recommendations contained in this
report are included in the design and carried out during the
construction. It is our opinion that a properly placed section of
fill soil will help to increase the stability of the slopes along
the sides of the creek by buttressing the steepest sections of those
slopes, including areas that have been undermined in the past.
Our recommendations for site preparation, earthwork, and drainage
are presented in subsequent sections of this report. It is possible
that additional recommendations may be required when complete plans
have been prepared.
EXISTING SANITARY SEWER
As stated previously, we observed what appeared to be a break in the
sanitary sewer line at one of the manholes in the easement on your
property. In consideration of this apparent break, the fact that
the sewer easement was created by a cut and fill operation of
unknown quality, the steep slopes along the downslope side of the
easement, and the existence of past failures (ground movements) and
a repaired slope section immediately downslope from the observed
break, we might question the tightness of the rest of the pipinq.
Therefore, we would advise that the condition of this pipe be
investigated further, either by yourself or the City. This will
probably require a television inspection. Leaks in the line should
be repaired.
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SITE PREPARATION
�� At this time of the year, the ground is more soft and moist
_ (including the existence of groundwater near the same elevation as
I � the creek) that it will be during the summer months. The removal of
l_� portions of the qround along the sides of the creek may result in
local failures (small landslides). The house and existing sanitary
i1 sewer line are believed to be located a sufficient distance away
from the area of the proposed fill, and the sewer line appears to be
� embedded deep enouqh (below the upper softer fill and topsoil
, materials), such that these should not be impacted during the
�� excavation and preparation of the creek bottom.
Nevertheless, we would still advise delaying work on the creek until
r the "dry" season to reduce the potential for slope failures during
(_; the excavation work and the possible need for dewatering (in
addition to the diversion of the creek flow). The reduced volume of
flow in the creek as a result of a lack of run-off from rainfall
(,� will be another reason to perform the work during the dry season.
While shoring of the house and sewer line is not anticipated, the
grading contractor should be aware of these improvements, and of his
responsibility to ensure that they are not damaged durinq the
grading operation. The Soil Enqineer should be engaged during the
�:ork to observe the excavation cuts and provide advice on the need
for shoring of the existing improvements until the fill has been
placed.
' The fill placement and compaction work will need to be performed in
� a"dry" condition. This will require that the creek be first dammed
up (or diverted) at the upstream end of the project. This may
I' require the creation of a basin from which the water is pumped to
_ the downstream end. After the creek has been diverted, the channel
should be prepared for the new culvert. This will involve the
i, complete stripping and removal of the rocks, boulders, loose and
unconfined soil and rock debris, vegetation, organic soils, and
` other debris and rubble from the creek bottom and sides that will
� receive fill material. The total extent of this clearing work
;; should be reviewed in the field by the project geotechnical enqineer
�- at the time the work is in progress.
Large boulders should be broken down or completely removed. Where
„ boulders cannot be removed, the rock should be broken down as much
as possible to minimize "hollow" areas where the placement of fill
will be difficult. It should be noted that portions of the rock
� materials can be expected to be relatively hard, and may require
jack-hammering or the use of an impact point on an excavator to
break these materials apart. The boulders, or broken down boulder
pieces, may be reused for surface rock rip rap such as that which is
i proposed around the upstream, intake end of the new culvert.
' The majority of the existing concrete sack rip rap along the creek
L' bank sides may be left in place. However, we recommend that
portions of the rip rap should be removed where it has been
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February 11, 2002
undermined. We observed that this has occurred along the creek
�i bottom where it appears that flowing water has undermined the
downslope portion of the rip rap. If other areas are found where
undermining has occurred, the rip rap should be removed so that the
�� void areas may be properly backfilled.
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In the case of large rocks, boulders and rip rap, the intent of the
clearing and grubbing operation will be to provide a reasonably
uniform surface upon which to place fill material. If there are
areas where this cannot be done, then it will be necessary to fill
these areas by hand and use wackers to compact the fill material.
Ground areas that are disturbed during the clearing operation and
other void or "hollow" areas must be properly backfilled usinq the
native soil and rock, or approved import soil, by compacting the
backfill material to a Minimum Relative Compaction of not less than
90% of the Maximum Dry Density as determined by ASTM Test Procedure
D1557. Relatively level benches should be created during the
grading work upon which fill soil can be placed, spread uniformly,
and compacted.
�,
��� After the creek bottom and channel sides have been prepared, the new
' culvert pipe should be installed. Then, the channel area may be
backfilled as discussed in the Earthwork section.
DRAIN PIPE
� It is proposed to use HDPE plastic pipe for the new 30-inch diameter
�Lj culvert. This pipe should be installed in accordance with the
manufacturer's recommendations. This should include providing the
recommended bedding around the pipe, being careful on the degree of
��' compaction allowable in the immediate area around the pipe, and a
-� determination of the maximum thickness of fill material that may be
placed over the new pipe. We would advise that the bedding around
!' the pipe consist of a granular material.
.. ••..
The native soils and rock (where acceptable for use as fill
material) and import fill material should be placed in layers, no
thicker than 8 inches, moisture-conditioned, and compacted.
("Moisture-conditioning" of any fill soil may involve the addition
of water if the fill soil is too dry, or dryinq the fill soil if it
is too wet when the compaction work is performed.) Fill soil should
be compacted to a Minimum Relative Compaction of not less than 900
of the Maximum Dry Density. It is recommended that fill soil be
compacted using a heavy sheepsfoot compactor.
' The native soils and rock may be used as fill material provided they
� are free of deleterious materials (organic material, debris, rubble)
and rocks larger than 3 inches in size. It is anticipated that
�' imported fill material will be required. This material should be of
�; similar or better quality than the native soils. Ideally, imported
fill soil should include a mixture of sand and clay along with
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Job: 0215
February 11, 2002
gravel and small rock (less than 3 inches in size). Prior to its
use on the site, all import fill material should be submitted to our
office for inspection, testing (as necessary), and final approval
for use on the site.
After the new culvert pipe, its concrete headwall, and the fill has
been placed and compacted, it is proposed to place rock rip on the
ground surface around the new intake headwall structure. We
recommend that the rip rap be underlain by a filter fabric to help
reduce the potential for future erosion and loss of the soil under
the rip rap.
The surface of the new fill section should be provided with a means
to minimize erosion of the near-surface soils. This may include the
use of jute netting or other erosion fabrics, in addition to the
planting of erosion-resistant vegetation.
�f DRAINAGE
I-.� Drainage for
satisfactory
�- measures for
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the new fill
performance.
this project:
section will be important to its future
We recommend the following drainage
1. The existing sections of concrete sack rip rap along the creek
bank were provided with a means for water to drain from behind,
and through, the rip rap. Drain pipes exist at the surface.
These pipes should be connected into new collector pipes that are
routed to the upstream, intake end of the culvert or the new
downstream surface drain inlet. (These drain pipes should not be
buried without an outlet.)
2. All of the house roof downspouts should be connected into a
closed pipe system that discharges directly into the new culvert
pipe, possibly through the new drain inlet at the downslope end
of the new pipe section.
3. Surface gradinq of the fill surface should be constructed so that
the ground slopes down to the new intake structure from the
upstream side of the surface "ridge" line, and toward the new
surface drain inlet, downstream from the "ridge" line. The
ground surface should be sloped at a minimum gradient of 5$ away
from the "ridge" line.
4. It is recommended that drainline piping (other than the culvert
pipe) consist of Schedule 40 PVC or ABS pipe, SDR 35 "sewer"
pipe, or other pipe with a minimum crush strength of
approximately 2500 psf. All piping used should have couplings
which are glued, rather than simply pushed together, to ensure
that the pipe sections will not separate. Flexible corrugated
plastic pipe is not recommended, because sediment tends to
collect in the low sections of the corrugations, and such pipe is
difficult to clean out later. It will be advisable to provide
drain pipes with cleanout access pipes at the ground surface at
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February 11, 2002
the beginning of pipe sections, and at turns in the pipes, to
allow for future flushing and cleaning of pipelines.
lJ
5. You should be aware of these drainage measures, and of the need
for their future maintenance. This would include the cleaning of
eave gutters and downspouts, repairing leaks in eave gutters,
clearing the new surface drain inlet and the upstream culvert
opening, and checking to determine that lines are open and
draining water properly. Seasonal flushing of drain lines may be
necessary to remove silt that might accumulate.
„ :�► x, ,,P •, 4:� ., .: �• .,
C' The information contained in this report should be made available to
� all members of the project Design Team. Following the preparation
of the plans and specifications, we should review them for
(, conformance to the recommendations and intent of this report. We
� recommend that our review comments be incorporated into the plans
and specifications prior to submittal for the permit application.
r., Further, this report should be considered to be part of the plans
i� and specifications, and should be made available to all prospective
contractors as part of the bid documents.
Our firm must be retained durinq the construction to observe and
verify that the appropriate geotechnically-related aspects of the
project have been performed in a way consistent with our
recommendations. If these services are not provided by our office,
we cannot be held responsible for problems which arise due to
misinterpretation of this report, or the intents of our
recommendations.
The opinions, conclusions and recommendations presented in this
report have been prepared in accordance with generally accepted
professional practice in the field of geotechnical engineering. We
make no other warranty either express or implied. The
recommendations are based upon our own field and laboratory studies,
and have been provided for this property and the proposed
construction as we understand it as of the date of this report.
Chanc�ed Conditions
i It is not uncommon to encounter soil and rock conditions during
� construction which vary from those encountered in the test borings.
It is not practical to determine such variations during a normally
accepted program of drilling and sampling. Such variations, if
Ii, encountered, frequently require additional engineerinq services to
l-' attain a properly constructed project. Therefore, if variations or
undesirable conditions are encountered during the construction
LI proposed as of the date of this report, notification should be given
to us so that supplemental engineering services can be undertaken
and a re-evaluation of our recommendations prepared.
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Time Limits
� The findings of this report are valid as of the present date.
However, changes in the conditions of a property can occur with the
C� passage of time, whether they be due to natural processes or the
works of man on this or the adjacent properties. In addition,
changes in applicable or appropriate standards can occur, whether
they result from legislation, or the broadening of knowledqe.
r Accordingly, the findings of this report may be invalidated, wholly
or partially, by changes outside of our control. Therefore, the
recommendations in this report should not be relied upon after a
rperiod of 1 year, without review and any necessary updating, by us.
Very truly yours,
' OILS
� s.
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Paul A. GYistraber, P.E. '�` No.002194 �
Princi 1 Ge echnical Engineer k �F P� •
GE 2194 xpires 12/31/O5) \`iqrTECHN���`o/
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cc: 4 to Mr. Donald
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Buriiugame. CA 940�0
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Figure 1B" - S:.te Plan and Locations
of Test Borings
Job: 0215
11
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CITY OF BURLINGAME
501 Primrose Road Burlingame CA 94010-3997
(650) 558-7250 �
REQUEST FOR A HII,LSIDE AREA CONSTRUCTION PERNIIT
Dear Property Owner,
The Burlingame Planning Department has received an application for a Hillside Area Construction Permit
at the following address:
2202 SUMIVIIT DRIVE APN: 027 271 340
APPLICATION FOR A HII.LSIDE AREA CONSTRUCTION PERMIT FOR
SECOND STORY DORMER ADDTI'IONS TOTALING 58 SF TO THE
RESIDENCE AT 2202 DRiVE, ZONED R 1. As the second floor additions total
less than 100 SF and have a pitch matching the pitch of the existing roof, the project
is therefore exempt from design review.
Your property is located within 100 feet of this property. A hillside area construction permit has been
requested to allow this addition based on Municipal Code Section 25.61.
Any noticed property owner may call this item up for additional review. If you would like to request
that this project be reviewed, which includes a pubGc hearing, you should submit a written request
to the City Planner within seven days of the postmark on this letter. A copy of the site plan, floor
plans and building elevarions are enclosed for your review.
Unless review of the application is requested it shall be determined that the placement of the proposed
construction shall not have a substantial impact on the adjacent properties or on the character of the
neighborhood. If you have any questions regazding this proposal, the review process, or you would like
to see the full size plans, please call the Planning Department at 558-7250.
MARGARET MONROE
CITY PLANNER
u , : 1.1.1
= M E T R O S C A N P R O P E R T Y R E P O R T =
�
San Mateo (CA)
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* Date :OS/16/2000 Prepared Sy : *
* Time :00:00:00 Pxepared For:HILLSIDE AREA CONSTRUCTION *
* Report Type :SINGLELN.TCF Company :APN: 027-271-340 *
* Sort Type :PARCEL , Addxess :2202 S[JPIMIT DRIVE *
* Parcels Printed :24 City/ST/Zip :BURLINGAME CA 94010 *
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Parcel Number...24
027 104 310
027 282 O10
027 282 100
027 282 110 �
027 283 080
027 271 090
027 271 110
027 271 130
027 271 140
027 271 290
027 271 310
027 271 340
027 271 350
027 130 030
027 130 060 thru 027 130 110
027 130 480 .
027 130 510
027 130 520
027 130 560 -
MetroScan / San Mateo (CA)
Parcel Number
027 104 310
027 130 030
027 130 060
027 130 070
027 130 080
027 130 090
027 130 100
027 130 110
027 130 460
027 130 510
027 130 520
027 130 560
027 271 090
027 271 110
027 271 130
027 271 190
027 271 290
027 271 310
027 271 340
027 271 350
027 282 O10
027 282 100
027 282 110
027 263 080
Owner Na+��
--------------------------
Musante Eugene A & Lor
Khouri John R & Claire
Nagata Robert K
Stirling Stephen C & C
Feldman Alexander & Al
Guadagni Neri P & Aile
Chapman Charles H Tr
Pui-Tsang Ming
Maher William J Tr
Osterling Doris A
Lee Jung Ho & Yon Hui
Iverson Judith A
Shinnyo-En, California
Borruso Leonard & Glor
Campbell David V
Sand Joseph C Jt & Lie
Natly Maxy Ann Tr
Ling Tung
Erwin Durward & Ann
Mahnken Charles H & A
Kaponat Elmira Burke
Fleming John T& Nan B
Carlos Louis & Valerie
Koros Peter T & Eleni
Site-Address
2840 Canyon Rd Burlingam
2849 Canyon Rd Burlingam
14 Kenmar Way Burlingame
12 Kenmar Way Burlingame
10 Kenmar Way Burlingame
8 Kenmar Way Burlingame
6 Kenmar Way Burlingame
4 Kenmar Way Burlingame
2845 Canyon Rd-Burlingam
20 Kenmar Way Burlingame
16 Kenmar Way Burlingame
2841 Canyon Rd Burlingam
2220 Summit Dr Burlingam
2600 Summit Dr Burlingam
5 Belvedere Ct Burlingam
7 Belvedere Ct Burlingam
2656 Summit Dr Burlingam
2652 Summit Dr Burlingam
2202 Summit Dr Burlingam
2614 Sununit Dr Builingam
2109 Summit Dr Burlingam
2816 Easton Dr Burlingam
2B18 Easton Dr Burlingam
2225 Summit Dr Hillsboro
YB
Owner Phone
650-344-6635
650-343-4515
650-579-2844
650-343-5564
650-343-1065
650-586-7399
The Informa[ion Provided Is Deemed Reliable, But Is Not Guaranteed.
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650-347-4006
650-344-6156
650-347-3945
650-347-8543
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C�YM`t� : 1. I� : ul
AFFIDAVIT OF MAILINGN0ITCES
STATE OF CALIFORNIA )
)
COUNTY OF SAN MATEO )
Erika Lewit , being duly sworn, deposes and says:
that she is a citizen of the United States, over the age of 18 years, that acting for the City of
Burlingame on the 18th day ofMay, 2000, she deposited in the United States Post Office a NOTICE
OF PUBLIC HEARING, a copy of which is attached hereto, with postage thereon prepaid, addressed
to the persons listed on the addresses attached hereto and made a part hereof, to wit:
that said persons are the owners of said properiy who are entitled to NOTICE OF
HEARING pursuant to the Ordinances of the City of Burlingame that on said day
there was regular communication by United States Mail to the addresses attached
hereto.
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2008 CALIFOi�IIA �NERCsY �FfICIENCY StAND�4RDS Cs0 t0 (http://www.�nnergy.ca.gov!title24/2008stanuards/ �, zpNING DIStRIGT: R-I R�SID�NtIAL A�, �XIStINCx � PROPOSEp SECOND FLOOR P�ANS �: �<
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ALONC� IUItH ALL OTNER LOC,4L ,4ND STATE LAUJS AND RECxULAtIONS. 6. L07 SIZE: IIRR�CxULAR LOT) , � ' � '
A.5 �XIStINC� � PROPOSED FRONT ELEV�4TIONS �R� < ; ',
A D O P t I O N O F T N� 2 0 1 0 � D I t I O N O F t N E C A� I F O i� I I A S T A 7 E B l. l I L D I N C s G O D� S, T 1 1'� E 2 4, �.6 �XISTINC� � PROPOSEp REAR E�EVATIONS
� l. S17E AREA: 116,218 S�. '� �� '�'
CALIFOi�11A CODE OF R�C-�ILAtIONS IS M,4NDA7ED BY PART 25 OF DIYISION 13 OF TNE » �`� .� �' ���'�`�" ��
c,a�i�o��A NEAL7N t S,4f�TY COD� ISECTION 18901 ET SEQJ TNE FOLLOWfNCs LOCAL o A.�i EXISTINC� � PROPOSEp RIC�NT � L��T SfpE E�EVAtIONs ,�� �� � �> ;�►���}�f���f� ;
8. MAXIMUM LOt GOYEi?ACx� RAtlO : 32 ro + 1,10m + 4mm OR S,mmm.m SF. � �� � �, ;�� ��� �
AM�NDM�NTS TO tN� CA�IFORNIA ST,47E BUILpINCs GOD�S WERE FIL�D WItN TNE BUILpfNCs � ;� � � :� '
9. M,4XIMUM LOT COVERACx� RATIO : 8,000 SF. ;� ,� : .' ' �'�'` � ' ; �
StANDaRDS COMMISSION. �p ; , � ,; ' �,� ; ' �
10. BUILDfNG DATA:
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C�ENEI�4L NOtES: �.1�� �� �� �� �
1. ,4LL p�7AILS, MATERIALS, FIN15HE8 AND ASSEMBLI�S ,4�2� NOT NECESSARILY SN011d�l. TN�S� �XISTINC� D�TAGN�D C�ARACz� F�OOR AREA : 3i6.9�4 SF. >� ; '
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�INAL FINISN D�7AI�S INCLUDINCx GAS�WORK AND MAt�RIAL SEL�CtIONS WILL BE COORDIti�i�'�D EXIStINCx BAS�M�NT FLOOR �4R�A (INT. Nt. 8'-0") : 361.�m SF. �'� , �,�;�,����,,' ; ' '� � �,
BY tNE OWN�R EXIS7ING FIRST FLOOR AR�A : 1,2603� S�. �� �" . ` '
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�xisrir� s�coN� ��ooR at�a, : g6�33 s�. C���N POINT M��4SUR�5 :�` ` �
2. ALL CON87RUCtION S�{A�L B� IN ,4CCORDANC� WItN TN� GALIFORNIA BUILDINCa COD�, �XISTINCx DEGK AR�A lY0 B� D�MOLISN�D) : 461.(d(d 5F. ;� �' ��, ;; �
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Ai'PLIGABL� �DITION, Ai�lp ALL OtN�R P�RtIN�Nt CODES, LAU1S AND R�QUIR�MEN7S OF 7NE C�P.1 C�REEN POINT R�47ED CNECKLIST �-� `
TOTAL �XISTINC� LIYINCs ARFA : 2,58�.20 SF. ; < � = ' �` ' �. �
1.00A� BUI�pINC� OFFIG,��S UJN�tN�R OR NOT SP�CI�IGA�L.Y S��OWN ON TN�S� pOGt1MENT8. 4 '�' �' •��'�� ' 2 ���`� �`�� �, � '� �
� �XIStfNCx �LOOR AR�A (EXCLUDINCx tNE DECK) : 2,964.14 S�. C�P.2 �REEN POINT iz4tED CNECK�IST �� > �= � �n �t -. ���.
tH ES� DOCUM� Nt S , 4RE NO t INt�ND�D TO SNO W �1/�RY DE t Ai� OR CONpIT'ION. M,4NY D EtAI LS M e�' � `� �`'
R�SIp�NtiAl. CONStRUC1"ION AR� BUi�t ACCORDINC� t0 PROFESSIONAL �ONSiRUC710N APPR�Y�D N�W FIRSt FLOOR AR�A : 71i.mm S�' ��, uC�u � .�� : �r , �, �
PROPOSED N�W FIRSt FLOOR AR�A : i21.90 S�. � � � -- _ : � >
PRACtIG�S, ,4ND AR� tN�R��OR� NOt DEtAIL�D IN tN�B� DOCUM�NtS. C�ItAGt GNU D�SICaN > ' '
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ANp A550CAIt�S ING. IF GONDItIONB OR OtN�R CIRGUM87ANC�S R�QUIR� C;1aNGE5 IN TN� UJORK APPR01/�p N�W S�CONp F�OOR AR�A : g�m-6¢ �� S.� STRUCTUR4L NOTES ANp TAB�ES
SNOWN, OR R�QUIR� CLAI�IF�GAtION. ALL UJORK SNALL B� DONE IN A NICsN QUALItY MANNER, PROPOS�D N�W S�CONp FLOOR �4R�A : g�1-98 �� S.1 �OUNpAtION � FLOOR �R4MINCx PROJECT SITE—J
AGCORpINCs t0 7NE PR�'�AILING STANDARpS OF 7N� INDUSTRY FOR �ACN TRAp�. tOt�4L APPROI/�D GONDITION�D �LOOR AR�A : �'��'�'��'�� S2 SECOND �LOOR �RAMINC� PLAN � NOTES
tOT,4L PROPOSED CONDItION�D FLOOR �REA : �'281•�$'�- 5,3 ROOF FRAMINC� PLAN � NOtES
3. tN� CONTR4G70R SNaLL PROYID� ALI. LABOR, MAt�RIALS, �QUIPM�Nt, SUP�RVISION AND NEW �IRST FLOOR D�GK AREA : 262.87 SF.
CL�AId�•LiP t0 AGGOMPLISN A�� O� tN� UJORK SNOWN, INGLUDINC� ALL WARR4NtIES AND N�W SECOND �LOOR BALGONY AR�A : r���� �, D•� STRUCTURA� DET,4ILS
INStRUCtIONS, t0 PROVIDE A COMP��t� WORKING INStALLAtION, AND t0 L�AVE 71�� OUJN�R WITN p2 StRUCtURA� DEt,41�S
AN APPROVED PRODUCt. TOtAL APPROYED FLOOR COV�RACx� �4R�A : �'�18108 �� p3 S�'RI�CtUR�4� DETAfLS
70TA� PROPOSED F1.00R CO1/�RACz� AR�A : 4,�m6.�2 SF.
4. GONTRAGTOR SNaLL ASSUME COMPL�tE AND SOLE RESPONSIBILItY �OR MEANS AND q�py�D I�XISTINCs + N�W) FOOT-PRINT ,4R�A / RA710 l�.A.R.) : 2,F�58.99 SF. / 232 io N.I STORMIUAtER REG2UIREMENTS
MEtNODB OF CONSTRUCTION ANp FOR A�� SAFE7Y MEASUR�S t0 PROtECt ALL PROP�RTI' � � I �
P�RSONN�L AND tNIRD PAR71�S �ROM DAMAC�� OR INJURY. 1'NIS RESPON5IBILItY SN,4LL BE �4S-BUILt (�XIStINCs + NEW) �OOT-PRINT AR�A / RAtlO (F.�.R) : 2,68523 S�. / 234 io � f � � � � � � � � � � � � ( O � � � � � !� � �
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CONTINUOUS �4N NOt SO Y U IN U10 IN NOU . CON7 G70 SNA L EFEND INDEMNIFI' ��
�
D l.�l. D R Cx RK C� RS RA R � D ,
AND NOLD NAp"IL�SS CNU D�SIGN AND ENGINEERINCx INC. AND RELAtED ENC�INEERS FROM ANY 1. NO PERSON SNALL ERECt (fNCLUD(NCs EXGAYATION AND C�RADINC�), pEMOLISN, ALtER OR
G�AIMS OF LIABILItY, REAL OR ALLEC�ED, IN GONNECtION WItH TNE P�i�FORMANC� OF NIS WORK gt�CtUR4� OBS�RYAtION/ SP�CIA� INSP�CTION IS REQUIR�p FOR REP�41R AN1' BUILDINC� OR STRUG7llRE OTNER tN�4N BETWEEN tNE �OLLOWINC� NOURS.
ON tN�S PROJ�GT, EXGEPtING FOR LIABILItY ARISINCx �ROM tN� SOLE NEC�LIGENCE OF CNU 1, SNEAR WAL�S WItN DESIC�N L0,4D O� 3mm PL�. OR C�R�ATER �������� ����" �'��� Su�V��� NOLIDAYS ARE TNE FlRSt DAY OF JANIl,4Rl', tNE tNIRD MONDAY OF �EBRU,4R1', TN� L,4ST
p�SIC�N AND �NGINEERING INC. AND RELAT�p �NCsIN��RB. 2, INStALLAtION O� �PDXI' INStALL�D ANGNOR BOLtS. MR 8 MRS. CRAIC� � AMl' Cx. FANNINCz IUEC AND ASSOCAI7ES ING.
3. ALL UTILITY TR�NCN�S, BUILDINC� PAp SN,4�L B� PROPERI.I' BACK-FILL�D ANp 22m2 SUMM17 ROAD 2625 MIDDL��I�LD ROAD '658 MONpAY OF MAY, TN� FOI�RTN DAY OF JIJLI', 7NE �IRst MONpAY O� SEPTEMBER, TNE
�. 7N�5� pOCUMENtS p0 NOt GONt�41N PRDVI510N5 FOR tNE NANDLINC� OR R�MOVA� OF ANY coMPACTED. �LEVENTN DAY OF NOV�"'�ER TµE FOURTN YNURSDAY fN NOVEMBER /�Np TNE tWENt1'
NAZARDOUS Mat�RIALS. SNOULD aNY SUGN MAt�RIALS B� SUSP�Ct�D OR �NCOUNTERED, BURI.ING,4ME, GA 9401m PALO ALTO, CA 94306
SP�CIA�IStS SNA�� B� CAI.��p IN t0 MAIC� R�COMMENDAtIONS. 4. tN� FOUNDAtION EXCAYAtION, NOLDOUIN. t�� ; 415-722-84g3 t��: 165m) 823-6466 FIRtN DAY OF DECEM��rc, 7NE OR fF TNE TUlENtY-FI�TN pA'� OF DECEMBER �ALLS ON A
�. IN57�4LL�TION OF SIMPSON StRONCx WALL �-M,41� : �AX: 165m) 88�-0321 SUNDAY TNE FOLLOWINC� h"ONDAY IS A NOLIDAI'. PROYIDE tNE �OLLOUJINC� CONStRUCTION
6. PROVIp� AL.1. M,4NpAtOR1' F�A7URE8 R�QUIR�D BY tN� t-24 �N�RCxY GOp�, INCLUDING NOURS ON TN� PLAt�15 P�R :!T1' OF BUR�.fNC�AME MUNICIPAL COpE 18.0�.130.
FIRE SPRINKL�R NOtE:
IU�AtN�R-StRfPPINCx, BUILDINC� INSULAtION, PIPE INSULATION, LICxNTING AND APPLIANCE I. AN AUTOMATIC SPRINK��R Sl'ST�M 15 R�QUIR�p TI�ROUC�OUT TN� ENTIRE STRUCTI�R� ��IL.UI�C� UESIC�N: „ �� ,
M�A5URE8, AND 07NER F�ATUR�S R�QUIREp BY tItLE 24 OR OtN�R StAt�, F�p�RAL OF LOC,4L UNDER A S�PSR4tE PEi�i"iit. CNU D�SIC�N ASSOGIA?�S ING. CONSTRUCTION I-40'JRS •
COD�S. 2. tH� R�QUIRED SPRINKL�R S1'St�M SNA�L B� A DE��RR�D SUBMI7TAL �OR APPROYAL 55 W. 43RD Av�. i. MONDAY TNRO'JC�N ��IDAY: �A1�' 'O iPM
FROM tN� FIR� M,4RSNALL OF 7H� CIT1' O� SAN MA7�0 PRIOR TO INST,4L�ATION. SAN MAt�O, G,4 94403 i i. SA7URDAYS: 9AM TO 6PM
l. NO P�RSON SN�4LL ERECt (INCLUDINCs EXCAVAtIDN AND GRADINCx), DEMOLISN, AL7ER OR 3. PROVID� A MINIMUM I INGN W,4t�R M�T�R 7�L: (65m) 3�5-9286, �X7. lmm iii �1DAY AND !-�O�IpAYS: 10,a"i TO 6PM
R�PAIR ANY BUI�pINCx OR StRUGtUR� OTN�R TNAN B�TIU��N tNE HOURS P�RMIttED BY TN� 4, PROYIpE BACICFLOW PREVENTION p�YICE/DOUBL� CN�CK Y,4Lv� ,455�MB�Y-SC�I�MATIC �_MaIL: ,jack�chudes�gn.com �SEE CITY OF BURLINC�AI"'� "��1!C'�'AL CODE, SEGTI�1 13.0�.10m FOR DEtAILS)
LOGAL JURISDICtION. OF WATER LATERAL LIN� AFTER M�T�R SNALL B� SNOUJN ON BUILDING PLAN PRIOR RO ;� r�..'� ���
APPROVAL INDICA?INCs LOCAtION O� TN� D�VICE A�T�R 1'N� SPLIT BETIU��N DOM�STIC C����N PO (NT Ci-�EGKL I�''JT:
ANp FIR� PROt�CTION LINES. 1UG 2 0?�'
ILLUMIN,4TE0 StR�Et ADDRESS 5. AL� SPRINKLER DR41NACx� SNALL BE PLACED INTO LANDSC,4PINC� ,4R�,45. EYERY NOM� FOR C�RE�N. � I ����
6. DRAWINS SUBMItt�D t0 BUILDING D�PAR'1'M�N? �OR R�VIEW AND APPROVAL SNALL BILLY CN1,4NG I�
ADpR�58 NUMB�RS AS51C�N�p �Y TN� PLANNING ANp BUILDINCz pIYISiON SH,4LL B� C��AR�Y INpICAt� FIR� SPRINICI_�R SNA�� 8� INSTAL��p �ND SHOP DRAWINC�S SNA�L B� Certified Cxreen Point Rater
POSt�D ON ALL pWELLING UNItS AND COMMERCIAL StRUGtUR�S. APPREY�D BY tN� FfR� D�PARTM�Nt PRIOR t0 INSTALL,4i'ION C�LL: 1408) 621-619� . ,qNY NIDDEN GOND1710N5 TNAT REQUIRE WORK 70 BE PEi�FORi'1ED BEl'OND tNE SCOPE
Provide an flluminated street address at the entry door per C1ty ordinance. Approved numbers 6. CONtRACtOR SHALL FURNISH 7N� p�SICxN AND GONS7RUCTION AND INSTAL�ATION OF AN �AX: 14m8) 852-3333
OF TNE BUILDfNCs PERMIT !SSUED FOR TNESE P�/�NS MQY REQUIRE �URTNER CItY
or addresses shail be placed in such a position as to be plainly viaible and legible from the APPROv�D FIR� SPRINKLER S1'St�M .tN� DE51CxN SNALL B� PROYIDED Bl' ,4N ,4PPROYED APPROYALS INCLUpINC� i�YIEW B1' tNE PLANNINC� COMMISSION. tNE BUILpINC� OUJNER,
street or road fronttng the property. Said numbers shail contrast with their background, and FIR� SPRINKL�R GONtRACtOR tNAt IS LIGENS�D i'O WORK IN 7N� STAT�. ALL L,4BOR, PROJEGT DE51CsNER, ANG:�JR GONTRACTOR MU57 SUBMIT A REYISION TO tNE CITY �OR
shall be a minimum of I/2 inch stroke by 4 inches high, shall be etther lnternally or externally MAT�RI,4L5, YA�VES, �QUIPMEN7 ANp S�RVICES N�C�SS,4R1' TO COMPLET� TF�� PROJ�Ct ANY WORK NOT CsR4PNICN''�� `' " LUSTRATEp ON tNE J4B GOPI' O� TNE PLANS PRIOR TO
illuminated. The power of such illumination shall not be normally switchable. SNALL 8� INCLUD�D. LAYOUT DRAUJINGS, DESICxN AND �G2UIPM�Nt LIStS MUST BE REVIEWED
ADDRESS NUMBER AND DIR�CTIONAL SIGNS MAY B� REQUIRED At tNE ENtRANCE 70 TNE AND APPR0I�D BY tNE �IR� MARSNALL ANp TN� BUILDING D�PAR7MENT PRIOR TO PERFORMINCs TNE U10RK
, DRII/EW,4Y/ AGG�85 ROAD, ROAD �ORKS, AND INtERSEGTIONS. WN�N �OCATED ON TN� IN57A�LATION. pR,4WINC�S SNALL SNOW TN� BUILDINCs TO B� COMPLETE�Y SPRINKLER�D
STR��t tNE NUMB�RS SNALL B� YISIBL� �ROM EACN DIR�CtION OF tR41/�L. tNROUCrtN OUt, ALL CONC�AL�D AR�AS INCLUDINC� ,4t71C AND GARACxES. A�OUR N�AD • CsRADINCs PEi�"�'T, I� REQ'��'�D, W�LL BE OBt�41NED �ROM TNE DEPARTMENT O� PUB�IC
� GA�CULAtION WI1.L. A�50 B� UJORKS.
REQUIR�D t0 ENGIN��R tN� SYS7�M.
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