HomeMy WebLinkAboutMiscellaneous Plans 2004-12-17
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CITY OF SPRINGFIELD
Developmenl Services Departmenl
Building Safety Division
Revised 12/04
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Residential Plan Revi~':'" 3rd Revis~
JOB ADDRESS: 7281 Holly Street
CITY JOB#: COM2003-00427
OWNER: Sooner Construction
PHONE: 726-0151
CONTRACTOR: Owner
PHONE:
l1ems listed below (if any) and lhose marked in red direclly on lhe appro~ed permit
documents are incorporated into this project in addition 10 any reqJlrements' appeanng on
lhe conslruction plans and the City standard documenl enlilled "Single Family and Duplex
Construction Mosl Commonly Missed Items". A corresponding,nurnber:is IDi;l!ked on your
plans for any items lisled below where applicable. '
"
All references are to the 2000 Oregon Slate One and Two I:illT\ily Dwelling Specially Code,
(1998 Inlernalional One and Two Family Dwelling C01e:as amended by lhe Slate of
Oregon unless noted otherwise. A copy of this code may be obtained from the Building
Tech Bookslore, Inc" 8020 S,W. Cirrus Dr. Beaverton, Oregon 974008-5986 '
Y our signat~e on the Building Permit is an agreemenl 'ihatalLitems will be installed or
corrected, and lhal all work on this project will comply wilh applicable codes.
ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS,
SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A
PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING
SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF
SPRINGFIELD,
PLANS REVIEWED BY:
~.~
Review completed on
PHONE: 72(, -.J~2J
/2-1/7/f) .,t
1/1
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The following comments will clarify Code requirements re/atihg to the proposed
revisions to the approved plans (indicated by the "cloud" areas on the revised
drawings), and other red marks placed on the submitted documents during this
review of the proposed changes. Please note that all plari review comments on
the original approved permit documents still apply unless they are changed by the
following comments.
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A. The building appears to have been moved approximately 4ft forward on
the site, as compared to the previously approved site plan. Required
setbacks from property lines must be maintained, as well as required
clearances of the structure, including eave overhangs, from utility
easements.
8. Hangers and other hardware used in conjunction with pressure treated
wood on residential structures shall be heavy hot-{jipped galvanized steel,
due to the corrosive nature of the wood treatment
C. Where the lIT joist hangers are used to suspend the joists off of the top
plate of the wall. fire blocking shall be installed in the wall at the bottom of
the joists to separate the wall and the floor cavities.
"
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Cripple Wall Requirements in the
Oregon 2003 One & Tvyo Family Dwelling Code
Cripple wall bracing. Cripple walls with a stud height exceeding 14-inches
supporting exterior or interior braced wall lines shall be braced with an
amount and type of bracing as required for the wall above with the following
modifications for the cripple wall bracing:
a) The required amount of bracing as determined for the wall
above shall be increased by 15 percent.
b) The maximum wall panel spacing shall be decreased to 18 feet
on center instead of 25 feet on center, as normally required.
Note: Cripple walls supporting three stories have additional requirements.
,~
Stepped foundations.. Where stepped foundations occur the following
requirements apply:
a) Where the height of a required braced wall panel that extends
from the foundation to the floor above varies more than 4-feet,
the braced wall panel shall be constructed in accordance with
Figure R602.11.3
b) Where cripple walls occur between the top of the foundation
and the lowest floor framing, the bracing requirements for an
additional story shall apply.
"
WHERE FOOTING SECTION "A" IS MORE THAN 8 FT..
SPLICE /PROVIDE METAL TIE 16 GA. BY 1.5 BY 4 FT. MIN.. EACH
/ SIDE OF SPLICE W/8-l6d COMMON NAILS.
+-- 2 FT. MIN.--+
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For 51: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Note: Where rooting Section "A" is less than 8 feet long in a 25 feet"totallength wall, provide bracing ~t cripple stud walt.
AGURE R602.11.3
STEPPED FOUNDATION CONSTRUCTION
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Revisions To Engineering of Structure
Lot 106 Mckenzie Hills Subdivision
Plan 7a
SQrlnafield
1998 OSSC
/
Oregon
Seismic Zone 3
Wind Speed = 80 mph
Wind Exposure B
Snow Load = 25 psf,
Floor Live Load = 40 pst.
Roof Dead Load = 15 psf,
Floor Dead Load = 10 pst.
Wall Dead Load = 8 pst.
Minimum Shearwall Nailing and Sheathing = 6" o,c. Panel Edges (P.E,), 12" o,c. Field,
%" CD Plywood or 7/16" OSB, ad Nails
Minimum Roof Diaphragm Nailing and Sheathing = 6' o.C. @ Supported Edges
Yo" CD Plywood or 7/16" OSB. ad Nails
Trusses By Others (Not Reviewed By This Office)
SHEET INDEX:
1 Cover Sheet
L 1-L3 Lateral Calculations
VI Vertical Calculations
1245 PEARL ST. ' EUGENE, OREGON 97401 PHONE: (541) 484-9080
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September 1, 2003
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Mr. Bradley Myers, P.E.
Mortier Engineering, P.c.
1245 Pearl Street
Eugene OR 97401
RE: SOILS/FOUNDA T!C)N ASSESSMENT TL 3800, HOLLY & 73RD STREETS, SPRFLD
Dear Mr. Myers:
I am writing this letter to present the findings of our assessment of foundation conditions and slope
stability at Tax Lot 3800 (Lane County Map 18-02-02-19). The assessment was conducled in
compliance wilh City of Springfield requirements for Level 2 geotechnical reports. The assessment
was conducted at your request (per fax) for Grass Roots Thinking, the general contractor for the
proposed residential construction,
The 101 is located south of the intersection of Holly and 73'd Slreets in Thurston (Figure I, attached).
Sile and surrounding topography is shown both on Figure I and on Figure 2. Proposed development
consists of a two-story single family residence with associated driveway, The geotechnical.
feasibility study for the subdivision, if conducted, was not available for review for this assessment.
The geologic map in the Groundwater Resources of the Eugene Springfield Area, Southern
Willamette Valley, Oregon (Water Resources Paper 2018, USGS, 1973) indicales that the site is
underlain by Little Butte Volcanics. The Soil Survey of Lane County Area, Oregon (USDA Soil
Conservation Service, 1987) indicates that the site is underlain by Dixonville-Philomath-Hazelair
complex. Due to a lack of adequate control on the Relative Earthquake Hazard Map (DOG AMI,
IMS 14,2000), it is not possible to unequivocally delermine if the sile is located in a zone oflow or
intermediate to high "hazard".
The lot was visited on July 31, 2003 and a tesl pit was excavaled near the cenler of lhe building
envelope using a small trackhoe with a 2-foot bucket. The approximate test pit location is shown
on Figure 2 and a log is attached. The tesl pil encountered I fool of dark brown sandy clay wilh
igneous rock fragments, This unil was designated SU-A for purposes of this report. SU-A has very
high dry slrength, high toughness and no dilatancy. The sand content is estimated al 30 10 40 %.
As a resul1, using ASTM Method 0-2488 (Visual-Manual Procedure), SU-A is classified as a sandy
fat CLAY (CH) according to the Unified Soil Classification Syslem (USCS). SU-A also contains
a significant amount of roots. Al the time of the site visit, SU-A was dry to slightly moist and below
the plastic limit (BPL)
P.O. Box 2238, . Eugene, OR 97402
(541) 607-5700 FAX: 607-5701
CCB # 127073
"
Mr. Bradley Myers, PE
September 1,2003,
Page 2
From I to 3 feet below surrounding grade, the test pit exposed completely decomposed state (CDS)
agglomeratic sandstone which was designated rock unit RU-403. The sandstone contains angular
to rounded fragments of other lithologies ranging in size from I to 10 mm. CDS RU~403 can be
completely remolded with finger pressure. The resulting malerial is a clayey sand. Below 3 feet,
RU-403 was in partly decomposed state (PDS), with less than 50 % ofthe material remoldable.
The unconfined compressive strength (UCS) of CDS to PDS RU-403 was measured using a pocket
penetrometer. The UCS exceeded the range of the instrument (9,000 pst) in all cases. However, it
is likely that some loss of strength will occur wilhin CDS RU-403 at higher moisture contents. Little
or no loss of slrength is expected for PDS RU-403 during the winter months.
Vegetation on lhe lot consists of Douglas Fir trees, ferns, wild filbert bushes, and minor blackbeny
vines. Some of the fir trees have pistol-butts.
Whereas some of the characleristics ofSU-A are consistent with those reported for the site, the depth
of the soil is less lhan reported in the Soil Survey. In addition, the Soil Survey does not indicate the
presence of igneous rock fragments within the soil. RUA03 is a sedimentary rock unit, which is
inconsislent with lhe igneous rocks oflhe Little Butte Volcanics reported on the geologic map. The
presence of in-place rock at shallow depth indicates that the seismic hazard for the site is probably
low.
There were no indications of overall stability issues at this site. A 10pographic section was measured
using a clinometer and 100-ft steellape. It is presenled on Figure 3.
Based on a USCS classification as a CH soil, it is likely that SU-A is expansive, The presence of the
pistol-butts on some of the fir trees is consistent with creep within SU-A as the resul1 of moisture
changes, For this reason, and due to the content of organic debris it is recommended to remove SU-
A from beneath all bearing areas, and from areas where structural fill will be placed. Ideally,
foundations are placed on or within PDS RU-403. In that case, using the Bell-Casagrande Method,
the ultimate bearing capacity al the site is 18,000 psf. Using a factor of safety of3 for dead and live
loads the allowable bearing capacity on undisturbed PDS RU-403 is 6,000 psf.
It is recommended 10 install foundation drains on the upslope and side-slope sides of the foundation
excavation, These drains should be installed 10 at least 6 inches below adjacent base of footing
grade, sloped to drain (at least 2 % fall) and routed to an approved discharge point Roof drainage
should not be placed in the foundation drain system,
--::0, If il is proposed 10 utilize design bearing pressures higher than 1,000 psf il is recommended to have
/
a representative of GeoScience verify the allowable bearing capacily of the subgrade soil once the
excavation has been completed.
;'
Mr. Bradley Myers, PE
September I, 2003
Page 3
Temporary cut banks in CDS/PDS RU-403 can be sloped at near-vertical angles as long as OSHA
regulations for setbacks are considered. For temporary cut banks more than 4 feet in height il is
recommended to slope the portion within CDS/PDS RU-403 at no steeper than I : I and lhe portion
within SU-A at no steeper than 1.5H : I V. Permanent cut banks within RU-403 should be sloped
no steeper than 1.75H : I V and should be rounded al the top. Fill slopes should not exceed 2: 1.
Excavated on-site malerials should nol be utilized as structural fill beneath footings or as backfill
for retaining walls, The material will lend 10 lose strength upon exposure 10 moisture, will drain
slowly, and is expecled to plug foundation drains, Therefore, open rock (either round rock or open
crushed rock) should be imported as backfill for retaining walls and retaining wall calculations
should be based on the characleristics of the imported backfilL
Plans for the proposed residence (dated August 20, 2003) were reviewedon AuguSl25, 2003. In
general, the plans appear to be consistent wilh the above recommendations. It should be ensured that
lhe downslope (northern) foundation elements are placed on or within CDS/PDS RU-403, or on
compacled selecl fill placed on this rock unit
The sile is suitable for the proposed development, provided the above recommendations are
followed, and no further assessment of the sile is required. If you have any questions regarding this
matter, please do not hesitate to contact me al 607-5700.
Sincerely,
GeoScience, Inc.
/"', ? ,_L/./ "',
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/Gunnar Schlieder, Ph.D., CEG
/
att.
Name: SPRINGFIELD
Date: 8/1/2003
Scale: 1 inch equals 2000 feet
Location: 044002' 35.0" N 122' 54' 19,9" W
Caption: Figure 1: Location Map
Copyright (C) 1997, Maptech. Inc.
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Figure 2: Test Pit and Section Locations
Scale Approximate: I" = 20'
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Note: Section measured using clinometer and 10D-ft. steel tape. Subsurface matenal dlsnbU1Jon Inferred from test pit and other exposures.
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SU-A: Dark broWl fat CLAY IAAth
roots and Igneous rock fragments.
~._'_._'_.
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~'::::"::::"::::'::::"::
...............
.......:........
'-'-'-"-'
RU-403: Agglomeratlc sandstone.
CDS to PDS, Tan to rust broWl.
Grassroots Thinking, TL 3800, Holly & 73rd Streets, Thurston
Figure 3: Field-Developed Cross Section
Scale (ft,) as Shown
~
LOjUler: GS
Equipment:
I Depth: 3,25 tl,J
Trackhoe
.'
Description
Depth to Rock: 1 tl,
Ope-ator: Joe
Er t, Grad,
G S M/e
I Depth to Water: N/A
~her: Swmy. 80s
UCS
psf
"
Cons, Moist Plast,
UUS
psf
Darl< broWl sandy CLAY. Very hlghdry
strength, high toughness, no dilatancy.
CH
5
35
60
Hard
Dry
BPI.
SC
70 30
Hard
DryD
Sf. Moist
APL > 9,000
~M.Q!~C--NP-' ;-9,000-' _m____
4-
Hard Moist APL
5-
6-
7-
8-
9-
lO-
U-
12-
, Grassroots Thinking, TL 3800, Holly & 73rd Streets, Thurston
TP-1
Dral.V1bv: GS Dale7-31-03
.I
:; mUCl U~AL
DUIl.DING DESICN . FIRE' pnOTEcnoN
CODe CONSULTANT. PLAN CHECKING
CONS'IAUCTION INSPECTION W.o"
MOvL..""~ to!",.. J s.rF=/,.J(::)r:--1 t1..L....t) J
FROM :
FA>: ~IO.
CALCULATIONS
-n.-~\
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I a- <>\ j2:<t.o,J' S, 0.-.1
Feb, 11 2004 03: 33P~1 P2
CLIPJ1 ..-
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OF
.\
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Aa-C
DATE
CALCUL...TED WI"
(;HECKED BV
It?,,",>"!
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17'i~ o~I;C
. G,~!.4/rt.. (";;\o-J 12.\
l"O
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(,,-14
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S1.~"t.,..- \>~('A.IL.
)
BEAM PER PLAr-;s~ .
DOUBLE TOP PLATE-'
(1) 2x6 BLOCKING fLAT
w/ (1) 35" LONG CS16 STRAP /
NAIL ALL HOLES...../'
NAIL WALL SHEATHINC TO BLOCKING
8d @ 2"o,c. STAGGERED
I
/
7 /16" OSB 8d NAlLS_____/
3"0.c. EDGES
STHD14 HOLDOWNSJ"
CONe. STEM WALL/ -
CONT. fOOTING...../' ~t
~........-: >,.<=, ('7,"'1) ~ \ \.'7 *
upt--. F. "'- Ii,9- o!
"ST I-\- bd- E.A.c..-+ r<->-J II [
L0 ....<.-L . fJ-1r,).- ~~sV~~ .~ --)
--"""'-'-
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CD
DET All AT F RIJNT OF
NTS,
(TYPICAL EACH END OF OPENING)
GARAGE
1245 PEARL ST. . EUGENE, O,1EGON 97401
TEL: (541) 484-9080