Correspondence /
IP .: , INDUSTRIES, INC. -
MEMORANDUM • ,
TO: Bob Poskin RECEIVED
City of Tigard SEp 0
FROM: Steve Johnson 3 199
VIP'S Industries, Inc. COMMUNITY DEVELOPMENT
RE: Site Plan Review
SIT #: 99 -00049 ,
Phoenix Inn Expansion Project .
SITE PLAN REVIEW COMMENTS -JULY 29; 1999
DATE: September 3, 1999
Bob:
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`SITE - WOR � <_ ..,
1. Planning Staff (Mark Roberts) provided no instruction or requirement .
regarding further planning processes required. I. would appreciate a little
more direction from you as to exactly what your requirement is. If it is to
simply consolidate the parcels currently in common ownership into one,
we can simply execute a- deed from ourselves to ourselves accomplishing
that. I need further direction from you please.
. A,liquefaction statement from a certified geotechnical engineer has
already been provided, and is assumed to be adequate: Accordingly,
nothing further will be provided at this time. Please advise if you require
more. .
:fir 77%,„ - "` 3 ", ':v A -,11:%- .
BIa
E SSI LITY � -. -
-ACC ��, ..... _�= .�: °'e _ r a .
. Sheet #1 -see revised note with ODOT sign standard at detail' 1/1.
• . - . Sheet #1- location of 2 ADA stalls has been revised to comply. Also, see
detail 1/1.
Sheet #1 -see five foot wide sidewalk added for compliance. '.
, 6 29757 SW Boones Ferry Rd. • Wilsonville, Oregon 97070
Telephone 503 - 682 -9284 • FAX 503 - 682 -9257
4. Sheet #1-see additional notes.
Wit Ell
Per our telephone conversation the day before yesterday, fire hydrant and,
fire department connection information referenced in comments #1-7 are
not required to be submitted at this time, but must be on file before a
building permit will be issued. Acknowledged and agreed.
8. Acknowledged and agreed.
tclkte 1%
1. Per our telephone conversation, nothing further is necessary regarding
Valuation information:
Enclosed herein please find three copies of revised submittal documents. Since
the only comments addressed in this Site Plan Review relate to Sheet #1 only, I
will enclose 'three copies of cover sheet (Sheet 0) and Sheet #1, only. If you need
anything further, please advise immediately. As before, in the interests of time
and convenience, please direct any further questions/comments/requests
directly to me at 682-9284.
Thank you for your courtesies and cooperation throughout.
Ver Truly Yours,
lab
Steven V. Johnson
Enclosures: Architectural Drawings-Sheets 0 and 1 only
, .. , .
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p . .
,, IN DUSTRIES, INC.
RECEIVED
TO: Bob Poskin JUL 3 0 1999
FROM: . ' Steve Johnson
Phoenix Inns COMMUNITY DEVELOPMENT
Re: Soils Report /Liquefaction Statement
July. 30, 1999
Bob:
,
Per my request please find Geotechnical Report, and, Liquefaction Statement
from GeoDesign, Inc. for the above referenced project. .
If you need anything else, please give me a call direct at 682 -9284.
Thanks
411i
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29757 SW Boones Ferry Rd. •, Wilsonville, Oregon 97070
Telephone 503 - 682 -9284 • FAX 503 -682 -9257 •
•
GEODESIGN, INC.
-'' GEOTECHNICAL, ENVIRONMENTAL, AND GEOLOGICAL CONSULTANTS
.
I
1
REPORT OF
GEOTECHNICAL ENGINEERING SERVICES
Phoenix Inn Expansion
Tigard, Oregon
GDI Project: VIP's -4
I
1
1
' For
VIP Industries, Inc.
17400 SW Upper Boones Ferry Rd., Suite 230 • Portland, Oregon 97224 • Phone (503) 968 -8787 • Fax (503) 968 -3068
1
For a 3,500 psf design bearing pressure, total settlement of footings is anticipated to be less
than 1 -inch. Most of this settlement will occur during construction of the building. Differential
settlements should not exceed 1 -inch.
Lateral Capacity
We recommend using a passive pressure of 300 pcf for design purposes for footings
confined by structural fill. In order to develop these capacities, concrete must be poured neat
' in excavations, the adjacent confining structural fill must be level and that static groundwater
must remain below the base of the footing throughout the year. Adjacent floor slabs,
pavements or the upper 12 -inch depth of adjacent, unpaved areas should not be considered
when calculating passive resistance.
A coefficient of friction equal to 0.32 may be used when calculating resistance to sliding.
FLOOR SLABS
Satisfactory subgrade support for building floor slabs supporting up to 300 psf areal loading
' can be obtained from the native silt or from structural fill, when prepared in accordance with
the recommendations presented in the "Site Preparation" section of this report. A minimum
6- inch -thick layer of floor slab base rock should be placed over the prepared subgrade to
assist as a capillary break. A subgrade modulus of 250 pounds per cubic inch can be used
for the design of the floor slab. Floor slabs constructed as recommended will likely settle
less than '/z -inch.
Vapor barriers are often required by flooring manufacturers to protect flooring and flooring
adhesives. Many flooring manufacturers will warrant their product only if a vapor barrier is
PI installed according to their recommendations. Selection and design of an appropriate
vapor barrier, if needed, should be based on discussions among members of the design
team. We can provide additional information to assist you with your decision.
Floor Slab Base
Floor slab base rock should consist of crushed rock that is fairly well- graded between
coarse and fine, contains no organic matter or other deleterious materials, has a maximum
y particle size of 1'h inches, and has less than 5 percent passing the U.S. Standard No. 200
Sieve. The floor slab base rock should be placed in one lift and compacted to not less than
92 percent of maximum dry density, as determined by ASTM D 1557.
GROUNDWATER CONSIDERATIONS
Underslab Drains
To reduce the possibility of uplift pressures on the floor slab from groundwater infiltration, we
' recommend that a subfloor drainage system consisting of perforated PVC pipe at 20 -foot
centers be installed beneath the floor slab. The drains should consist of 4- inch - diameter
perforated drainpipe wrapped in a non -woven geotextile filter. The geotextile should have an
' apparent opening size (AOS) between the U.S. Standard No. 100 Sieve and the U.S.
Standard No. 4 Sieve, and a water permittivity of greater than 1.5 sec'. The drainpipe should
be located in minimum 12 -inch deep trenches, be embedded in a zone of drain rock, and be
' sloped to drain to a suitable discharge. The drain rock should be uniformly graded, have a
GeoDesign, Inc. 6 Vip's- 4:072399
When used as structural fill, the on -site silty material should be placed in lifts with a maximum
uncompacted thickness of 6 to 8 inches. The silt should be compacted to not less than 92
percent of the maximum dry density, as determined by American Society for Testing and
Materials (ASTM) D 1557.
Imported Granular Material
If imported granular material is used as structural fill, this material should consist of pit or
quarry run rock, crushed rock, or crushed gravel and sand that is fairly well- graded between
coarse and fine, contains no organic matter or other deleterious materials, has a maximum
particle size of 3 inches, and has less than 5 percent passing the U.S. Standard No. 200
Sieve. The percentage of fines can be increased to 12 percent of the material passing the
U.S. Standard No. 200 Sieve if placed during dry weather. Imported granular material should
be moisture conditioned to the approximate optimum moisture content for compaction, placed
in 12- inch -thick lifts, and compacted to not less than 95 percent of maximum dry density as
determined by ASTM D 1557.
TEMPORARY SLOPES AND SHORING
Based on soil conditions, temporary slopes for excavation of the basement of 0.75H:1V
(horizontal to vertical) may be used to vertical heights of 16 feet or less where seepage is
not encountered. If seepage is encountered, then flatter slopes and drainage will be
necessary. It may be necessary to flatten the slopes to protect the surface from raveling.
All cut slopes should be protected from erosion by covering them with plastic sheeting
during construction.
CONSTRUCTION DEWATERING
Based on groundwater levels that we measured at the site, we anticipate that dewatering
may be accomplished using sumps and pumps inside the excavation.
Open excavation techniques may be used to excavate the basement, provided the walls of
the excavation are cut at a slope of 0.75H:1V and groundwater seepage is not present.
Sloughing may occur if the excavation extends below the groundwater table. The walls of the
trench should be flattened or braced for stability if seepage is encountered.
SHALLOW FOUNDATIONS
We recommend that spread footings be embedded at least 18 inches below the basement
floor slab. Continuous wall footings should have a minimum width of 18 inches, and be
founded a minimum of 18 inches below the basement floor slab.
Bearing Pressure and Settlement
' Footings founded as recommended should be proportioned for a maximum allowable soil
bearing pressure of 3,500 pounds per square foot (psf). This bearing pressure is a net
bearing pressure and applies to the total of dead and long -term live loads and may be
—' increased by 1/3 when considering earthquake or wind loads. The weight of the footing and
overlying backfill can be ignored in calculating footing loads.
1
GeoDesign, Inc. 5 Vip's- 4:072399
RETAINING STRUCTURES
For walls not restrained from rotation, we recommend using- an equivalent fluid pressure of 35
pcf for design. We recommend using an equivalent fluid pressure of 52 pcf for design of.
walls restrained from rotation. When computing resistance to lateral loads, we recommend
using a base friction coefficient of 0.32. Footings for the retaining walls should be designed
for a maximum bearing pressure of 3,500 psf, in accordance with the recommendations given
for shallow spread footings.
Wall drains should include perforated drainpipe wrapped in a non-woven geotextile filter
installed behind the walls at the base. Backfill walls with imported granular material, as
described in the "Structural Fill" section of this report.
The above design recommendations are based on the assumptions that: (1) the walls consist
of conventional cantilevered retaining walls or embedded building walls, (2) the walls are less
than 10 feet in height, (3) the backfill is level and drained and consists of imported granular
materials, and (4) no surcharges are imposed behind the wall. Reevaluation of our
recommendations will be required if the retaining wall design criteria for the project vary from
these assumptions.
PAVEMENTS
AC Pavements
We have calculated pavement sections using American Association of State Highway
Transportation Officials design methods, a design life of 20 years, and a resilient modulus of
7,500. We have assumed that traffic at the site will consist mostly of passenger cars and up
to about five trucks per day.
A pavement section of 2.5 inches of AC over 6.0 inches of aggregate base can be used in
paved areas that will be exposed to the traffic described above. Aggregate base should be
placed in one lift and compacted to not less than 95 percent of the maximum dry density, as
determined by ASTM D 1557.
The design of the recommended pavement section is based on the assumption that
construction will be completed during an extended period of dry weather. Wet weather
construction could require an increased thickness of aggregate base to support paving
equipment without damaging the subgrade. We recommend that a non -woven geotextile be
placed between the subgrade and the baserock to prevent migration of the silt into the rock.
The geotextile should have a minimum Mullen burst strength of 250 pounds per square inch
and a AOS between a U.S. Standard No. 70 and No. 100 Sieve.
All thicknesses given are intended to be the minimum acceptable.
AC should conform to Section 00745 of the Standard Specifications for Highway
-' Construction, Oregon State Highway Division, 1991 Edition, for light -duty AC and aggregate
base should conform to Section 02630 of the same specifications.
GeoDesign, Inc. 8 Vip's- 4:072399
\CIS/ , f 7 oN.I__ ask \
. " JJ
,1 '
July 29 , 1999
CITY OF TIGA
Charles Nagel & Associates OREG
11580 SW 67th
Tigard, OR 97223
RE: Phoenix Inn Expansion Site Plan Review
9575 SW Locust
PC #: 7 -36c SIT #: 99 -00049
Submittal documents for the above referenced project have been reviewed for
conformance with the applicable 1998 Oregon Specialty Codes and other applicable
codes and standards. The following comments are noted:
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� - }y1 3 . :,r?..,e'Ea. €.�:? ,n{:� :.is,<.• } .•'£ti ro F ,S t' i ;t�.
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1. The proposed project site consists of more than one parcel of land. There shall
be no underlying land divisions unless the buildings are designed for location to
property lines. Provide a true copy of the recorded document describing the site
as one parcel.
2. Provide a liquefaction potential and soil strength loss report (OSSC, Section
1804.1.1 and 1804.5).
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...s:. .,., , Vt,t »N.bJie.r= ipfs.n Y. t;LN ,.,... ._ .... .... ... ... .., ., , • r
1. Revised plans shall show details of the accessible signage, including the van
accessible sign, and parking in accordance with Oregon Department of
Transportation minimum standards (OSSC, Section 1104.1). SE_
2. The 2 new ADA stalls must comply with OSSC, Chapter 11, Figure 9, provide e
S�t*y details. S ��vis '� y 4 2V J SE!D 1 S P LL
3. You have not provided a continuous accessible route as defined by OSSC,
S\QR.- 1 Section 1102. Door #1 does not lead to a public way. Secondly, check in occurs
from the existing motel. The accessible route must also comply between the two
buildings. Provide details. S 1rE. ! - I – vl ? W (D. \IVAC.,,
St 1 .44. Width. All walks on accessible routes shall be continuous with a minimum clear
width complying with Section 1109.4.1 (OSSC Section 1103.2.4.1).
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1. COMMERCIAL BUILDINGS - MINIMUM NUMBER OF FIRE HYDRANTS: The
minimum number of fire hydrants for a building shall be based on the required
13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 - 2772
Phoenix Inn Expansion Site Plan Review
PC#: 7 -36c BUP #: 99 -00049
Page #2
fire flow prior to giving any credits for fire protection systems. There shall not be
less than one (1) fire hydrant for the first 1,500 gallons per minute (GPM)
required fire flow and one (1) additional fire hydrant for each 1,500 GPM or
portion thereof over 1,500 GPM. Fire hydrants shall be evenly spaced around
the building and their locations shall be approved by the building official. (UFC
Sec. 903.4.2.1)
2. COMMERCIAL BUILDINGS - REQUIRED FIRE FLOW: The required fire flow
for the building shall be 3000 gallons per minute (GPM) at 20 psi. Hydrants shall
be flow tested in accordance with NFPA 291. Results shall be submitted to the
City of Tigard, Attn: Plans Examiner, 13125 SW Hall Blvd., Tigard, OR 97223,
on the form enclosed.
3. COMMERCIAL BUILDINGS - FIRE HYDRANTS: No portion of the exterior of a
commercial building shall be located more than 250 feet from a fire hydrant when
measured in an approved manner around the outside of the building and along
an approved fire apparatus access roadway. (UFC Sec. 903.4.2.1)
4. FIRE HYDRANT /FIRE DEPARTMENT CONNECTION: A fire hydrant shall be
located within 70 feet of a fire department connection (FDC). Fire hydrants and
FDC's shall be located on the same side of the fire apparatus access roadway.
(UFC Sec. 903.4.2.5) FDC locations shall be approved by the building official.
(1996 Oregon Structural Specialty Code, Sec. 904.1.1)
5. FIRE DEPARTMENT CONNECTIONS ON BUILDINGS: Fire department
connections shall not be located on the building that is being protected. (UFC
Sec 903.4.2.5)
6. UFC (TVFR) Appendix III.F — A building survey and plans shall be provided to
the fire department. Forward the attached survey when completed to include a
site plan and one set of architectural drawings to: Plans Examiner, City of
Tigard, 13125 SW Hall Blvd., Tigard, OR 97223.
7. No building shall be constructed, altered, enlarged, moved or repaired in a
manner that by reason of size, type of construction, number of stories,
occupancy or any combination thereof, creates a need for a fire flow in excess of
3,000 gallons per minute at 20 psi residual or exceeds the available fire flow at
the site of the structure [UFC, Section 903.3].
A. Provide Fire Flow Testing pursuant to NFPA 291 using the enclosed
"Hydrant Flow Test Report Form."
B. Complete the enclosed "Fire Flow Work Sheet" and return to the City of
Tigard, attention Plans Examiner.
Note: These documents shall be on file before a building permit will be issued.
• ` : Phoenix Inn Expansion Site Plan Review
PC #: 7 -36c BU P #: 99 -00049
" Page #3
g 8. The installation of piping from the city vault, and the backflow device shall be
installed by a licensed plumber. Installation, inspection and test shall be in
accordance with NFPA 13. ` b 15a. Pe Th)& WAY
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�., ;�,�` §.: � i;�4; era:: ,4va..,.,�..
-' - �` >w•A�� ,4 . �1 . W1 ,.s �.” - .i7ix€s'.';:..•s. .7.,,. >r:r..
00.44.0: ' :::;i.., ��� �'�3�i6§.- ,_.aeaia:, -�_ -, �#_� .i3� > -�e,m „;:�� >�an•..,. ,.. �,.�m..� �- -
1
Provide a notarized copy of the owner accepted bid.
Please submit three copies of revised submittal documents and a letter indicating your
response to the above comments -for review. Please call me at (503) 639 -4171 if you
have any questions.
. Sincerely,
o rt Poskin, CBO
SE OR PLANS EXAMINER
lbldgSpnnsys109949. doc
4
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July 29,.1999
art OF TIGAR
Charles Hagel & Associates OREGON
11580 SW 67th
Tigard, OR 97223
RE: Phoenix Inn Expansion Site Plan Review
9575 SW Locust
PC #: 7 -36c SIT #: 99 -00049
Submittal documents for the above referenced project have been reviewed for
conformance with the applicable 1998 Oregon Specialty Codes and other applicable
codes and standards. The following comments are noted:
- - � SITE WOIKm�4 l � f ,,. ,\_. �..;e . i
r-r: ,, .. .._ ;.. �.,r..,,, .. ... �,.�.,; .�a.., �' .{� , > Kmi ° >�ar r ,.. ��c�''�`';��,
1. The proposed project site Asts of more than one parcel (, land. There shall
be no underlying land divk is unless the buildings are desi,...ed for location.to
property lines. Provide a true copy of the recorded document describing the site
as one parcel.
Provide a liquefaction potential and soil strength loss report (OSSC, Section
1804.1.1 and 171.5). \
4CCSSIBILITYr' " 'i,, ._ n,7 4• Ft ..
�m-
6
e.--- Revised plans shall show details of the accessible signage, including the van
accessible sign, and parking i
g p g n accordance with Oregon Department of
Transportation minimum standards (OSSC, Section 1104.1).
1 5K.-- / � The 2 new ADA stalls must comply with OSSC, Chapter 11, Figure 9, provide
details.
3. You have not provided a. continuous accessible route as defined by OSSC, 0
Section 1102. Door #1 does not lead to a public way. Secondly, check in occurs
from the existing motel. The accessible route must also comply between the two
O buildings. Provide details.
0 Width. All walks on accessible routes shall be continuous with a minimum clear
width complying with Section 1109.4.1 (OSSC, Section 1103.2.4.1).
a,+`:s.,ti -.H:, ', M� ' , M ",: i" gw+:¢ y...9..:... - -. v5 itsm W.&: _ . _ _ .a' , f, sev', a -e
1
/ COMMERCIAL BUILDINGS = MINIMUM NUMBER OF FIRE HYDRANTS: The
minimum number of fire hydrants for a building shall be based on the required
13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772
Phoenix Inn Expansion Site Plan Review
PC #: 7 -36c BUP #: 99 -00049
Page #2
fire flow prior to giving any credits for fire protection systems. There shall not be
less than one (1) fire hydrant for the first 1,500 gallons per minute (GPM)
required fire flow and one (1) additional fire hydrant for each 1,500 GPM or
portion thereof over 1,500 GPM. Fire hydrants shall be evenly spaced around
the building and their locations shall be approved by the building official. (UFC
Sec. 903.4.2.1)
2. COMMERCIAL BUILDINGS - REQUIRED FIRE FLOW: The required fire flow
for the building shall be 3000 gallons per minute (GPM) at 20 psi. Hydrants shall
be flow tested in accordance with NFPA 291. Results shall be submitted to the
City of Tigard, Attn: Plans Examiner, 13125 SW Hall Blvd., Tigard, OR 97223,
on the form enclosed.
3. COMMERCIAL BUILDINGS - FIRE HYDRANTS: No portion of the exterior of a
commercial building shall be located more than 250 feet from a fire hydrant when
measured in an approved manner around the outside of the building and along
an approved fire apparatus access roadway. (UFC Sec. 903.4.2.1)
4. FIRE HYDRANT /FIRE DEPARTMENT CONNECTION: A fire hydrant shall be
located within 70 feet of a fire department connection (FDC). Fire hydrants and
FDC's shall be located on the same side of the fire apparatus access roadway.
(UFC Sec. 903.4.2.5) FDC locations shall be approved by the building official.
(1996 Oregon Structural Specialty Code, Sec. 904.1.1)
5. FIRE DEPARTMENT CONNECTIONS ON BUILDINGS: Fire department.
connections shall not be located on the building that is being protected. (UFC
Sec 903.4.2.5)
6. UFC (TVFR) Appendix III.F — A building survey and plans shall be provided to
the fire department. Forward the attached survey when completed to include a
site plan and one set of architectural drawings to: Plans Examiner, City of
Tigard, 13125 SW Hall Blvd., Tigard, OR 97223.
7. No building shall be constructed, altered, enlarged, moved or repaired in a
manner that by reason of size, type of construction, number of stories,
occupancy or any combination thereof, creates a need for a fire flow in excess of
3,000 gallons per minute at 20 psi_ residual or exceeds the available fire flow at
the site of the structure [UFC, Section 903.3].
A. Provide Fire Flow Testing pursuant to NFPA 291 using the enclosed
"Hydrant Flow Test Report Form."
B. Complete the enclosed "Fire Flow Work Sheet" and return to the City of
Tigard, attention Plans Examiner.
Note: These documents shall be on file before a building permit will be issued.
Phoenix Inn Expansion Site Plan Review
PC #: 7 -36c BUP #: 99- 00049'
Page #3
8. The installation of piping from the city vault, and the backflow device shall be
installed by a licensed plumber. Installation, inspection and test shall be in
accordance with NFPA 13.
Provide a notarized copy of the owner accepted bid.
Please submit three copies of revised submittal documents and a letter indicating your
response to the above comments -for review. Please call me at (503) 639 -4171 if you
have any questions.
Sincerely,
Ro rt Poskin, CBO
SE OR PLANS EXAMINER
iAbldglpnnsyslsit9949 doc
i
'P
45 -UNIT ADDITION r 5 (rI l 9
PHOENIX INN MOTEL L'
SW LO T� 6 �� 1
TIGARD, OREGON
STORM WATER DRAINAGE CALCULATIONS
The attached calculations were prepared March 30, 1999 by:
Timothy R. Turner, P.E.
TRT Engineering, Inc.
2636 SE Market
Portland, Oregon 97214
(503) 235 -7592 — fax (503) 235 -7593
The proposed drainage system consists of roof drains, parking lot catch basin inlets, and
underground detention storage. Discharge will be to an existing stormsewer manhole
located in SW Locust Street. Design features are depicted on the site plans (by TRT
Engineering, Inc.) submitted by to City of Tigard Public Works by the motel owner,
VIP's Industries, Inc. The detention system was designed consistent with Unified
Sewerage Agency (USA) technical guidelines.
On -site pipe sizes and slopes were calculated per the guidelines of the State of Oregon
UPC Specialty Code.
4` 14,494
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