Specifications (8) frcs rocs= c 232
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�+� Delson Engineering, Inc. 1204 NE 146TH AVE
VANCOUVER, WA.98684
PHONE: (360)944-7094
john@delsonengineering.com
Structural Calculations
For
BLUME- FENCE REVISIQN
6875 SW PINE ST
TIGARD, OR 97223
(JOB#: B15-11-145) REVISED 3/24/16
DESIGN CRITERIA: IBC 2012
SNOW 25 PSF
Table of Contents:
LATERAL LOAD ANALYSIS F-1 to F-8
PLANS COPY CP-1 to R-CP-2,
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[EXPIRES: 12/30//7 , '+. p of Tigard
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EXCLUSION OF LIABILITIES
1_,9-1)4
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 RE REUSED WITHOUT SPECIFIC
AUTHORIZATION.
DELSON ENGINEERING INC. JOB= .��_��j
SNEET NO. OF
1204 NE 146T14 CT CALCULATED 8Y: J.3) DATE: 3®lr
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VANCOUVER,WA 98684 SCALE: N/A(360)944-1094
LATERAL LOAD ANALYSIS
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1.) WIND ANALYSIS - PER 20 I L ISG, 120 m- EXPOSURE 3"
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DELSON ENGINEERING INC. Project Title: BLUME FENCE
1204 NE 146 AVE Engineer: Project ID: B15-11-145
VANCOUVER WA 98684 Project Descr: 6875 SW PINE ST TIGARD 97223
360-944-7094 1", 3
JOHN@DELSONENGINEERING.COM
Printed 28 NOV 2015.12;27 PM
Wood Beam
File=c:1B15-JOBS1815-CA-21B11F1F-11815-11-1.EC6
ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver..6.15.10.6
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: G-1 GIRD CHECK
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 975.0 psi E:Modulus of Elasticity
Load Combination IBC2012 Fb-Compr 975.0 psi Ebend-xx 1,300.0 ksi
Fc-Prll 900.0 psi Eminbend-xx 470.0 ksi
Wood Species :Alaska Cedar Fc-Perp 525.0 psi
Wood Grade : No.1 Fv 165.0 psi
Ft 525.0 psi Density 29.330pcf
Beam Bracing : Completely Unbraced
W(0.109)
* * * * +
1 ro
2x6
Span=6.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: W=0.1090, Tributary Width=1.0 ft,(WIND)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.987 1 Maximum Shear Stress Ratio = 0.251 : 1
Section used for this span 2x6 Section used for this span 2x6
fb:Actual = 1,867.95psi fv:Actual = 66.14 psi
FB:Allowable = 1,891.71 psi Fv:Allowable = 264.00 psi
Load Combination +D+0.60W+H Load Combination +D+0.60W+H
Location of maximum on span = 0.000ft 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 1.126 in Ratio= 126
Max Upward Transient Deflection 0.000 in Ratio= 0 <120
Max Downward Total Deflection 0.676 in Ratio= 212
Max Upward Total Deflection 0.000 in Ratio= 0<120
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
W Only 1 1.1259 6.000 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.654
Overall MINimum 0.294
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H 0.392
DELSON ENGINEERING INC. Project Title: BLUME FENCE
1204 NE 146 AVE Engineer: Project ID: B15-11-145
VANCOUVER WA 98684 Project Descr: 6875 SW PINE ST TIGARD 97223 C
360-944-7094 r
JOHN@DELSONENGINEERING.COM
Panted.28 NOV 2015.12:27PM
File=c:\B15-JOBS1B15-CA-21811F1F-1\B15-11-1.EC6
Wood Beam ENERCALC,INC.1963-2015,Build:6.15.10.6,Ver..6.15.10.6
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: G-1 GIRD CHECK
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H 0.294
+D+0.750L+0.750S+0.450W+H 0.294
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H 0.392
+0.60D+O.70E+0.60H
D Only
Lr Only
L Only
S Only
W Only 0.654
E Only
H Only
•
, DELSON ENGINEERING INC. Project Title: BLUME FENCE
• 1204 NE 146 AVE Engineer: Project ID: B15-11-145
VANCOUVER WA 98684 Project Descr: 6875 SW PINE ST TIGARD 97223
360-944-7094 5"
JOHN@DELSONENGINEERING.COM
Printed.28 NOV 2015.12:28PM
Wood Beam File=c:1815-JOBS1815-CA-21B11F1F-11815.11-1.EC6
ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.15.10.6
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: P-1 POST CHECK
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 1,150.0 psi E:Modulus of Elasticity
Load Combination iBC2012 Fb-Compr 1,150.0 psi Ebend-xx 1,200.0ksi
Fc-Prll 775.0 psi Eminbend-xx 440.0 ksi
Wood Species :Alaska Cedar Fc-Perp 525.0 psi
Wood Grade : No.1 Fv 155.0 psi
Ft 475.0 psi Density 29.330pcf
Beam Bracing : Completely Unbraced
W(0.654) W(0.654)
1
"P
6x6
Span=7.50 ft
Applied Loads _ Service loads entered. Load Factors will be applied for calculations.
Point Load: W=0.6540 k j 0.50 ft,(WIND)
Point Load: W=0.6540 k 7.50 ft,(WIND)
DESIGN SUMMARYDesi n
g OK
Maximum Bending Stress Ratio = 0.738 1 Maximum Shear Stress Ratio = 0.157 : 1
Section used for this span 6x6 Section used for this span 6x6
fb:Actual = 1,358.51 psi fv:Actual = 38.92 psi
FB:Allowable = 1,840.00 psi Fv:Allowable = 248.00 psi
Load Combination +D+0.60W+H Load Combination +D+0.60W+H
Location of maximum on span = 0.000ft 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 1.743 in Ratio= 102
Max Upward Transient Deflection 0.000 in Ratio= 0 <100
Max Downward Total Deflection 1.046 in Ratio= 172
Max Upward Total Deflection 0.000 in Ratio= 0<120
........._...........
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
W Only 1 1.7433 7.500 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.308
Overall MINimum 0.589
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
DELSON ENGINEERING INC. Project Title: BLUME FENCE
' 1204 NE 146 AVE Engineer: Project ID: B15-11-145
VANCOUVER WA 98684 Project Descr: 6875 SW PINE ST TIGARD 97223
360-944-7094 F.. C
JOHN@DELSON ENGINEERING.COM
Panted.28 NOV 2015.12 28PM
Wood Beam File=c:1815-JOBS1815-CA-21B11F1F-1161511-1.EC6
ENERCALC,INC.1983 2615,8uild:6.15.10.6,Ver:6.15.10.6
Lic`#:KW-06002311 w.:
Licensee:JOHN DELSON
Description: P-1 POST CHECK
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.60W+H 0.785
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H 0.589
+D+0.750L+0.750S+0.450W+H 0.589
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H 0.785
+0.60D+0.70E+0.60H
D Only
Lr Only
L Only
S Only
W Only 1.308
E Only
H Only
, DELSON ENGINEERING INC. Project Title: BLUME FENCE
1204 NE 146 AVE Engineer: Project ID: B15-11-145
VANCOUVER WA 98684 Project Descr: 6875 SW PINE ST TIGARD 97223
360-944-7094 F -7
JOHN@DELSONENGINEERING.COM
>r:nied'.25 MAR 2(118.1'14,11,k1
File=C:\815-JOBS\815-CA-21811 F1 F-1\B15-11-1.EC6
Pole Footing Embedded in Soil
ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4
;E .,Yet Af-F16D€f231 a� .<'.,-. :. '''.-::-L Licensee.JOHN DELSON
Description: F-1 POST FOOTING
Code References
Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Pole Footing Shape Rectangular
Pole Footing Width 18.0 in
Calculate Min.Depth for Allowable Pressures
No Lateral Restraint at Ground Surface pp
Allow Passive 450.0 pcf - -
Max Passive 1,500.0 psf
Controlling Values
Governing Load Combination: +D+0.60W+H -
Lateral Load 0.3924 k
Moment 3.139 k-ft
NO Ground Surface Restraint
Pressures at 1/3 Depth Soil Surface No lateral restraint
Actual 486.697 psf
Allowable 490.565 psf
-
MinimumRequired Depth 3.375 ft
Footing tGtth=1'-6' '
Footing Base Area 2.250 ft^2
Maximum Soil Pressure 0.0 ksf
................. __............
Applied Loads
Lateral Concentrated Load (k) Lateral Distributed Loads (kit) Vertical Load (k)
D:Dead Load k k/ft k
Lr:Roof Live k k/ft k
L:Live k k/ft k
S:Snow k k/ft k
W:Wind 0.6540 k k/ft k
E:Earthquake k k/ft k
H:Lateral Earth k k/ft k
Load distance above TOP of Load above ground surface
ground surface 8.0 ft ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground Surface Required Pressure,at 113 Depth Soil increase
Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor
+D+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+L+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+S+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750Lr+0.750L+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750L+0.7505+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.60W+H 0.392 3.139 3.38 486.7 490.6 1.000
+D+0.70E+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750Lr+0.750L+0.450W+H 0.294 2.354 3.00 439.3 440.9 1.000
DELSON ENGINEERING INC. Project Title: BLUME FENCE
1204 NE 146 AVE Engineer: Project ID: B15-11-145
VANCOUVER WA 98684 Project Descr: 6875 SW PINE ST TIGARD 97223
360-944-7094 F_�
JOHN@DELSONENGINEERING.COM
?r ntee 25 MAR 2016.11 1,1AM
Pole Footing Embedded in Soil File=C:1B15-J0BS\B15-CA-21811 F1 F-11815-11-1.EC6
ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4
._.MN: 6002311 a _; Licensee^JOHN DELSON.
Description: F-1 POST FOOTING
+D+0.750L+0.750S+0.450W+H 0.294 2.354 3.00 439.3 440.9 1.000
+D+0.750L+0.750S+0.5250E+H 0.000 0.000 0.13 0.0 0.0 1.000
+0.60D+0.60W+0.60H 0.392 3.139 3.38 486.7 490.6 1.000
+0.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000