Plans (2) Portland,Oregon VISTA Kansas City,Missouri
lilt gni —STRUCTURAL.—
February 12,2020 OFFICE COPY t cd ILA" i
Mountainwood Homes FEB 19 Z020
8324 SW Nimbus Ave.
Beaverton,OR 97008 Approved plans GI l E�iE
shall be on job site. - l lLO -� R
Re:McGinnis Remodel Bearing Wall
Structural Letter:
Vista Structural Engineering,LLC was asked to evaluate the change in load path due to a new internal door opening
and header addition to a bearing wall for the above referenced project.Field verification shows that the bearing
wall of interest supports three roof trusses above.The new header calculations are shown below to confirm the
4x8 header used for the door opening is of sufficient size to support the roof trusses above.Although the addition
of an opening with a header will change the load path to the floor below,the loading and stresses on the structure
below will not increase.In fact,the load on the structure below will decrease due to the removal of 4'-0"of wall at
this location.Therefore,no structural upgrade is required to the structure below.
Our firm appreciates the opportunity to serve you. If you have any questions or if you need anything further,
please feel free to contact us.
Sincerely, LIABILITY VALIDITY OF PERMIT
Vista Structural Engineering,LLC THE ISSUANCE OF A PERMIT
The City of Tigard and its BASED ON CONSTRUCTION
employees shall not be DOCUMENTS AND OTHER
responsible for discrepancies DATA SHALL NOT PREVENT
THE CODE OFFICIAL FROM
Which may appear herein. REQUIRING THE CORRECTION
Dennis Heier,P.E. OF ERRORS.ORSC 105.4
Ito
�G �c PROF CITY OF TIGARD
0� � INk s Rio REVIEWED FOR ODE COMPLIANCE
sans Approved:
I
OTC: j I
OREGON Permit Ih �"C2O �
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gy: Dates 2% ' ►
EXPIRES:8/3OI2021
VISTA STRUCTURAL ENGINEERING, LLC
14718 NW DELIA STREET PHONE: 971.645.0901
PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURAL.COM
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Title Block Line 6 Printed 12 FEB 2020,12 40PM
Wood Beam File=C:IUsers1ERICST-11DROPBO-11VISTAJ-11MOUNTA-11MCGINN-11CALCUL-114x10Header.ec6 .
Software copyright ENERCALC,INC.1983-2019,Build:12.19.12.31 .
Lic.#:KW-06010523 Vista Structural Engineering,LLC
DESCRIPTION: NEW HEADER BETWEEN BEDROOMS
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend-xx 1,300.Oksi
Fc-Prll 1,000.0 psi Eminbend-xx 1,300.0ksi
Wood Species : Fc-Perp 1,000.0 psi
Wood Grade : Fv 65.0 psi
Ft 65.0 psi Density 34.0pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
b b D(0.075)bS(0 125) t --a
,4� 4x8
rA
Span=4.0 ft �
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0750, S=0.1250, Tributary Width=1.0 ft,(Roof)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.136 1 Maximum Shear Stress Ratio = 0.222 : 1
Section used for this span 4x8 Section used for this span 4x8
= 156.55psi = 16.57 psi
= 1,150.00psi = 74.75 psi
Load Combination +D+S Load Combination +D+S
Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.005 in Ratio= 9576>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.008 in Ratio= 5985>=180
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=4.0 ft 1 0.065 0.106 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.15 58.71 900.00 0.11 6.21 58.50
+D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.136 0.222 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.40 156.55 1150.00 0.28 16.57 74.75
+D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.115 0.187 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.34 132.09 1150.00 0.24 13.98 74.75
+0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.022 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 35.22 1600.00 0.06 3.73 104.00
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+S 1 0.0080 2.015 0.0000 0.000
Title Block Line 1 Project Title:
You can change this area Engineer:
using the"Settings"menu item Project ID:
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Title Block Line 6 Printed:12 FEB 2020,12:40PM
Wood Beam File=C:\UsersIERICST-11DROPBO-11VISTAJ-11MOUNTA-11MCGINN-11CALCUL-114x10Header.ec6 .
Software copyright ENERCALC,INC.1983-2019,Build:12.19.12.31 .
Lic.#:KW-06010523 Vista Structural Engineering,LLC
DESCRIPTION: --None--
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.400 0.400
Overall MINimum 0.250 0.250
D Only 0.150 0.150
+D+S 0.400 0.400
+D+0.7505 0.338 0.338
+0.60D 0.090 0.090
S Only 0.250 0.250