Specifications (9) /* RECEIVED
vcGv 9 w JAN 2 6 20116
o CITY OF TICARD
Delson Engineering, Inc. 1204 NE IJ6wuxml O- IVISICN
VANCOUVER, WA. 98684
PHONE: (360)944-7094
john@delsonengineering.com
Structural Calculations
For
PATINO-CANOPY-FRONT
10660 SW PARK ST
TIGARD OR 97223
(JOB#: C16-1-8)
DESIGN CRITERIA: IRC 2012
SNOW 25 PSF
Table of Contents:
CALCULATIONS L-1 to L-10
PLANS COPY CP-1 to CP-3
PROF
�yN J. DE�-5�
EXPIRES: 12-31- 17 (
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. 'JOB;
` SHEET No. of
c 1204 NE 146TH CT
VANCOUVER WA 98684 CALCULATED BY: J. �� DATE:
(360)944-1094 SCALE: N/A
LATERAL LOAD ANALYSIS
FOR:
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DEL ON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
` 1204 NE 146 AVE Engineer: Project ID: C16-1-8
VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223
360-944-7094 ;.
JOHN@DELSONENGINEERING.COM
Printed:15 JAN 2016.12:36PM
File=0C16J06S1C16-CA-21016-1--1.EC6
Wood Column ENERCALC,INC.1983-2015,Buikl:6.15.12.9,Ver.6.15.129
Description: P-1 CHECK FOR COMBINED LOAD
Code References
Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Analysis Method: Allowable Stress Design Wood Section Name 6x6
End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber
Overall Column Height 9.0 ft Wood Member Type Sawn
Exact Width 5.50 in Allow Stress Modification Factors
Wood Species Exact Depth 5.50 in Cf or Cv for Bending 1.0
Wood
Grafin 1,500.0 psi Fv 150.0 psi Area 30.250 in"2 Cf or Cv for Compression 1.0
W
Ix 76.255 in^4 Cf or Cv for Tension 1.0
Fb-Compr 1,500.0 psi Ft 1,000.0 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0
Fc-Prll 1,000.0 psi Density 33.0 pcf Ct:Temperature Factor 1.0
Fc-Perp 1,000.0 psi Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0
Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No r o 3r
Minimum 1,400.0 1,400.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Fully braced against buckling along X-X Axis
Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included :62.391 lbs*Dead Load Factor
AXIAL LOADS.. .
Axial Load at 9.0 ft, D=4.30 k
BENDING LOADS. . .
Lat.Point Load at 9.0 ft creating Mx-x,W=0.1050 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.1894:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.1050 k
Governing NDS Forumla Comp+Mxx, NDS Eq.3.9-3 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 0.4109 in at 9.0 ft above base
Applied Axial 4.862 k for load combination: W Only
Applied Mx -0.5670 k-ft Along X-X 0.0 in at 0.0 ft above base
Applied My 0.0 k-ft
Fc:Allowable 1,000.0 psi for load combination:nla
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.01388:1 Bending Compression Tension
Load Combination +D+0.60W+H
Location of max.above base 8.940 ft
Applied Design Shear 3.124 psi
Allowable Shear 150.0 psi
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location
+D+H 1.000 1.000 0.1607 PASS 0.0 ft 0.0 PASS 9.0 ft
+D+L+H 1.000 1.000 0.1607 PASS 0.0 ft 0.0 PASS 9.0 ft
+D+Lr+H 1.000 1.000 0.1607 PASS 0.0 ft 0.0 PASS 9.0 ft
+D+S+H 1.000 1.000 0.1607 PASS 0.0 ft 0.0 PASS 9.0 ft
+D*0.750Lr+0.750L+H 1.000 1.000 0.1607 PASS 0.0 ft 0.0 PASS 9.0 ft
+D+0.750L+0.750S+H 1.000 1.000 0.1607 PASS 0.0 ft 0.0 PASS 9.0 ft
+D+0.60W+H 1.000 1.000 0.1894 PASS 0.0 ft 0.01388 PASS 8.940 ft
+D+0.70E+H 1.000 1.000 0.1607 PASS O.Oft 0.0 PASS 9.0 ft
+D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.1758 PASS 0.0 ft 0.01041 PASS 8.940 ft
DELSON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
1204 NE 146 AVE Engineer: Proiect ID: C16-1-8
VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM v �°
PnMed:15 JAN 2016.12:36PM
File=cAC16,l0BS1C16-CA-21C16-1-71.EC6
Wood Column ENERCALC,INC.1982-2015,Bui1d:6.15.12.9,Ver:6.15.129
Description: P-1 CHECK FOR COMBINED LOAD
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location
+D+0.750L+0.750S+0.450W+H 1.000 1.000 0.1758 PASS O.Oft 0.01041 PASS 8.940 ft
+D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.1607 PASS O.Oft 0.0 PASS 9.0 ft
+0.60D+0.60W+0.60H 1.000 1.000 0.1729 PASS O.Oft 0.01388 PASS 8.940 ft
460D+0.70E4601-1 1.000 1.000 0.09644 PASS 0.0ft 0.0 PASS 9.0 ft
Maximum Reactions Note:Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
+D+H k k 4.862 k
+D+L+H k k 4.862 k
+D+Lr+H k k 4.862 k
+D+S+H k k 4.862 k
+D+0.7501-r+0.7501-+H k k 4.862 k
+D+0.150L+0.750S+H k k 4.862 k
+D+0.60W+H k 0.063 k 4.862 k
+D+0.70E+H k k 4.862 k
+D+0.750Lr+0.750L+0.450W+H k 0.047 k 4.862 k
+D+0.750L+0.750S+0.450W+H k 0.047 k 4.862 k
+0+0.750L+0.750S+0.5250E+H k k 4.862 k
+0.60D+0.60W+0.60H k 0.063 k 2.917 k
+0.60D+0.70E+0.60H k k 2.917 k
D Only k k 4.862 k
Lr Only k k k
L Only k k k
S Only k k k
W Only k 0.105 k k
E Only k k k
H Only k k k
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
+D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 It
+0+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft
+D+0.60W+H 0.0000 in 0.000 ft 0.247 in 9.000 ft
+D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.185 in 9.000 ft
+D*0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.185 in 9.000 ft
+D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 ft
+0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.247 in 9.000 ft
+0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft
L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
S Only 0.0000 in 0.000 It 0.000 in 0.000 ft
W Only 0.0000 in 0.000 It 0.411 in 9.000 It
E Only 0.0000 in 0.000 It 0.000 in 0.000 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
DELSON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
1204 NE 146 AVE Engineer: Proiect ID: C16-1-8
VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223
360-944-7094 4
JOHN@DELSONENGINEERING.COM
Printed:15 JAN 2016,12:36PM
File=cX16-J013S1C16-CA-21016-1_1.EC6
Wood Column ENERCALC,INC.19832015,Build:6.15.12.9,Ver.6.15.129
0.i>2311 Licensee:JOHN DELSON
Description: P-1 CHECK FOR COMBINED LOAD
Sketches
Y Mm Loads
0.11k
C1
41 x
II
t
6x6
I
530 in I Loads are total entered value.Arrows do not reflect absolute direction.
DELSON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
1204 NE 146 AVE Engineer: Proiect ID: C16-1-8
VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM x
Printed15 JAN 2016,1231PM
File=cAC16-JOBGAC16-CA-ZC16.1-1.EC6
Wood Beam ENERCALC,INC.1983-2015,Build:6.15.129,2..6.15.129
wwlm 1.ti • •
Description: PH-1 POST CHECK FOR BENDING
_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 575.0 psi E:Modulus of Elasticity
Load Combination i BC2012 Fb-Compr 575.0 psi Ebend-xx 1,100.0 ksi
Fc-Prll 575.0 psi Eminbend-xx 400.0 ksi
Wood Species : Hem Fir Fc-Perp 405.0 psi
Wood Grade : No-2 Fv 140.0 psi
Ft 375.0 psi Density 26.830pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
_ _ _.......... ............. .......... ............... _._..._..............._ ... ..... .... ....... .._.... ---..... ... ---.. .._
W(0105)
US
Span=9.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Point Load: W=0.1050 k(a)9.0 ft,(WIND)
DESIGN SUMMARY •
...... ._.. .---
Maximum Bending Stress Ratio - 0.267. 1 Maximum Shear Stress Ratio = 0.014 : 1
Section used for this span 6x6 Section used for this span 6x6
fb:Actual = 245.37psi fv:Actual 3.12 psi
1713:Allowable = 920.00psi Fv:Allowable = 224.00 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 0.524 in Ratio= 412
Max Upward Transient Deflection 0.000 in Ratio= 0<180
Max Downward Total Deflection 0.315 in Ratio= 686
Max Upward Total Deflection 0.000 in Ratio= 0<180
_...... _.. _. .. ...
Overall Maximum Deflections
Load Combination Span Max."=Defl Location in Span Load Combination Max.W Defl Location in Span
W Only 1 0.5242 9.000 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.105
Overall MINimum 0.047
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+0+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H 0.063
DELSON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
1204 NE 146 AVE Engineer: Proiect ID: C16-1-8
VANCOUVER WA 96684 Project Descr: 10660 SW PARK ST TIGARD 97223
360-944-7094
JOHN@DELSONENGINEERING.COM
Printed:15 JAN 2016;12:37PM
File=cAC1&J0B5AC16-CA�-21016.1--1.EC6
Wood Beam ENERCALC,INC.19832015,Build:6.15.129,Ver.6.15.129
Lic,_#: KW-06002311 Licensee
Description: PH-1 POST CHECK FOR BENDING
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.70E+H
+0+0.750Lr+0.750L+0.450W+H 0.047
+D+0.750L+0.750S+0.450W+H 0.047
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H 0.063
+0.60D+0.70E+0.60H
D Only
Lr Only
L Only
S Only
W Only 0.105
E Only
H Only
DELSON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
1204 NE 146 AVE Engineer: Project ID: C16-1-8
VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223
360-944-7094 -
JOHN@DELSONENGINEERING.COM
Printed:1$JAN 2016.12:38PM
' File=c:\C1W0l3S\C16-CA-21016-1--1.EC6
Pole Footing Embedded in Soil ENERCALC,INC.19832015,Build:6.15.129,Ver.6.15.129
Description: FTNG-1
Code References
Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Infonnation
Pole Footing Shape Rectangular
Pole Footing Width............. 30.0 in
Calculate Min.Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive.................. 350.0 Pcf
Max Passive................... 1,500.0 Psf
PdM IaW ��
Controlling Values
Governing Load Combination: +D+0.60W+H
Lateral Load 0.0630 k
0
Moment 0.5670 k-ft
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual 185.606 Psfsoil surface No latent restraint
Allowable 187.095 Psf :J
77. Footing ig=2'-6"
Footing Base Area 6.250 ft^2
Maximum Soil Pressure 0.7680 ksf
..........................._................_..................................._............_.................._.._.........._......
....................................._...._........................-
Applied Loads
Lateral Concentrated Load Lateral Distributed Load Vertical Load
D:Dead Load k klft 4.80 k
Lr:Roof Live k ktft k
L:Live k ktft k
S:Snow k klft k
W:Wind 0.1050 k k/ft k
E:Earthquake k ktft k
H:Lateral Earth k klft k
Load distance above TOP of Load above ground surface
ground surface 9.0 ft ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forouf SureRegttk Pmt 1I3
x z
Load Cornbinafion Loads: Momet*;4 Depf#►
+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
+D40.750Lr+0.750L+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.60W+H 0.063 0.567 1.63 185.6 187.1 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 0.047 0.425 1.50 168.3 169.0 1.000
DELSON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
1204 NE 146 AVE Engineer: Project ID: C16-1-8
VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223
360-944-7094 1 - 3
JOHN@DELSONENGINEERING.COM
Printed 15 JAN 2016,12:3UN
Pole FootingEmbedded in Soil File=�AC16-JOB6AC16-CA-ZC16-1--1,EC6
ENERCALC,INC.19832015,Bw1d:6.15.12.9,Ver.6.15.12.9
0.002311 Licensee :JOHN DELSON
Description: FTNG-1
+D+0.750L+0.750S+0.450W+H 0.047 0.425 1.50 168.3 169.0 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 0.063 0.567 1.63 185.6 187.1 1.000
+0.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000
DELSON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
' 1204 NE 146 AVE Engineer: Project ID: C16-1-8
VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223
360-944-7094 +�
JOHN@DELSONENGINEERING.COM
ftled;15 JAN 2016.12:09PM
File=c:1C16J0BS%C16-CA-21C16.1--1.EC6
Wood Beam ENERCALC,INC.19632015,Build:6.15.129,Ver 6.15.129
Lic.#-. KW-06002311 Licensee :JOHN DELSON
Description: RB-1
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 2,400.0 psi E:Modulus of Elasticity
Load Combination IBC2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi
Fc-Prll 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.Oksi
Ft 1,100.0 psi Density 31.20 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
. . .......... _. .. ___ .._ . ........ ...._........ _ _.... _.. _ . _ __....
D 0.255 S(0.375) D 0.255 S 0.375
3.5x12 3.5x12
Span=2.0 ft Span=11.0 ft
_Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=15.0 ft,(ROOF)
Load for Span Number 2
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=15.0 ft,(ROOF)
DESIGN SUMMARY . •
__...._...___--_-_— --------------- ----_
Maximum Bending Stress Ratio 0.461: 1 Maximum Shear Stress Ratio = 0.347 : 1
Section used for this span 3.5x12 Section used for this span 3.5x12
fb:Actual 1,272.70psi fv:Actual 105.72 psi
FIB:Allowable 2,760.00psi Fv:Allowable 304.75 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 5.654ft Location of maximum on span = 2.000ft
Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.126 in Ratio= 1043
Max Upward Transient Deflection -0.067 in Ratio= 712
Max Downward Total Deflection 0.212 in Ratio= 621
Max Upward Total Deflection -0.113 in Ratio= 424
......._........
Overall Maximum Deflections
Load Combination Span Max.'"Dell Location in Span Load Combination Max.'+•Dell Location in Span
1 0.0000 5.592 +D+S+H -0.1131 0.000
+D+S+H 2 0.2124 5.592 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 4.840 3.3-5-6--
Overall
. 50Overall MINimum 1.175 0.814
+D+H 1.959 1.356
+D+L+H 1.959 1.356
+D+Lr+H 1.959 1.356
QEi SON ENGINEERING INC. Project Title: PATINO-FRONT CANOPY-ONLY
1204 NE 146 AVE Engineer: Proiect ID: C16-1-8
VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 i
360-9447094 l Q
JOHN@DELSONENGINEERING.COM
Printed:15 JAN 2016.12:11 Ph1
Fle=c:lC16-JOBS1C16-CA-21C16-1--1.EC6
Wood Beam ENERCALC,INC.1983.2015,Build:6.15.129.Ver.6.15.129
KW-06002311 Licensee:JOHN DELSON
Description: RB-2
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 2,400.0 psi E:Modulus of Elasticity
Load Combination IBC2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-PHI 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 31.20 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
........... ___ . ...... ..__
D 0.2551 S/0.375 D 0.255 S 0.375
1
3.5x12 3.5x12
Span=2.0ft Span=7.0tt
- _._ _..... ... ......_. ._. ._..... _......... ........ ......
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=15.0 ft,(ROOF)
Load for Span Number 2
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=15.0 ft,(ROOF)
DESIGN SUMMARY ■ •
....._..-_-.___.__.._- ---... _....---- --- ..__— ..._..-- . ....._ _ ... . ........ _ ......
Maximum Bending Stress Ratio = 0.165 1 Maximum Shear Stress Ratio = 0.207 : 1
Section used for this span 3.5x12 Section used for this span 3.5x12
fb:Actual = 464.92psi fv:Actual = 63.18 psi
FB:Allowable 2,760.00psi Fv:Allowable 304.75 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 3.793ft Location of maximum on span = 2.000 ft
Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.018 in Ratio= 4637
Max Upward Transient Deflection -0.012 in Ratio= 3896
Max Downward Total Deflection 0.030 in Ratio= 2760
Max Upward Total Deflection -0.021 in Ratio= 2318
_. ....... ........ _
Overall Maximum Deflections
Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span
1 0.0000 0.000 +D+S+H -0.0207 0.000
+D+S+H 2 0.0304 3.637 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
• Load Combination Support 1 Support 2 Support 3
Overall MAXimum 3.645 2.025
Overall MINimum 0.885 0.492
+D+H 1.475 0.820
+D+L+fi 1.475 0.820
+D+Lr+H 1.475 0.820