Specifications RECEIV
Structural Calculations JUN 12 2071
CITY OF 1lur,d,
•
for BUILDING 1:11Vlc' , )
Residential Repair at sr,20.v-aoz8.?
15374 SW Thurston Ln
Tigard, OR
June 28, 2021
DESIGN CODE
2021 Oregon Residential Specialty Code
DESIGN LOADS
Gravity Loads Material Wt lbs (Dead)
25 psf (Live-Snow)
PRop-
OFFICE COPY
ir,. G I NF\'/ ;,
° 92496PE 0 EGillartruL,
any>
< M.R. '
EXPIRES: 12/31/2022
SCOPE OF WORK
The attached calculations pertain to the gravity analysis of framing repair
at the above address. This scope of work does not include any analysis of
any other portions of structure to remain.
BY Sm DATE
HAY E
ENGINEERS REV DATE
STRUCTURAL I CIVIL JOB NO 21196
(503)968-9994 p (503)968-8444 f SHEET 1 OF /3
HAYDEN
Ei3( ENGINEERS
STRUCTURAL I CIVIL
Wood Beam Software
thurston.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Lie.#:KW-06005543 HAYDEN CONSULTING ENGINEERS
DESCRIPTIO hip rafter
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Meth°Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasti
Load CombinatiASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-x 580.0 ksi
Wood Species DouglasFir-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
ry— - C?(0,0.0825)S(0,0.1375)
2x8 r ,--,
I rah TI1'f1
Span=8.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Varying Uniform Load : D=0.0->0.0150, S=0.0->0.0250 ksf, Extent=0.0--»8.0 ft, Trib Width =5.50 ft
DESIGN SUMMARY Design OK
;Maximum Bending Stress Ratio = 0.664: 1 Maximum Shear Stress Ratio = 0.308 : 1
Section used for this span 2x8 Section used for this span 2x8
fb:Actual = 824.83psi fv: Actual = 63.85 psi
Fb:Allowable = 1.242.00psi Fv: Allowable = 207.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 4.613ft Location of maximum on span = 7.416 ft
Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0.084 in Ratio= 1 146>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
y Max Downward Total Deflection 0.134 in Ratio= 716>=240
Max Upward Total Deflection 0.000 in Ratio= 0<240
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.183 0.367
Overall MINimum 0.183 0.367
D Only 0.110 0.220
S Only 0.183 0.367
2 /3
4,
HAYDEN
Ei3( ENGINEERS
STRUCTURAL I CIVIL
Wood Beam File:thurston.ec6
Software cop ight ENERCALC,INC.1983-2020,Build:12.20.8.17
Lie.# KW-06005543 HAYDEN CrNSULTING ENGINEERS
DESCRIPTIO new edge beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis MethoAllowable Stress Design Fb+ 875.0 psi E:Modulus of Elasti
Load CombinatiASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.0ksi
Fc-Prll 600.0 psi Eminbend-x 470.0 ksi
Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade No.2 Fv 170.0 psi
Ft 425.0 psi Density 31.210 pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
D(0.04125,0)S(0.06875,0)
D(0.03)S(0.05) b —�` a. b o
b L v b
6x8
Span=21.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D =0.0150, S =0.0250 ksf, Extent=0.0-->> 15.50 ft, Tributary Width =2.0 ft
Varying Uniform Load : D=0.0150->0.0, S=0.0250->0.0 ksf, Extent= 15.50-->>21.0 ft, Trib Wid h =
Wiin tolerance, OK
DESIGN SUMMARY ......�...,....
Maximum Bending Stress Ratio = 003: 1 Maximum Shear Stress Ratio = 0.146 : 1
Section used for this span 6x8 Section used for this span 6x8
fb:Actual = 1,014.62psi fv: Actual = 28.59 psi
Fb:Allowable = 1,006.25 psi Fv: Allowable = 195.50 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 10.423ft 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 0.863 in Ratio= 292>=240
Max Upward Transient Deflection 0.000 in Ratio= 0<240
Max Downward Total Deflection 1.381 in Ratio= 182>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
- Vertical Reactions Support notation : Far left is# Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.522 0.442
Overall MINimum 0.522 0.442
D Only 0.313 0.265
S Only 0.522 0.442
3 /3