Plans titA5-rzo4--000-36
City of Tigard RECEIVED
. A• • •v: . Plans
By Alit"),
Date rj�21 - AUG 212014
1�� CITY OF TIGARD
REVISION BUILDING DIVISION
OFFICE COPY
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1 PARTIAL CEILNG PLAN DESIGN
Al SCALE: 1/4"=1'-O" PDS DRAFTING
CONSULTING ',
2850 SW CEDAR HILLS BLVD.SUITE 106
Al PARTIAL FLOOR REMODEL BEAVERTON,OREGON 97005-1354
PLAN 14270 SW 97TH AVE.TIGARD,OREGON CONTACT:CHRISTOPHER NESTLERODE
PHONE:503.341-6801 EM.CNDESIGNS @COMCAST.NET
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11 ---' PARTIAL FOUNDATION PLAN DESIGN -
1\ A2 SCALE: 1/4"=1' o" Ps DRAFTING
/ CONSULTING
A2 PARTIAL 2850 SW CEDAR HILLS BLVD SUITE 106
REMODEL BEAVERTON,OREGON 97005-1354
FOUNDATION 14270 SW D,OREGON
CONTACT:CHRISTOPHER NESTLERODE
PHONE:503-341-6801 EM.CNDESIGNS @COMCAST.NET
(N)BEAM PER PLAN
(E)CEILNG JOIST (E)CEILNG JOIST
PER PLANS PER PLANS
(N)SIMPSON ITS / ' /I
SERIES HANGER / (E)WALL TO
BE
REMOVED PER
PLAN
1 CONNECTION DETAIL
A3 SCALE: 1"=V-0"
DRAFTING
- CONSULTING
A3 DETAILS REMODEL 2850 SW CEDAR HILLS BLVD.SUITE 106
BEAVERTON,OREGON 97005-1354
14270 SW 97TH AVE.TIGARD,OREGON CONTACT:CHRISTOPHER NESTLERODE
PHONE:503-341-6801 EN.CNDESIGNS@C0NCAST.NET
Structural Calculations
for
New Beam @
14270 SW 97th Ave.
Tigard, Oregon
August 19, 2014
DESIGN PARAMETERS
2011 Oregon Residential Specialty Code
,coaszrz,,,
Scope of Work: PRO
These calculations are for a new beam at an existing bearing wall that will G `
be removed. Analysis of the existing structure and the lateral analysis of the
house is outside the scope of work.
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Consulting Engineers By: Date:
Chk: Date:
.tructuraL E_ngineering Job #:
(503) 968-9994 (phone) (503) 968-8444 (fox) Sheet: Of:
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Ill
Structural Engineering JOB NO 4/
(503) 968-9994 p (503) 968-8444 t SHEET OF
IHIHAYBEN Project Title:
Engineer. Project ID:
Project Descr:
Consulting Engineers
- .tructuraL Engineering Printed 19 AUG 2011.1 15PM
File=Ca Userslcurtis1Desktop1MCDONA-1.EC6
Wood Beam ENERCALC.INC 1983.2014.Bulld:6.14.8.16,Ver:6.14.8.16
:HAYDEN CONSULTING ENGINEERS
Description: New Beam
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-05
Load Combination Set : ASCE 7-05
Material Properties __
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb•Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
Df0 32)L(0 33)S(0.35)
+ $ * * +
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L - -- -- - - --- ------z
5 125x16.5 A
Span=19 750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
-
Uniform Load: D=0.320, L=0.330, S=0.350, Tributary Width=1.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.893 1 Maximum Shear Stress Ratio = 0.473 : 1 •
Section used for this span 5.125x16.5 Section used for this span 5.125x16.5
fb:Actual = 2,088.30psi fv:Actual = 125.22 psi
FB:Allowable = 2,339.09 psi Fv:Allowable = 265.00 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 9.875ft Location of maximum on span = 18,380 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.349 in Ratio= 679
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.828 in Ratio= 286
Max Upward Total Deflection 0.000 in Ratio= 0 <180
Maximum Forces&Stresses for Load Combinations
- -- _- ------- --- --------------..._------
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v
D Only 0.00 0.00 0.00 0.00
- Length=19.750 ft 1 0.344 0.182 0.975 1.00 1.00 1.00 1.00 1.00 15.60 805,13 2339.09 2.72 48.28 265.00
+0+L+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.699 0.370 0.975 1.00 1.00 1.00 1.00 1.00 31.69 1,635.42 2339.09 5.53 98.07 265.00
+D+Lr+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.344 0.182 0.975 1.00 1.00 1.00 1.00 1.00 15.60 805.13 2339.09 2.72 48.28 265.00
4)+S4l 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.721 0.381 0.975 1,00 1.00 1.00 1.00 1.00 32.67 1,685.74 2339.09 5.70 101.09 265.00
+D+0.750Lr+0.750L+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.610 0.323 0.975 1.00 1.00 1.00 1.00 1.00 27.67 1,427.84 2339.09 4.83 85.62 265.00
+D+0,750L+0.750S+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.893 0.473 0.975 1.00 1.00 1.00 1.00 1.00 40.47 2,088.30 2339.09 7.06 125.22 265.00
II_? IEJt Project Title:
Engineer; Project ID:
Project Descr:
Consulting Engineers
. otructural .ngineering
_ Primed.19 AUG?l,i 4 1:15PM
File=C:\Users\curtls\Desklop\MCDONA-1.EC6 '
[Wood Beam ENERCAIC.INC.19163.2014 Bulld:6.14.8.1E.Vec6.t4.B.16
YDEN CONSULTING ENGINEERS
Description: New Beam
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v
+D+W+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.344 0.182 0.975 1.00 1.00 1.00 1.00 1.00 15.60 805.13 2339.09 2.72 48.28 265.00
+D+0.70E+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.344 0.182 0.975 1.00 1.00 1.00 1.00 1.00 15,60 805.13 2339.09 2.72 48.28 265.00
+0+0,750Lr+0.750L+0.750W+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.610 0.323 0.975 1,00 1.00 1.00 1.00 1.00 27.67 1,427.84 2339.09 4.83 85.62 265.00
+0+0.750L+0.750S+0 750W+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.893 0.473 0.975 1.00 1.00 1.00 1.00 1.00 40.47 2,088.30 2339.09 7.06 125.22 265.00
+D+0.750Lr+0.750L+15250E+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.610 0.323 0.975 1.00 1.00 1.00 1.00 1.00 27.67 1,427.84 2339.09 4.83 85.62 265,00
+D+0.750L+0.750S+0.5250E+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.893 0.473 0.975 1.00 1.00 1.00 1.00 1.00 40.47 2,088.30 2339.09 7.06 125,22 265.00
+0.600+W+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.207 0.109 0.975 1.00 1.00 1.00 1.00 1.00 9.36 483.08 2339.09 1.63 28.97 265.00
+0.60D+0.70E+H 0.975 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=19.750 ft 1 0.207 0.109 0.975 1.00 1.00 1.00 1.00 1.00 9.36 483.08 2339.09 1.63 28.97 265.00
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location In Span Load Combination Max."+"Deft Location in Span
+0+0.750L+0.750S+0.525E+H 1 0.1276 9.947 0.0000 0.000
Vertical Reactions Support notation:Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXlmum 8.196 8.196
Overall MINimum 1.896 1.896
+D 3.160 3.160
+D+L+H 6.419 6.419
+D+Lr+H 3.160 3.160
+D+S+H 6.616 6.616
+D+0.750Lr+0.750L+H 5.604 5.604
+D+0.750L+0.750S+H 8.196 8.196
+D+W+H 3.160 3.160
+D+0.70E+H 3.160 3.160
+0+0.7501J+0.750L+0.750W4I 5.604 5.604
+D+0.750L+0.750S+0.750W+H 8.196 8.196
+D+0.750Lr+0.750L+0.525E+H 5.604 5.604
+0+0.750L+0.750S+0.525E+H 8.196 8.196
+0.60D+W+H 1.896 1.896
+0.60D+0.70E+H 1.896 1.896
D Only 3.160 3.160
Lr Only
L Only 3.259 3.259
S Only 3.456 3.456
W Only
E Only
H Only
p Project Title:
t Engineer: Project ID:
Project Descr:
Consulting Lngineers
. .tructuraL .ngineering Printed:19AUG2014,1:16PM
File=C3Userslcurtis\Desklop1MCDONA-1.EC6
Wood Column ENERCAIC INC.1983-2014.Build:6.14.B.16 Ver:6.14.8.16
HAYDEN CON'ULTING ENGINEERS
Description: --None--
Code References
Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-05
Load Combinations Used : ASCE 7-05
General Information
Analysis Method: Allowable Stress Design Wood Section Name 4x6
End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 8.0 ft Wood Member Type Sawn
(Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors
Wood Species Douglas Fir- Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30
Wood Grade No.2 Cf or Cv for Compression 1.150
Fb-Tension 900 psi Fv 180 psi Area 19.250 in A2 i
p p Ix 48.526 inA4 Cf or Cv for Tension 1.30
Fb-Compr 900 psi Ft 575 psi ly 19.651 inA4 Cm:Wet Use Factor 1.0
Fc-Pill 1350 psi Density 32.21 pct Ct:Temperature Factor 1.0
Fc-Perp 625 psi Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity. . x-x Bending y-y Bending Axial Kt:Built-up columns 1.0 rods 15 3 2
Basic 1600 1600 1600 ksi Use Cr:Repetitive? No(non-gib only)
Minimum 580 580 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0
Applied Loads _ Service loads entered. Load Factors will be applied for calculatio_ns.
Column self weight included:34.447 lbs*Dead Load Factor
AXIAL LOADS. . .
Axial Load at 8.0 ft, D=3.20, L=3.30, S=3.50k
DESIGN SUMMARY -
Bending & Shear Check Results
PASS Max,Axial+Bending Stress Ratio = 0.7621 :1 Maximum SERVICE Lateral Load Reactions. .
Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial 8.334 k for load combination: n/a
Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowwaa ble 568.13 Psi Applied 3 for load combination:n/a
si
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.0 :1 Bending Compression Tension
Load Combination +0.60D+0.70E+H Cf or Cv:Size based factors 1.300 1 150
Location of max.above base 8.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 180.0 psi
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C P _ Stress Ratio Status Location Stress Ratio Status Location_
D Only 1.000 0.366 0.2957 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+L+H 1.000 0.366 0.5975 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+Lr+H 1.000 0.366 0.2957 PASS 0.0 f1 0.0 PASS 8.0 ft
+D+S+H 1.000 0.366 0.6158 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750Lr+0.750L+H 1.000 0.366 0.5221 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750L+0.750S+H 1.000 0.366 0.7621 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+W+H 1.000 0.366 0.2957 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.70E+H 1.000 0.366 0.2957 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750Lr+0.750L+0.750W+H 1.000 0.366 0.5221 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750L+0.750S+0.750W+H 1.000 0.366 0.7621 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750Lr+0.750L+0.5250E+H 1.000 0.366 0.5221 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750L+0.750S+0.5250E+H 1.000 0.366 0.7621 PASS 0.0 ft 0.0 PASS 8.0 ft
HI HAYI EIV Project Title:
Engineer:
Project ID:
IL Project Descr:
- Consulting Lngineers
- .tructural Engineering
Printed:19 AUG Y014 1:tePM
File=C:1Userslcurts\DesktoplMCDONA-1.EC6
Wood Column ENERCALC,INC.1953-2014,Build:6.14.8.16,Ver:6.14.6.16
HAYDEN CONSULTING ENGINEERS
Description: --None-
Load Combination Results
Maximum Axial+Bendinq Stress Ratios Maximum Shear Ratios
Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location
+0,60D+W+H 1.000 0.366 0.1774 PASS 0.0 ft 0.0 PASS 8.0 ft
+0.60D+0.70E+H 1.000 0.366 0.1774 PASS 0.0 ft 0.0 PASS 8.0 ft
Maximum Reactions•Unfactored Note:Only non-zero reactions are listed
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
+D k k 3.234 k
+D+L+H k k 6.534 k
+D+Lr+H k k 3.234 k
+D+S+H k k 6.734 k
+D+0.750Lr+0.750L+H k k 5.709 k
+D+0.750L+0.750S+H k k 8.334 k
+D+W+H k k 3.234 k
+D+0.70E+H k k 3.234 k
+D+0.750Lr+0.750L+0.750W+H k k 5.709 k
+D+0.750L+0.750S+0.750W+H k k 8.334 k
+D+0,750Lr+0.750L+0.525E+H k k 5.709 k
+D+0.750L40.750S+0.525E4H k k 8,334 k
40.60D+W+H k k 1.941 k
+0,60D+0.70E+H k k 1.941 k
D Only k k 3.234 k
Lr Only k k k
L Only k k 3.300 k
S Only k k 3.500 k
W Only k k k
E Only k k k
H Only k k k
Maximum Deflections for Load Combinations -Unfactored Loads __
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
+D 0.0000 in 0.000 ft 0.000 in 0,000 ft
+D+L+H 0.0000 In 0.000 ft 0.000 in 0.000 ft
+D+Lr+H 0.0000 In 0.000 ft 0.000 In 0.000 ft
+D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750Lr+0.750L+H 0.0000 In 0.000 ft 0.000 in 0.000 ft
+1340.750L40.750S441 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0+W44-1 0.0000 in 0.000 ft 0.000 in 0,000 ft
+D+0.70E+H 0,0000 In 0.000 ft 0.000 in 0.000 ft
+D+0.750Lr+0.750L+0.750W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0+0.750L40.750S40.750W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750Lr+0.750L+0.525E+H 0.0000 In 0.000 ft 0.000 In 0.000 ft
+D+0.750L+0.750S+0.525E+H 0.0000 in 0.000 ft 0.000 In 0.000 ft
+0.60D+W+H 0.0000 In 0.000 ft 0.000 In 0,000 ft
+0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 In 0.000 ft
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
L Only 0.0000 In 0.000 ft 0.000 In 0.000 ft
S Only 0.0000 In 0.000 ft 0.000 in 0.000 ft
• W Only 0.0000 in 0.000 ft 0.000 In 0.000 ft
E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
•
iI/ tUEIi
Engineer: Project ID:
Project Descr.
— — Consulting Engineer,
3tructuraL Engineering Fai+Nr4 , x;11114, Ia0144
Wood Column 'c 83-2014,8 utoesktop.16.Ve ,1141.6
ENER MC,NJC,19B32O14,euik1.61t$.16,Ver.6,14.6.16
Description —None--
Sketches _
10Ok
03
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350 in Loads are total entered value.Arrows do not reflect absolute direction.
� 1
FOR OFFICE USE ONLY—SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
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City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
Transmittal Letter
TI c,A I\ 1, 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: 29N n/CZ
DEPT: BUILDING DIVISION v
,,P R5ZL AUG 21 2014
FROM: � v tO CITY OF fiGARU
BUILDINfl nonRinv
COMPANY: -Acwe CW(
PHONE: 503/S ei -34oZ(n By:
RE: 4'7 2 p7 -vc /`7SS7c 2 // —D003(0
(Permit Number)
(Project name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS:
Copies: 1 Description: I Copies: Description:
Additional set(s) of plans. Revisions:
Cross section(s)and details. _ Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. V" Engineer's calculations.
— Other(explain):
REMARKS: VE/n/EE 2/n/6- STS C 774/Q4-C. /A/ /()D/24 ff ,
•
FOR OF C USE ONLY
Routed to Permit Technici. Date: Zl Initials: G g _
Fees Due: ❑ Yes 4 lo Fee Description: Amou °Ri e:
Special
Instructions:
Reprint Permit(per PE): El Yes io ❑ Done
Applicant Notified: _ Date: Initials:
(:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012