Specifications (6) s
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1 Delson Engineering, Inc. 1204 NE 146TH AVE
VANCOUVER,WA.98684
PHONE: (360)944-7094
john@delsonengineering.com
Structural Calculations
For ' .:I h ' ,
VASILE- DECK
13083 SW ASCENSION DR ,JUL 2 0 2016
TIGARD OR 97223 CITY OF rswa p r
BIADINS DMSION
(JOB#: C16-6-73)
lo
DESIGN CRITERIA: IRC 2012 OFFICE C PY
SNOW 25 PSF 0
Table of Contents:
GRAVITY LOAD ANALYSIS F-1 to F-8
PLANS COPY CP-1
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EXPIRES: 12/30/ 41
EXCLUSION OF LIABILITIES
I. DISCLAIMER AND RELEASE
BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESSED OR IMPLIED),
OBLIGATIONS,AND
LIABILITIES OF DELSON DESIGN&ENGINEERING,INC.AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES
AGAINST DELSON DESIGN&ENGINEERING,INC.(EXPRESS OR IMPLIED)WITH RESPECT TO ANY
NONCONFORMITY,IMPROPER INSTALLATION.WORKMANSHIP OR MATERIALS.
II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES
DELSON DESIGN&ENGINEERING,INC.SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN
CONTRACT(INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR
OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL
DAMAGES.ADAPTATION OF THE DESIGN TO MEET SPECIFIC SITE CONDITIONS,SPECIFIC STATE OR LOCAL
CODES AND REGULATIONS,IS THE RESPONSIBILITY OF THE BUYER.
III.THIS PRODUCT IS FOR SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC
AUTHORIZATION.
DELSON'ENGINEERING INC. Project Title: VASILE-DECK
1204 NE 146 AVE Engineer: Project ID: C16-6-73
VANCOUVER WA 98684 Project Descr: 13083 SW ASCENSION DR TIGARD 97223
360-944-7094 F
JOHN@DELSONENGINEERING.COM `
Printed'6 JUL 2016.10.34PM
Wood Beam File=c:1C16-JOBS1C16-CA-11C1FA7F-11C16-6--1.EC6
ENERCALC,INC 1983-2016,Build 616.6.7 Ver.6.16.67
z 47.._. '6V[3.66 6. -`1 ,r.4.7:;tv-,�...'"".#i1,- sacraerc3 =;'. .,.-,.
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Description: DJ-1 — icedee ._: .
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity
Load Combination IBC 2012 Fb-Compr 850 psi Ebend-xx 1600 ksi
Fc-PrIl 1400 psi Eminbend-xx 580 ksi
Wood Species :Douglas Fir-Larch(North) Fc-Perp 625 psi
Wood Grade :No. 1/No. 2 Fv 180 psi
Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 500 psi Repetty 3pcf
Repetitive Member Stress I58 Increase
0(0.01995)L(0.053) D(0.01995iL(0.0532) D(0.0199iL(0.0532)♦ i0. + i + +
XX SI 8t
7
2x8 2x8 7 7
2x8
Span=2.Oft Span=11.0 ft
Span=7.Oft •
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.330 ft,(FLOOR)
Load for Span Number 2
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.330 ft,(FLOOR)
Load for Span Number 3
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.330 ft,(FLOOR)
DESIGN SUMMARY
_. sign OK
Maximum Bending Stress Ratio = 0.627. 1 Maximum Shear Stress Ratio = 0.323 : 1
Section used for this span 2x8 Section used for this span 2x8
fb:Actual = 735.73psi fv:Actual = 58.17 psi
FB:Allowable = 1,173.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 11.000ft Location of maximum on span = 10.445 ft
Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2
Maximum Deflection
Max Downward Transient Deflection 0.114 in Ratio= 1158>=360
Max Upward Transient Deflection -0.065 in Ratio= 738>=360
Max Downward Total Deflection 0.157 in Ratio= 842>=180
Max Upward Total Deflection -0.089 in Ratio= 536>=180
Overall Maximum.__ Deflections
Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span
- 1 0.0000 5.647 +D+L+H -0.0893 0.000
+D+L+H 2 0.1567 5.084
+D+L+H 3 0.0016 5.647 +D+L+H 0.00000.000
1
-0.0128 1.529
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MAXimum 0.489 0.833 0.141
Overall MINimum 0.080 0.136 0.023
DEL301;1 ENGINEERING INC. Project Title: VASILE-DECK
1204 NE 146 AVE Engineer: Project ID: C16-6-73
VANCOUVER WA 98684 Project Descr: 13083 SW ASCENSION DR TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM `
Printed.6 JUL 2016.10 34Pf,1
Wood Beam File=c:IC16-JOBS1016-CA-11C1FA7F-11016.6--1.EC6
Igo ENERCALC,INC 1983-2016,Build 6.16.67 Ver.6.16.6.7
Description: DJ-1 icensee o e x •o' '
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
+O+H 0.133 0.227 0.038
+D+t.+H 0.489 0.833 0.141
+D+Lr+}i 0.133 0.227 0.038
+D+S+H 0.133 0.227 0.038
+D+0.750Lr+0.750L+H 0.400 0.682 0.115
+D+0.750L+0.750S+H 0.400 0.682 0.115
+D+0.60W+H 0.133 0.227 0.038
+D+0.70E+H 0.133 0.227 0.038
+D+0.750Lr+0.750L+0.450W+H 0.400 0.682 0.115
+D+0.750L+0.7505+0.450W+4-t 0.400 0.682 0.115
+0+0.750L+0.7505+0.5250E+H 0.400 0.682 0.115
+0.60D+0.60W+0.60H 0.080 0.136 0.023
+0.60D+0.70E+0.60H 0.080 0.136 0.023
D Only 0.133 0.227 0.038
Lr Only
L Only 0.355 0.606 0.102
S Only
W Only
E Only
H Only
DELSON'ENGINEERING INC. Project Title: VASILE-DECK
1204 NE 146 AVE Engineer: Project ID: C16-6-73
VANCOUVER WA 98684 Project Descr: 13083 SW ASCENSION DR TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM
Printed:6 JUL 2016.10 36P6i
1 Wood Beam File=c:IC16JOBSICI6 CA-flC1FA7F-11C166-1.EC6
ratA =Qfi002 t ^ " ku 1111•_ r ,:'. r2- ENERCALC INC.- 1983-2016,1Lic .Pei 616 6 7 Ver616 6 7
Description: DB-1
"" Licensee JQMN DECSON
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 31.20pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
.._........_..._...
_........_.... .
D(0.135)L(0.36)
Ti + i
X
5.5x15 0
Span=20.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft,(FLOOR)
DESIGN SUMMARY JDesi a n OK {
Maximum BendingStress Ratio = h_ Ratio _
0.615: 1 Maximum Shear Stress R = 0.297 : 1
Section used for this span 5.5x15 Section used for this span 5.5x15
fb:Actual = 1,440.00 psi fv:Actual = 78.83 psi
FB:Allowable = 2,341.92 psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 10.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.468 in Ratio= 512>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.644 in Ratio= 372>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
__
Overall Maximum Deflections
Load Combination Span Max."=Defl Location in Span Load Combination Max."+"Deft Location in Span
40+L+H 1 0.6437 10.073 0.0000
0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.950 4.950
Overall MINimum 0.810 0.810
+D+H 1.350 1.350
+D+L+H 4.950 4.950
+D+Lr+H 1.350 1.350
+D+S+H 1.350 1.350
+D+0.750Lr+0.750L+H 4.050 4.050
+D+0.750L+0.750S+H 4.050 4.050
+D+0.60W+H 1.350 1.350
• DELSOIC ENGINEERING INC. Project Title: VASILE-DECK
1204 NE 146 AVE Engineer: Project ID: C16-6-73
VANCOUVER WA 98684 Project Descr: 13083 SW ASCENSION DR TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM F -•
Printed•6 JUL 2076.10'36'i i
Wood Beam File=c:IC16-JOBSIC16•CA-11C1FA7F-11016.6•-1.EC6
rz
ENERCALC,INC 1983-2016,Build 616.6 7,Ver:6.16 6 7 •
Description: DB-1 ._ _ icsnseeub.� � a
',
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.70E+H 1.350 1.350
+D+0.750Lr+0.750L+0.450W+H 4.050 4.050
+D+0.750L+0.750S+0.450W+H 4.050 4.050
+D+0.750L+0.750S+0.5250E+H 4.050 4.050
+O.60D+0.60W+0.60H 0.810 0.810
+0.60D+0.70E+0.60H 0.810 0.810
D Only 1.350 1.350
Lr Only
L Only 3.600 3.600
S Only
W Only
E Only
H Only
utLbul`:
DELSON ENGINEERING INC. Project Title: VASILE-DECK
1204 NE 146 AVE Engineer: Project ID: C16-6-73
VANCOUVER WA 98684 Project Descr: 13083 SW ASCENSION DR TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM _ C
Printed 6 JUL 2C16.1ur37PLI
Wood Beam File=c:IC16-JOBSIC16-CA-11C1FA7F-11016-6--1.EC6
ENERCALC,INC 1983-2016,Build 6.16.6.7,Ver.6.16 6.7«* F x v
11S2Q -
0
2- iCP ' 0 _al+,1
Description: DB-2 --.,
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.70E+H 1.125 1.125
+D+0.750Lr+0.750L+0.450W+11 3.375 3.375
+D+0.750L+0.750S+0.450W+H 3.375 3.375
+D+0.750L+0.750S+0.5250E+H 3.375 3.375
40.60D+0.60W+0.60H 0.675 0.675
+0.60D+0.70E+0.60H 0.675 0.675
D Only 1.125 1.125
Lr Only
L Only 3.000 3.000
S Only
W Only
E Only
H Only
utLSUN t,NL IN±FONL INU. Project Title: VASILE-DECK
1204 NE 146 AVE Engineer: Project ID: C16-6-73
VANCOUVER WA 98684 Project Descr: 13083 SW ASCENSION DR TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM }� - 't
Printed6 JUL 2016.10'38P4
Wood Beam File=c:1C16-JOBS1C16-CA-11C1FA7F-11C166--1.EC6
. 88013h1 w ENERCALC,INC 1983-2016,Build:6.16.6.7,Vec6.1667
Description: D8-3
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination IBC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Frit 1,650.0 psi Eminbend-;or 930.0ksi
Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi
Ft
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,100.0 psi Density 31.20pcf
V
D(0.0525)L(0.14)i i +
tIc
pyo,
5.5x12
Span=20.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=3.50 ft,(FLOOR)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Design OK....r
0.365 1 Maximum Shear Stress Ratio = 0.149 : 1
Section used for this span 5.5x12 Section used for this span 5.5x12
fb:Actual = 875.00psi fv:Actual
FB:Allowable = 2,394.77psi Fv:Allowable = 65.00 psi
Load Combination 265.00 psi
+D+L+H Load Combination +D+L+H
Location of maximum on span = 10.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs =
Maximum Deflection Span#1
Max Downward Transient Deflection 0.356 in Ratio= 674>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.489 in Ratio= 490>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
......... .... ...
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination
Max."+"Defl Location in Span
+D+L+H 1 0.4889 10.073
0.0000 0.000
Vertical Reactions Support notation:Far left is#1
Load Combination Values in KIPS
Support 1 Support 2
Overall MAXimum 1.925 1.925
Overall MINimum 0.315 0.315
+D+H 0.525 0.525
+D+L+H 1.925 1.925
+D+Lr+H 0.525 0.525
+D+S+H 0.525 0.525
+D+0.750Lr+0.750L+H 1.575 1.575
+D+0.750L+0.750S+H 1.575 1.575
+D+0.60W+H 0.525 0.525
DELSON ENGINEERING INC. Project Title: VASILE-DECK
1204 NE 146 AVE Engineer: Project ID: C16-6-73
VANCOUVER WA 98684 Project Descr: 13083 SW ASCENSION DR TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM
Pnrted 5 JUL 2016.10 36PM
Wood Beam File=c:C16-JOBSIC16-CA-1\C1FA7F-11016-6--1.EC6
ENERCALC,INC 1983-2016,Build 616.6 7 Ver 6.16 6 7
Description: DB-3
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.70E+H 0.525 0.525
+D+0.750Lr+0.750L+0.450W+H 1.575 1.575
+D+0.750L+0.750S+0.450W+H 1.575 1.575
+D+0.750L+0.750S+0.5250E+H 1.575 1.575
+0.60D+O.60W+0.60H 0.315 0.315
+0.60D+0.70E+0.60H 0.315 0.315
D Only 0.525 0.525
Lr Only
L Only 1.400 1.400
S Only
W Only
E Only
H Only