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Building Permit City Surcharge
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PLAN CHECK NO: Plumbing Base Fee ) ill
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED, THIS PERMIT COVERS WORK TO Mechanical
iBE DONE ON PRIVATE PROPERTY ONLY, ANY CONSTRUCTION ON THE PUBIC Grading
11 DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC,) WILL REQUIRE
S SEPARATE PERMISSION. Engf. R@VIEW
PERMIT APPLICATION: SEE ECDC 19.00.005(A)(5) '
IL PERMIT LIMIT: SEE ECDC 19.00.005(A)(6)
SEE BACK OF PINK PERMIT FOR MORE INFORMATION24
Engf. Inspection r
*APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
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I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL
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THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL Building Official or hislher Deputy: and Fees are paid, and
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided
WORKMEN' $ PEN TION INSURANCE D RCW 18:27,
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APPROACH U A V e I1 u �, �� O �_,I
PERRONE CONSULTING, INC., P.S.
Geotechnical & Underground Engineering 11220 Fieldstone Lane NE
Bainbridge Island, Washington 98110
vjperrone@perroneconsulting.com
Tel: 206-778-8074 Fax: 206-780-5669
Website: www.perroneconsulting.com
December 20, 2005
RECEIVED
Jenny Readwin, Plans Examiner
City of�Edmonds DEC 2 1 2005
121 5 Avenue North
Edmonds, Washington 98020 DEVELOPMENT SERVICES CTR,
CITY OF EDMONDS Z'
Subject: Permit Number 2005-0897 O
Smither's Addition n
1121 B Avenue South M
Edmonds, Washington
on
Perrone Consulting Project #05124
}Dear Ms. Readwin:
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This letter summarizes our review of the foundation drawings prepared by Sound Structural Solutions 0 n
for the proposed garage at 1121 B Avenue South in Edmonds; Washington, Perrone Consulting, Inc. O ic
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was retained by the Owner to perform geotechnical investigations at the site. The results of our Z
PL investigations and analyses were summarized in our report, "Geotechnical Investigation, Proposed B A ==I
Street Garage, Edmonds, Washington," dated October 27, 2005. CC )ioz
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Our report provided recommendations for the new garage foundations and retaining walls including a
permanent concrete gravity block wall between t14
he existing garage and the wall of the proposed
garage. This concrete gravity block wall was designed, not only for temporary. excavation support onn I
during construction, but also as an integral part.of the final earth support system for the new garage
wall. The concrete gravity block wall would be buried in the garage foundation wall backfill. M M
Our review indicates that the proposed concrete block gravity wall and the reinforced concrete n L 01
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foundation wall were designed in accordance with the geotechnical recommendations. The design
included free draining backfill and a footing drain for both walls. r Z o
We trust that this information suits your current needs. If you have any questions, please contact us:
�.
Sincerely,
PERRONE CONSULTING, INC. P.S: Z
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Vincent J. Perrone; Ph.D., P, E, �X o 0
Geotechnical Engineering Consultant ` 7,
19526 W'W
��S ��LSTE4�' Gti�' •
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SfoNAL 1✓�
cc: Ron Skinner (Sound Structural Solutions) EXPIRES;:O
Scott Bennett (Pinehurst Design Group)
C:\Projects\05124-13 Street Garage\20 Correspondence\Letter 122005 Readwin.doc I
PERRONE CONSULTING, INC., P.S.
Geotechnical & Underground Engineering 11220 Fieldstone Lane NE
ILIBainbridge Island, Washington 98110
LILI
vjperrone@perroneconsulting.com
Tel: 206-778-8074 Fax: 206-780-5669
Website: www.perroneconsulting.com
ell
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October 27, 2005.
Warren Stanley
Cotter - Stanley Construction ZO
232 168'h Ave N.E.
Bellevue, Washington 98008 n
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Subject: Geotechnical Investigation
ILI Proposed B Street Garage T ;
Edmonds, Washington cn
ILIy
:Perrone Consulting Project #05124 r j':
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This report summarizes the results of our geotechnical investigation fora proposed residential garage n
at. B Avenue South in Edmonds, Washington, Our scope of work was outlined in our proposal c Lk
dated October 12, 2005 and included excavating a test pit at the site, You authorized us to perform M
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{ these services by signing our proposal. p
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f SITE AND PROJECT DESCRIPTION
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1. The new garage will be located about 3-1/2 feet west of the existing wood framed garage. The f
existing garage has a slab on grade which was cracked in at least locations; (1) a 1/4 inch crack in
the middle of the floor and (2) a 1/4 inch crack in the northwest portion of the floor slab. The vertical m Im dt
crack offsets and tilt of the floor slab suggests that .the settlement has occurred on the west and. co
northwest portions of the slab. 0I ILL
The existing ground surface slopes down to the west and to the north from the existing garage, The r m p.
new garage will have a slab on grade and an entrance on the west side, Approximately, 8 feet of soil r"
will be retained on the east side of the new garage foundation wall.'
I �
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SUBSURFACE CONDITIONS
Subsurface explorations consisted of excavating a test pit near the center of. the proposed garage and
logging soil conditions in the temporary excavation cut that was made on the east side of the proposed
garage. The soils were classified in accordance with the Unified soil Classification System (ASTM
Test Designation D2488) which is summarized in Figure 1. The test pit log is shown in Figure 2.- 0
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Our observations indicate that the site is overlain by fill above organic silt/peat over glacially
consolidated sand. The soils encountered at the site are as follows:
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Silty Sand (Fill). Grayish brown, silty sand with gravel, moist, fine to coarse sand, occasional
C concrete pieces and roots. The.top 3-1/2 feet of fill was loose and from 3-1/2 feet to 5-1/2 feet
it was dense. The fill thickness varied from 5-1/2 feet at the existing garage .to about .1 foot at `
the west end of the proposed garage.
b moist toe wet, amorphous
Organic Silt/Peat {Wetland Deposit). Medium stiff to stiff, brown, p
ILIpeat and organic silt, The peat thickness varied from about 12 to 18 inches.ILI
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CITY COPYt,�pAKtAh�
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C:\Projects\05124-B Street Garage\70 Reports\05124 Report 102505.doc
Mr. Warren Stanley ;
October 27, 2005
Page 2 of 11
Clayey Sand (Glacial Deposit). About one foot thick layer of dense, gray, wet, clayey sand;
fine to medium sand, occasional small roots.
Silty Sand with Gravel (Glacial Deposit), Dense, rusty, brown, wet, fine sand, trace medium to
coarse sand, gravel and cobbles.
Slight groundwater seepage was observed at a depth of about 83 feet in the test pit. However,
groundwater levels will fluctuate due to seasonal precipitation, irrigation, and surface water infiltration
and percolation. We would expect that groundwater levels.could rise during periods of heavy rainfall f.
and that seepage could occur from the organic silt/peat layer at a depth of about 5.5 feet. We Iz
anticipate that the peattorganic silt layer could become saturated during wet weather periods.
Masonn
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CONCLUSIONS AND RECOMMENDATIONS i
Construction of the proposed garage within 4 feet of the existing garage foundations could result in
additional settlement of.the garage slab and foundations unless they are underpinned. Since you C p }
have indicated that underpinning is too costly for this project, we recommend moving the proposed asaaI
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garage to a distance of at least 10 feet from the existing garage, If the proposed garage location O c
cannot be moved, then a shoring system will be required to support the temporary excavation during
construction of the new garage retaining wall. m Z
We recommend two shoring options: (1) a soldier pile and wood lagging wall or; (2) a gravity concrete D Z
raw
block wall. In. our opinion the soldier pile wall could be designed and constructed to produce lessalffida
WINES
ground movement than the gravity block: wall. However, since the existing cracked garage slab
already requires repair, it may be cost effective to construct the less costly gravity block wall and to O an
I : repair the existing slab after new construction is completed, Based on our conversations with Sound m +
Structural Solutions, Inc. and you, we understand that the gravity block wall option was selected.. M m
The proposed garage could be supported on shallow spread footings. Due to the presence of n
saturated soils near the subgrade elevation, we recommend placing a gravel drainage blanket and . c c
drains beneath the garage slab. (a
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Site Preparation and Grading
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The topsoil, fill and organic silt/peat'soils should be stripped from building area, The depth of this 1
removal is variable over the site ranging from about 2 feet at the west side of the building area to
about 8 feet at the east side of the building area, The excavated soils are not considered suitable for ► z
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reuse as structural fill and should be removed from the site or stockpiled for reuse in landscaping
areas. ca
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Prior to fill placement, the exposed stripped surface should be compacted in place to at least 95
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percent of the maximum dry density as determined by `ASTM D1557 and then proof -rolled with a m
rubber tired backhoe. Areas that are soft, loose, or yielding should be further compacted or removed
and reconditioned or replaced with compacted granular fill. Care should be taken to avoid disturbing
subgrade soils and supporting soils which will remain in place.
The term "structural, fill" used in this report is defined as all fill which will be placed beneath
foundations, slabs, and pavements, The on-site glacial soils consisting of. clayey sand and silty sand
are not suitable for use as structural fill, Structural fill should consist of select granular fill having the
gradation specified in Table 1. i
PERRONE CONSULTING, INC., P:S.
i
Mr. Warren Stanley
October 27, 2005
Page 3 of 11
Table 1 - Select Granular Fill
U.S. Standard Sieve Percent Passing by
Size Dry Weight
3 -inch 100 i
3/4 inch 50-100
No. 4
25-65 .
z No 10 10-50 O
No 40 0-20
M
0-5
No 200 * - -
Less than five percent passing based on the minus 3/4 inch fraction -� t
+ All fill should be placed in uniform, horizontal layers not exceeding six inches in loose thickness and m M
compacted to meet the criteria in Table 2.
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Table 2 - Recommended Compaction Standards m z
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Minimum p T
LocationCompaction (+) D Z
l Structural fill beneath foundations, floor slabs, and 95°/u N
to a depth of 2 feet beneath pavements
Exterior wall backfill I90%
Subgrade prior to filling 195% m .m
(1) Percentage of maximum dry density as determined by ASTM D15570 U)
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Concrete Block•Gravity Wall t Z o
The concrete block gravity wall has been designed such that it will provide temporary excavation.
support and become an integral but separate component of the final earth retaining system for the
proposed garage. Our design assumes a level ground surface behind the wall and a 200 pound per - J.
lineal foot surcharge load from the existing garage wall. Accordingly the concrete block wall should z,
consist of stacked at a 6 vertical to 1 horizontal batter asshown on Figure 3. The solid concrete ! _
blocks should be 2 ft by 2 ft by 4 ft or larger. The bottom row of blocks should be embedded at least 1 Ca
foot below the excavation level and the second row of. blocks should be placed. with the long axis into 0
the hillside. Subsequent rows should be placed in a staggered pattern so that the vertical joints are -1
discontinuous. All blocks should have a shear key and each block should be placed to fully engage m
the adjoining shear key.
A perforated drain pipe with openings (slot width or hole diameter) not exceeding '% inch should be
placed behind the block wall as shown in Figure 3. The wall should be backfilled with gravel backfill
meeting the gradation requirements specified in Table 3. Gravel backfill should not be compacted with
mechanical tampers or vibratory plate compactors. End dumping the gravel will provide sufficient
density to support the excavation slope and avoid the possibility of increasing the lateral stresses on
the block wall by applying excessive compaction effort.
1
PERRONE CONSULTING, INC., P.S.
Mr. Warren Stanley.
October 27, 2005
Page 4 of 11
I
Table 3 - Gravel Backfill
U.S. Standard Sieve Percent Passing by
Size Dry Weight
1- in square 100
3/4 inch square 80-100
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3/8 inch square .10-40
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No4 0-4 n
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No 200 0-2
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The block wall should ,be constructed in a manner that minimizes the amount and duration of M
unsupported excavation. The length of unsupported excavation along .the existing garage should not m o
be more than 15 feet long and no excavation shall remain unsupported overnight. Backfill should be n
placed, immediately as each row of blocks is placed: The foundation subgrade for the wall should c
consist of undisturbed, glacial soils. Based on the test pit explorations, the subgrade soils should = m
consist of dense rusty brown silty sand or dense gray clayey sand. The foundations should not be �.
placed on organic silt, peat or native soils that have been loosened or softened during excavation. A c Z
layer of gravel backfill may be placed on undisturbed native subgrade soils to establish the required
6V:1 H batter on the first row of blocks. N
Safe excavation slopes should satisfy OSHA requirements and should be the responsibility of the T
Contractor, who can continuously observe and assess the slope conditions. Safe slope configurations
will depend on actual siteconditions encountered during construction. If cohesionless soils are M rn
allowed to dry, surface sloughing may occur. If groundwater is flowing or seeping into the excavation,
it should be expected to cause an unstable condition in the side slopes. If wetted by surface water; n
whether from precipitation or construction activities, slopes may be subject to relatively rapid erosion. co
The contractor is responsible for maintaining safe slopes. A competent person meeting regulatory : rn
safety requirements should be on site at all times the work is being performed. All applicable local, Z �
state, and federal safety codes should be followed.
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Workers should not be allowed to work between the wall and an unshored temporary excavation t
slope. Wall drains and backfill should be placed sequentially as the block wall height is increased.
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Safety precautions should be implemented to prevent . persons from entering the confined space
between the wall and the temporaryexcavation.
Ground movement behind the concrete block wall could result in settlement of the existing garage wall p
and slab on grade. The amount of settlement will depend on many factors. During excavation and n
construction of the block wall we anticipate that settlement will result from raveling, of the loose near rn .
surface fill soils from beneath the existing garage slab and from relaxation of the excavated ground
mass. For the proposed construction procedure. outlined above and in the absence of groundwater ;
seepage from the cut slope, we estimate that settlements could be on the order of M2 to 2 inches at the
west wall of the existing building and decreasing to no settlement at a distance of 10 feet east of the
wall.
3 '
Spread Footing Foundations
. i
Conventional spread footings would provide adequate support for the proposed buildings Jf the
recommendations provided in site preparation" section of this report are implemented. Spread
footings may be founded on undisturbed, dense inorganic glacial soils that are free from roots and i
PERRONE CONSULTING, INC., P.S.
Mr: Warren Stanley
October 27, 2005
Page 5 of 11
organic debris. The foundations should not be. placed, on organic silt, peat or native soils that have
been loosened or softened during excavation. Based on the explorations, the bearing depth would be
at least 2 feet below existing site grades on the west side of the building area and 8 feet on the east
side. Footings may also be founded on properly compacted structural fill
For frost protection, thebottoms of all exterior footings should bear at least 18 inches below adjacent
outside grades. Continuous wall and isolated column footings should, be at least 18 and 24 inches
wide respectively. Footings constructed on structural fill or dense native glacial soils with a minimum
embedment of 18 inches may designed for an allowable soil bearing pressure of 3,000,psf. These Oz
allowable soil bearing pressures may be increased by 1/3 for transient wind or seismic loads:
0
Lateral loads from wind and seismic events may be resisted by friction along the base of the M
foundation and by passive soil resistance against buried foundations and walls: Footings may be T rot
designed using a coefficient of base friction of 0.35. The value has been reduced by a factor of 1.5 on
the ultimate soil strength. Allowable passive resistance may be computed using an equivalent fluid CAI
s density of 400 pounds per cubic foot (factor of safety of 2). These values assume a horizontal surface c m
beyond the footing or wall of at least two times the depth of embedment in the direction of wall m 0
movement. Passive resistance should be ignored in the upper 12 inches if not covered.by floor slabs 00 n
or pavements or ignored entirely if future development will result in removal of the soil providing =A
resistance. m Z
All footing subgrades should consist of undisturbed, native soils or non:yielding compacted fill D Z
materials: Footings should never be cast atop loose, soft; or frozen soil, slough, debris, uncontrolled r—
fill, or surfaces covered by standing water. We recommend that a Perrone Consulting representative
observe all subgrades before placing concrete.
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Foundation Walls m m
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Backfill and Drainage
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Foundation walls should be backfilled with free -draining select granular fill as specified in Table 1 or a
geo-composite drainage. board should be applied to the exterior of the wall. A perforated rigid r z �;
collection pipe (such as PVC or an approved equivalent) should be placed at the base of all foundation
walls in a blanket of drain gravel meeting the gradational requirements specified in Table 4. The width
of the openings (slots or round holes) in the pipe should not exceed 1/4 inch. The pipe should be
placed with the perforations downward and surrounded by at least 6 inches of drain gravel. The
Contractor should take care to protect drainage pipe from damage by equipment and from clogging Z.
during construction.M }
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Table 4 — Drain Gravel p
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U.S. Standard Sieve Percent Passing by L rn
.. Size Dry Weight .
3/8 inch 100
'/, inch 30-50 LL
No. 8 L 0-5
Collected water from the footing drains should be tight lined to the storm drain system. Roof drains I.
and downspouts should also be tight lined to the storm drain system but the tight line should be
separate from the footing drain system.
i
PERRONE CONSULTING, INC., P.S.
Mr. Warren Stanley
October 27, 2005
Page 6 of 11
Care should be exercised when compacting .backfill against retaining and foundation walls. To reduce
temporary` construction loads, on the walls, heavy equipment should not be used for placing and
compacting fill within.a region as determined by a 0.5H:1V line drawn upward from the bottom of the
wall, or within 3 feet of the wall, whichever is greater. We recommend using hand -operated
compaction equipment within 5 feet of the wall.
Lateral Earth Pressures
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The permanent foundation wall should be designed to resist static and seismic lateral earth pressures O
illustrated in Figure 4. These pressures are based on a horizontal backfill surface adjacent to the wall, 0
a 200 pound per lineal foot wall load (existing garage) and do not include hydrostatic pressures. In rn
addition the recommended pressures assume that the gravity concrete block wall is constructed as
described.in this report, If an alternative wall is used for temporary excavation support, then these
lateral earth pressure recommendations must be reviewed and revised. Surcharge loads, including Co
construction and traffic loads and loads from stockpiled material, should be added to these values.c m
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The seismic component of the wall pressure is based upon a peak ground acceleration of 0.3g which -i n
would accompany an earthquake with 10% probability of exceedance in 50 years. Based on our O c
conversations with Sound .Structural Solutions, Inc. we have also assumed that the wall could move _ rn
laterally as much as % to % inch during a seismic event. rn
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Lateral earth pressure loads may be resisted by friction along the base of the foundation and by
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passive soil resistance against buried foundations and walls. The allowable coefficient of base friction,
passive resistance, and bearing pressure for retaining wall footings maybe taken as the values given
under the "Shallow Foundations" section of this report provided the recommended foundation 0714
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preparation is performed.
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Slab on Grade co
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Prior to placing the slab base material, soil subgrades should be proof rolled with a rubber tired C C N
backhoe. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should rn01
be over -excavated and replaced with compacted structural fill We recommend designing the concrete
slabs using,a subgrade coefficient of 40 pounds per cubic inch (pci) for properly compacted structural X; `
fill.
Due to the presence of groundwater in the native glacial soil, we recommend installing an under -slab Z
drainage system. The drainage system should consist of 4 -inch diameter perforated pipe with
openings placed in a 10 -inch thick layer of select granular fill (Table 1). The pipe should . be
surrounded by at least 3 inches of drain gravel (Table 2). A 3 -inch thick layer of curing sand above a 6 caZ
mil plastic vapor barrier should be placed on -the select granular fill. The plastic vapor barrier should be 0
overlapped at least 3 feet. Curing sand should consist of sand with 85% to 100%o by weight passing n
the 3/8 inch sieve, and less than 5% passing the Number 200 sieve. M,
RECOMMENDATIONS FOR ADDITIONAL GEOTECHNICAL SERVICES
We recommend that you retain Perrone Consulting, Inc. to review those portions of the plans and
specifications that pertain to foundations and earthwork to determine whether they are consistent with.
the recommendations in this report.
i
We recommend that our firm provide monitoring and consultation services during construction to
confirm that the conditions encountered are consistent with those indicated by our explorations, to
PERRONE CONSULTING, INC., P.S.
Mr. Warren Stanley
}
October 27, 2005
Page 7 of 11
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provide expedient recommendations should conditions be revealed during construction which differ
from those anticipated, and to evaluate whether. earthwork activities comply with contract plans and
specifications. Such activities would include: subgrade preparation for foundations and floor slabs; fill
placement and compaction; and other geotechnical related earthwork activities.
LIMITATIONS
r
This .report was prepared for the exclusive use of the owner, architect, and engineer for specific Z
application to the design of the project at this site as it relates to the geotechnical aspects discussed r
herein. The. data and report should be provided to prospective contractors for their information, but sold
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our report, conclusions and interpretations should not be construed as a warranty of subsurface m
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conditions described in this report.
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Within the limitations of scope, schedule and budget, the analyses, conclusions, and
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recommendations presented in this report were prepared in accordance with generally accepted c m i
professional geotechnical engineering principles and practice in this area at the time this report was m o
prepared. We make no other warranty, either express or implied: These conclusions and those! n x=
recommendations were based on our understanding of the project as described in this report and the
site conditions as observed at'the time of our site explorations. 3f Z
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If there is a substantial lapse of time between the submission of this report and the start of C z
construction at the site, or if conditions have changed due to natural causes or construction operations r
at or adjacent to the site, or appear to be different from those described in this report, we should be L ris
1 notified so that we can review our report to determine the applicability of the conclusions and. 0 on
recommendations considering the changed conditions and time lapse. m P.
Sincerely, m rn
PERRONE CONSULTING, INC., P.S. v C4
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Vincent J. Perrone, Ph. D:, P.E. wAsA� 'i
Geotechnical Engineering Consultant ���oF Mi
Geotechnical
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PERRONE CONSULTING, INC., P.S. j
UNIFIED SOIL CLASSIFICATION SYSTEM AND SYMBOL CHART Abbreviations I
MAJOR DIVISIONS ;041
BOLsI DESCRIPTIONS AL Atterberg Limits:
GRAVEL CLEAN GW fir
minu9es�6meoreoatnese4sand C Coftsohflatbn
AND GRAVELS DS Dared Shear
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GRAVELLY --' Foal _ 0
LITTLE OR NO Y graded gravels HA Hydrometer Analysis
COARSE SOILS FINES GP erne finesd mixtures. tmle LL Liquid Limit
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GRAINED MORETHAN GRAVELS Silty gravels. gravel•sand•sitt LV Laboratory Vane Shear i M
SOILS COARSE WITH FINESGMmiaules N Number of hammer blows for last 12 inches drivenFRACTION APPRECIABLE OVA Organic Vapor Analyzer
RETAINS ON AMOUNT OF GC Clayey greve6 gravel sand Cay Pc Constant Head. Permeability i
- -..._.. ......_ _ ._ .. .... __... 1...
mixturesNOASI... .. ... Pf Falling Head Permeability mn
SAND CLEAN J SW Wul4giaded sands. gravely PI Plasticity Index
.I sands, little or no fines
MORETHAN AND SANDS PP Pocket Penetrometer
M�AT96ERIAL OF
SANDY LITTLE OR NO Poorly graded sands, gravelly SA Sieve Analysis C
. COARSER - SOILS FINES ,.( SP sands, Rule or no fines $G Specific Gravity - I M
THAN NO. 200 -
SIEVE SIZE MORETHAN S TV Torvane Shear
50% OF SANDS I SM Silty sands, sand silt mixtures TX Triaxial Shear ) O
COARSE WITH FINES_. C
FRACTION APPRECIABLE
C _ ( PASSING NO.4 AMOUNT OFsand-clay_. .
f! SIEVE FINES �';� SC Clayey sands. matures = m
Sampler Symbols fI1
GI I Inorpanm sifts, verily Bine sands, - Z
t l ML o�deyey stla lc sight fine
etsands 2-inch-O.D. Split Spoon Sampler Driven with Q
FINE SILTS — 140 -lb Hammer and 30 -inch Drop (SPT)
UOUIDUMIT Inorganic days or low to medium C .Z
GRAINED AND LESS THAN 50 CL plasocdy gravely days sandy D
f i clays silty days lean days ® Nonstandard r` 3 -Inch -0.D, Shelby r
3 SOILS CLAYS ;-_ _._. _. __.__..... Penetration Test Tube Sampler J
i
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OL Organic sits and organic silty 7
clays of low plasticity
3-inch-O.D.S ll Spoon f> 3-inch-O.D. Pitcher
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j MORE THAN Inorganic silts. micaceous or cSamp;erwith grass Rings . Tube Sampler . _.
MH aiatomaceous tine sandy or s ltyeen
SMOF soils, elastic silt
F NER THAN I MATERIAL SILTS LGREATERIT Inorganic days of high plasticdy. ® Core Bulk Sample JJJ
t . .
J i No. 200 AND THAN50 CH tat clays
i I SIEVE SIZE CLAYS _..:._ _.. __.._......----.._...------'-- M I I
'- OH Organic clays of medium to high
plasticrty, organic silts
1 Groundwater Level Symbol i n r
HIGHLY ORGANIC SOILS ,JiPT Peat humus, swamp soilsvria
um
nage organic co^tentV Water level at time of excavation C N
NOTE: DUAL SYMBOLS USED FOR BORDERLINE CLASSIFICATIONS _ i• m `N
Relative Density and Consistency Relationshias Z 911111111
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Nlinor Descriptors General Notes
Trace clay, sik, sand, gravel <5% 1.. Descriptions and stratum lines are interpretive; field descriptions may have beenCOMES
i Few clay, sift, sand, gravel 5.10% modified to reflect (ab lest results. Descriptions on these logs apply only at the I n
specific test pit locations and at the time the test pits were excavated; they are not m
Little day, sift, sand, gravel 15 - 25%
i warranted to be representative of subsurface conditions at other billions or luras.
Some clay, silt, sand, gravel 30-45%
2. Soil doscrptions are recorded in the following order, SOIL CLASSIFICATION j
a
moisture Content (USCS Symbol), relative density consistency; color, moisture, plasticity or
.
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gradation, angularity, minor constituents, additional comments (organics, odor, etc.)
i Dry Absence of moisture, dusty I OLOGIC UNIT).
g I Moist Damp but no visible water 3. Soil relative density or consistency was estimated based on manual inspection
i Wet Visible free water, from and/or ease or difficulty of excavation by the backhoo.
below the water table
i 14
1..
I
FIGURE 1
Key to Log of Test Pits
PERRONE CONSULTING, INC., P.S. B Street Garage
Project No. 05124 for Cotter — Stanley Construction
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