HomeMy WebLinkAboutPermit Building 2001-1-29
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I Job# 01-00083-01 I
Page 1 of2
TRANS#:01-0004336
DATE:JAN 29 2001
AMT RECD:1 $ 89.00
CHANGE:$ 0.61
CASHIER: 061
~
225 North Fifth Street
Springfield, OR 97477
CITY OF SPRINGFIELD, OREGON
COMMERCIAL PERMIT
City Of Springfield
Community Services Division
Building Safety
Job Number: 01-00083-01
Office: 726-3759
Inspection Line: 726-3769
Location Of Proposed Site: 3738 Main St Spr
Assessors Map#: 17023142
Lot: Block: Addition:
Tax Lot #: 02406
Subdivision:
Owner:
Address:
Arlie & Company
722 Country Club Road
City/State/Zip: Eugene, OR 97401
Alteration Value: $4,050
Phone Number: 541-344-5500
Scope Of Work: Commercial
garage door infill plus addtnl site work
Contractor Type
General Contr
Contractor Registration # Expiration Date
Two Feathers Contracting
2350 North Terry Space 37, Eugene, OR
97402
Phone
541-461-5733
: -~ ":l,H,
. ,- '.ll....\V
Land Use'. # Of B 'Id'."~" ,!..,
UI mgs. _ ,'"). ,
i,' I:' . - ,,_, .:' .,')~ I_ .
Zoning Code: .' O,<:cupancy'Groltl1:>.QO',-
.-.1,,'.1 _"I""\t\rlO;J(;.
Bedrooms: ",,"c,l"'~ . '_\l\"tjl!~tlSour.ce: th<, 'U\25 b~
R ~'I,.\lU' S F -.:: "t 1l~
ange: JA.-1. :,,' ",," (\h .~:, .oo~g~~:1~lap\10ne
}~v .'. _ . t' ...;..;111....1. \l.~...,......._;~~t\. ,'\ot\iiCa\1U"
To request an inspection call the 24 hour recording at 726-3769. AII:inspections req~e~ed befor~.?:OO
a.m. will be made the same working day, inspections requested after. 7:00'a.ni'. will be made ttiefollo~ing
working day. .
Construction Types:
Occupancy Groups:
# Of Buildings:
# Of Bedrooms:
Handicap Access? 0
iArea (Sq, Feet)
I Main: Accessory:
Quad Area:
# Of Units:
Constr. Type:
Water Heater:
Framing
Drywall
Glu-Lam Beams
Final Building
Office Use
Required Inspections
Building
- Prior to cover.
- Prior to taping.
-Inspection Certificate by an approved agency to be Rrovided to City Building Inspector prior to ~
- When all required inspections have been ap,p,@ve'd.a'Ra the building~~i-~8r,J;1Plete.wORK
1HIS PERMI1 SHALL ~~HIS PERM\1 IS N01
AU1HORIZED UNDE BANDONED FOR
COMMENCED OR IS A
NY 180DAYPERIOD.
I-'Height (feet):
Proposed Units:
# Of Stories:
Current Units:
Census Code: Does not apply
Total:
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Job# 01-00083-01
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Page 2 of 2
Fee
Paid On Receipt#
Plan Check
01/29/2001 4336
Value/Quantity
Fee Amount
Commercial Plan Check
Total Plan Check
4,050
$32.83
$32.83
Building Permit
State Surcharge For Building Permit
Building Administrative Fee
Total Building
Grand Total
Building
01/29/2001 4336
01/29/2001 4336
01/29/2001 4336
4,050
$50.50
$3.54
$1.52
$55.56
$88.39
Plan Check Type
Checked By
Date Completed
Comment
Structural-C/I/P
Lome Pleger
01/29/2001
By si9nature, I state and agree that I have carefully examined the completed application and do
hereby certify that all information herein is true and correct, and I further certify that any and all work
performed shall be done in accordance with the Ordinances of the City of Springfield and the Laws of
the State of Oregon. I further state that only contractors and employees who are in compliance with
ORS 701.055 will be used on tIli project. I further agree to ensure that all required inspections are
request t the proper time, l~a the project address is readable from the street, that the permit card
is loc ed a the front of thl 'r!P rty, and the approved set of plans will remain on the site at all times
dur' g COni~tion'1 {l 01 ltT i,)
Signature\,; " -~ Oat' /
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KEATING
ENGINEERING
L L C
188 WEST B ST. - BLDG P
SPRIt-ISFIELD. OR 97477
.VOiCE.....t54ifi2(;::999i1
FAX.........-!54iiii6-9996-
email keatinqeng@msn.com
.
.
January 25, 200 I
City of Springfield
225 Fifth Street
Springfield, OR 97477
Re: infills I tenant improvements at 3738 Main Street
Please not the following revisions to the drawings for the above project:
I. The owner is electing 10 infill two overhead doors on the north wall of
the building. Since these are curtain walls, the only structural
requirements pertain to wind loading, decay measures and insulation.
The proposed studs meet provisions of the structural specialty code for
height and spacing without engineering evaluation. The sill plates are
to be pressure treated, and \vith adjacent paving and slabs they will have
the requisite 6" separation fonn soils. Since the wall thickness is to
match the existing CMU, the studs will be cut to suit, and the insulation.
will be expected to expand slightly to fill the entire cavity. (See sheet
930001A)
2. The interior wall between the western Iwo units in the building ground
floor area is to be removed in some areas. This will not effect the
building structure, as the existing floor trusses span parallel to Ihis wall,
and do not depend on it for bearing (see revised sheet 93000 I)
If you have any questions, please feel free to call
r6fds'
Jf.~"
! St~~ G. Keating PE
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KEATING
ENGINEERING
C.........cmmm..C
188 \\EST 8 ST. - IlUlG P
~:di97477
VOICE (541) 726-9995
fAX (54li 721>9996
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ISSUE "" TE
Nov.mb<< 8,
2000
CALCULATED: s. KtATlNG
PROJECT NO:
00-100 CHECKED BY SK
REVlS<lNS :
I=CT
PIOOJECT
CESCRI!'T1ON
ARLIE AND COMPANY
BEAM TO SUPPORT FLOOR LOADS IN EXISTING BUILDING AT 3738 MAIN
STREET, SPRINGFIELD, OREGON
DESIGN lOADS SEISMIC ZONE 3 CONST TYPE
WD<O Lao.D "''''PH """""'ANCE
FACTOR
ROOF S..:Hi 2S PSF UlN OURATlON
FACTOR
SOL""^"",,, 10lXlPSF P,,"8M
RESTRAM"
, F\.COR IT'VE .. Fl"""""'"
I ROOF LM (5NONLOl ROOF 0EA:l
I WAll. LM 0 WALl oe.AO LO'D
CClOfS 1997 OREGON STRUCTURAl SPEcw..TY COOE
ONE AND TWO FAMILY OE"WU.J'>IG SPECW-. TY CODE
STATE OF OREGON Pl..\JMBiI!>IG SPEcw.n CODE
STATE Of OREGON ~ SPEQ..IlLTYCO:::lE
'"
OCCUPANCY F.'
WlNO B
EXPOSURE
ACTMO ", t~r3C
PRESSURES "''SC
Ft.ClOI> POINT "',.
COllATERAl. OPSF
U5
N'A
'0
15PSF
.
CONTRACTOR MUST ENSURE THAT NEW WORK CONFORMS TO ONE-
HOUR CONSTRUCTION FOR FLOOR CEILINGS WITH GWB WRAP ON
BEAM TWO LA YERS 5/8" TYPE X GWB, WITH 1 LAYER 5/8" TYPE X GWB
ON SUPPORT PSOTS
EXPffiES 6-30- "
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PROJECT: ARLIE A.CO - 3738 MAIN STREET - SPFU.
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I JOB: 00- 93 DATE: 01-25-01
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Keating Engineering LLC - 188 W.st B Stro.t. Builcing P - Springfield. Or.,gon 97477 - P(541)726-9995. F (541)726-9996 _ email: keatlnoenoi!l>msncom
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Keating Engineering LlC - 188 West B street - Springfield. OR - 97477
Tel: (541) 726-9995. Fax: (541) 726.9996 emaii: keatingeng@msn.com
3738 MAIN STREET CENTERLINE BEAM
Prepared by: SK
I 5-118x 12 .9JJ!'24F-V4 DFIDF
~
Min Bearing Area
Seam Span
Beam WI per ft
Seam Weight
Max Moment
TL Max Defl
LL Max Defl
Choice
Condition
Data
. Attributes
Actual
Critical
Status
Ratio
Values
Ad;ustments
Loads
I Sase Values
Sase Adjusted
Cv Volume
Cd Duration
Cr Repetitive
Ch Shear Stress
em Wet Use
SeamChek has automatically added the beam se~-weight into the calculations.
Section (in')
123.00
113.43
OK
92%
Date: 11/09/00
BASE Fb = 2400
SeamChek 2.2
ADJ Fb = 2400
R1= 14.0 in'R2= 14.0 in'
10.0 ft Reaction 1
14.94 fI Reaction 2
149 fI Maximum V
22687 '# Max V (Reduced)
L / 240 TL Actual Defl
L / 360 LL Actual Defl
Shear (in') TL Defl (in)
61.50 0.31
57.31 0.50
OK OK
93% 61%
DL Defl 0.09 in Suggesled Camber 0.13 in
9075 # Reaction 1 LL 6500 #
9075 fI Reaction 2 Ll 6500 #
9075 #
7260 #
L/391
L/546
LL Defl
0.22
0.33
OK
&6%
Fb (psi)
2400
2400
1.000
1.00
F cJ. (psi)
650
650
Fv (psi)
190
190
E (psi x mil)
1.8
1.8
1.00
Unifonn TL: 1800 = A
I
r
6
R1 = 9075
Unifonn LL:
1300
Unitonn Load A
I
I
6
R2 = 9075
SPAN = 10 FT
Unifonn and partial unifonn loads are Ibs per lineal ft.
.<--.
.
Keating Engineering LLC -188 West B Street - Springfield - OR - 97477
Tel: (541) 726-9995 Fax: (541) 726-9996 emaU: keatlngeng@msn.com
3738 MAIN STREET BEAM AT CENTER OF BOTTOM FLR
Prepared by; SK Date; 10/19/00
Choice I 5-1/8x 10-1/2 GLB 24F-V4 OF/OF I BASE Fb = 2400
Conditions '51 'I z.~t.- ~...
R1~2= 12.6 in' DL Den 0.08 in Suggested Camber
('9.0-ftfleaction 1 8159 # Reaction 1 LL
f.i'u8It Reaction 2 8159 #. Reaction 2LL
118# MaxirnumV 8159#' .
18357 '# Max V (Reduced) 6572 #
L /240 TL Actual Den L /360
L /360 LL Actual Den L/502
Shear (in') . TL Den (in) LL Den
53.81 0.30 0.22
51.89 0.45 0.30
OK OK OK
96% 67% 72%
Fb (psi) Fv (psi) E (psi x mil)
2400 190 1.8
2400 190 1.8
1.000
1.00
..
Data
Min Bearing Area
Beam Span
Beam WI per ft
Beam Weight
Max Moment
TL Max Den
LL Max Den
A tlribute s
Actual
Critical
Status
Ratio
Section (in')
94.17
91.79
OK
97%
. Values
Base Values
Base Adjusted
Cv Volume
Cd Duration
Cr Repetitive
Ch Shear Stress
CmWet Use
Adiustments
(\ '"l ,-, U~ (. 5
vv-J u.
BeamChek 2.2
AOJ Fb = 2400
0.13 in
.5850#
5850 #
Fcl (psi)
650
650
1.00
BeamChek has automatically added lhe beam seff-weight into the calculalions.
Loads
Uniform TL: 1800 = A
1300
'5~
I
I
.6
R1 = 8159
Uniform LL:
10 'SP~ ohSo-ci
Uniform Load A
I
!
.6
R2 = 8159
SPAN = 9 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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Keating Engineering LLC -188 West B Street- Springfield. OR - 97477
Tel: (541) 726-9995 Fax: (541) 726-9996 emall: keatlngeng@msn.com
3738 MAIN STREET
Prepared by: SK
Date: 10/19/00 BeamChek 2.2
Conditions
I 4. 6 DF-L Select Wood Column
Using values for 2x and 4. solid sawn, Dimension Lumber. NDSID In Grade Values
Choice
Data
Reaction 8200 # Column Area 19.25 in' Kf 1.00
Actual Height 9.0 ft Ie d1 Effective Ht 108in c 0.80
Unbraced dl 9.0ft Ie d2 Effective Ht 108 in KcE 0.30
Unbraced d2 9.0ft Ke Buckling Mode 1.0 FeE 599
Controlling d is 3.5 inches Fc II (psi) E (psi. mil)
I Base Values 1700 1.9
leld psi Area (in') Sase Adjusted 555 1.9
Actual 31 42S 19.25 CF Size Factor 1.15
Critical 50 555 14.78 Cd Duration 1.00
Status OK OK OK Cm Wet Use 1.00 1.00
Ratio 62% 77% 77% Cp Stability 0.28
Attribufes and Va!ue,2,
Note: A wood plate under this column must have an Fc value. perpendicular to the grain. greater than 426 psi.
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(', .') I' u~ 0 7
vv-.J
Keating Engineering LLC -188 West B Street - Springfield - OR - 97477
Tel: (541) 726-9995 Fax: (541) 726.9996 emall; keatlngeng@msn.com
3738 MAIN STREET
Choice
I 6x 6 DF-L Select
Prepared by: SK
Wood Column
Date: 10/19/00 BeamChek 2.2
CondiUons
Using values for 5x + sofid sa"71, Posts and Timbers.
Data
Reaction
Actual Height
Unbraced d1
Unbraced d2
16300 #
9.0 ft
9.0ft
9.0 ft
Column Area 30.25 in' Kf 1.00
Ie d1 Effective HI 108in c 0.80
Ie d2 Effective Ht 108in KcE 0.30
Ke Buckling Mode 1.0 FcE 1245
Attributes and Values
Controlling d is 5.5 inches
I Base Values
Base Adjusted
CF Size Factor
Cd Duration
Cm Wet Use
Cp Stebility
Fc 1/ (psi)
1150
825
1.00
1.00
1.00
0,72
E (psi x mil)
1.6
1.6
leld psi Area (in')
Actual 20 539 30.25
Critical 50 825 19.75
Status OK OK OK
Ratio 40% 65% 65%
1.00
Note: A wood plate under this column must have an Fc value. perpendicular to the grain. greater than 539 psi.
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1 Projecl:
ARLIE AND CO
3738 MAIN ST
SPRiNGFI
.
INDIVIDUAL SQUARE :.'. JTINGS
EVALUATION OF EXISTING SLA
I ,-. Oil 11(' 8
Page: v J J V U
Oate: I 10118
Proi no: 1 00-93
41BARS
8 OCEW
2000' PSF
150 PSF
1850 PSF
o PSF
9.35 SO FT
40 EA SIDE
1707 PSF
System Design depth to steel I
actual d/2
allowabie Vc
reinforcing bar size #
development length
available development
Ker
611N reinforcement location factor 1.00
6 IN' reinforcement coating factor 1.00
200 PSI reinforcement size factor 0.80
4 lightweight concrete factor 1.00
14.40 IN transverse reinforcment index 0.00 ACI min
15 IN CHECK EFFECTIVE REINFORCEfIo""., "nlO
1 10 account for reduced development lenoths
200lPSI
100lPSI
24508.3 LB FT
I 0.038151
Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995
Key Number: I BEARING AT
. Location: EXISTING WALL LINE
WIDTH 1
LENGTH i
401
401
REINFORCING #1
SPACING I
Input parameters:
applied load I
depth of excavation I
footing thickness I
column dimensions I
depth to steei I
F'cl
Fyi
17300 LBS soil allowable bearing I
1 FT footing unit weight
12 IN net soil allowable I
6 IN surcharge load
6 IN above base minimum footing area: I
2500 PSI footing dimensions (inches) 1
60 KSI actual bearino pressure 1
Pier design
two-way shear! 15965.12/LBS = 18.48 PSI allowable
one-way shear I 6111.111 LBS = 25.463 PSI allowable
bending moment I 14416.67 LB FT required design moment
bar spacing I 8 IN oc
reinforcing bar size # I 4
rho I 0.0040891 rho bail 0.0508557 I rho max
moment capacitvl 24959.93 LB FT I Ker 24959.927 OK
BENDING USING MODULUS OF RUPTURE AT 4" DEPTH
- . --. .. S=I 96011N3
Erl 350 PSI
M=I' 28000lLB FT
P= I 33600 LBS
SF=17119764.71ILBS
COMPRESSION USING TRIAXIAL SHEAR
COL. WIDTH 4
COLLENGTH 4
SLAB DEPTH 12
BEARING AREAl 784 SO IN
BEARING CAPACITYj 10888.89 LBS
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