Plans MALLSTRUCTURE
Engineering LLC
A pprOVe ptaD, 16154 SW Upper Boones Ferry Rd •Portland,OR 97224
On sob c�it v:503.620.4314•f:503.620.4304
�ha� www.allstructure.com
OFFICE COPY
STRUCTURAL DOCUMENTS
Project:
Allstructure #
VALIDITY OF PERMIT 19401.00 LIABILITY
THE ISSUANCE OF A PERMIT 10851 SW 118TH CT. The City of Tigard and its
BASED ON CONSTRUCTION RESIDENTIAL WALL REMOVAL employees shall not be
DOCUMENTS AND OTHER
DATA SHALL NOT PREVENT responsible for discrepancies
THE CODE OFFICIAL FROM which may appear h3rein
REQUIRING THE CORRECTION ,Tiard
OF ERRORS.ORSC 105.4 gOregon
2/12/20
TABLE OF CONTENTS:
Sheet No.
Cover 1
Information 2
Details 3
Calculations 4-8
NOTES:
Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the
items described in these documents.
,v C T UR
c.,•`` 0 PROF q
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1 N jr 4', < CITY OF TIGARD
9686 REVIEWED FOR DE COMPLIANCE
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Approved: [
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�M Rv tt.G�4� M Permit #: S'Q°f�tj� Dh®��
SPEN Address: 4DSSI 51A) Li(e Cam}'
Expires 6/30/20 Suite #:
B}: Ps-- Date: 91(`j/`LaZ.-b,
Page I of 8
PROJECT INFORMATION:
Name: 10851 SW 118th Ct.
Bathroom Remodel
Location: 10851 SW 118`h Ct.
Tigard, Oregon
Code: 2019 Oregon Structural Specialty Code (OSSC) based on
2018 International Building Code (IBC)
Scope: This project is the structural design of a second floor wall removal at the
back-side of the upstairs bathroom. The wall is currently located above,an
existing bearing wall. The wall will be relocated a maximum of 3'-0"hack
above the existing kitchen. It will bear on a new beam-that spans between
new posts located in the existing wall framing.
See page (4) for a statement regarding the lateral design.
ALLSTRUCTURE BY DATE
L Engineering LLC
CHK BY DATE
16154 SW Upper Boones Ferry Rd
Portland, OR 97224 doe NO
o: 503.620.4314 f: 503.620.4304 SHEET OF
Page 2 of 8
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ENGINEERING `(�((j (�-(7 t 1.��,f,��,r�_ CHK By DATE
16154 SW Upper Boones Ferry Rd. JOB NO 143_1 fj(,0°
Portland,OR 97224-7744
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ALLSTRUCTURE BY DATE
ENGINEERING CHKBY DATE
16154 SW Upper Boones Ferry Rd. . .. JOB NO
Portland,OR 97224-7744
o:503.620,4314 I allstructure.corn SHEET OF
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ENGINEERING CHK BY DATE
16154 SW Upper 0oones Ferry Rd. .... _.._ JOB NO
Portland,OR 97224-7744
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Page 5 of 8
Project Title:
Engineer:
Project ID:
Project Descr:
File=S:Wmlect#{2019119401.0010 51 SW1188 CtOBS109Calcula0onstbeam.ec6
Wood BEatTt Software copyiightENERCALe,INC.1983-2019,8u1Id12.19.11.30
Lic.#:KW06007476 „ { ,- . : .- • .C- ALLSTRUCTURE ENGINEERING INC.
DESCRIPTION: BATHROOM WIDENING BEAM
CODE REFERENCES
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.138)L(0.06)
o o a
14 4x10
Span=11.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.1380, L=0.060, Tributary Width=1.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.667 1 Maximum Shear Stress Ratio = 0.241 : 1
Section used for this span 4x10 Section used for this span 4x10
= 720.02psi = 43.46 psi
= 1,080.00psi = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 5.500ft Location of maximum on span = 10.237 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.054 in Ratio= 2452>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.178 in Ratio= 743>=240
Max Upward Total Deflection 0.000 in Ratio= 0<240
Page 6 of 8
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Software
Software coy right ENERCALC,INC.1983.2019,Build:12.19.11.30.
Lit.#:KW-06007476 ALLSTRUCTURE ENGINEERING INC.
DESCRIPTION: BATHROOM WIDENING JOISTS
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0ksi
Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi
Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
D(0.024)L(0.08)
a e
2x6
�1 Span=3.0 It
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0240, L=0.080, Tributary Width=1.0 ft
DESIGN SUMMARY Desi n OK
Maximum Bending Stress Ratio = 0.120 1 Maximum Shear Stress Ratio = , 0.110 : 1 I
Section used for this span 2x6 Section used for this span 2x6
185.65psi = 19.88 psi
1,547.33psi = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.004 in Ratio= 8168>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.006 in Ratio= 6283>=240
Max Upward Total Deflection 0.000 in Ratio= 0<240
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Page 7 of 8
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column Flo'S,iProjects12019d9401.0010851SW 116thctoesw3Cakulafomweam.ees . .:
Software copyrightENERCALC,INC.190&2019,Build:12.19.11.30..
Lic.#:KW-06007476 ALLSTR4CTURE ENGINEERING INC.
DESCRIPTION: BATHROOM WIDENING POST
Code References _
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combinations Used :ASCE 7-16
General Information
Analysis Method: Allowable Stress Design Wood Section Name 4x4
End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 10 ft Wood Member Type Sawn
(Used for non-slender calculations) Exact Width in
Wood Species Douglas Fir-larch 3.50 Allow Stress Modification Factors
Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50
Area 12.250 inA2 Cf or Cv for Compression 1.150
Fb+ 900.0 psi Fv 180.0 psi Ix 12.505 inA4 Cf or Cv for Tension 1.50
Fb- 900.0 psi Ft 575.0 psi ly 12.505 InA4 Cm:Wet Use Factor 1.0
Fe-Poll 1,350.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0
Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15.3.2
Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No
Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=10 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10 ft,K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included:26.550 ibs`Dead Load Factor
AXIAL LOADS. . .
Axial Load at 10.0 ft,D=0.7590,L=0.330 k _
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.2391 :1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+L+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 1.116k for load combination: n/a
Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0,0 ft above base
Fe:Allowable 380.822 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension
Load Combination +O.60D+0.70E+H
Location of max.above base 10.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 288.0 psi
Page 8 of 8