APPROVED BLD-BLD2021-0168+Structural_Analysis_or_Calculations+1.29.2021_12.24.52_PM+2021201Page 1 of 13
Ross
Engineering
Design
Inc
WHITE AND POLING RESIDENCE
STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2015 IBC
16036 68TH AVE W, EDMONDS, WA
Job Number
21011
ELECTRONIC COPY
ORIGINAL ON FILE AT
ROSS ENGINEERING DESIGN
For
THE LEREN COMPANY
Ross Engineering Design, Inc
425-314-2373
ryan.ross@rossengineer.com
Page 2 of 13
Ross
Engineering
Design
Inc
project: WHITE AND POLING RESIDENCE
by: RR
sheet #:
location: 16036 68TH AVE W, EDMONDS, WA
date: 1/26/2021
client: THE LEREN COMPANY
job #: 21011
Governing Codes
General - International Building Code - 2015
Wood - ANSI / AF&PA NDS - 2015
ANSI / AF&PA SDPWS - 2015
Loads - ASCE / SEI 7-10
Concrete - ACI 318 - 14
Roof Loads
Dead Load
Sheathing
Joist
Beam
Min. w/ Uplift
Roofing
3.00 psf
3.50 psf
3.50
psf
2.00 psf
Sheathing
1.50
1.50
1.50
1.00
Insulation
2.00
2.00
2.00
1.00
Sprinkler
Ceiling
2.50
2.50
Lights
0.50
0.50
Trusses
2.00
2.00
Mechanical
1.00
1.00
Misc
0.50
2.00
2.00
Total
7.00 psf
13.00 psf
15.00
psf
6.00 psf
Snow Load
Ground Snow Load Pg =
Pg =
20
psf
Minimum Roof Snow Load =
25
psf
Exposure Factor Ce =
Ce =
1.0
Thermal Factor Ct =
Ct =
1.0
Slope Factor Cs =
Cs =
1.0
0.7CeCtCslsPg
Design Roof Snow Load Ps =
Ps =
14
psf
=
25 psf minumum roof snow load controls
Wood Floor Loads
Dead Loads
Sheathing
Joist
Beam
Floor Covering
2.50
psf
2.50 psf
2.50 psf
Gyperete
Sheathing
2.30
2.30
2.30
Insulation
Sprinkler
Ceiling
2.50
2.50
Lights
0.50
0.50
Joist
2.00
Mechanical
1.00
1.00
Misc
1.00
1.20
1.20
Total
5.80
psf
10.00 psf
12.00 psf
Live Loads
Residential
40
psf
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Wood Beam
File = c:\Users\Ryan\Desktop\ROSSEN-1\2100\21011 White and Poling Remodel_LCIICALCS121011.ec6
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : BEAM 1
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb - Compr 2900 psi Ebend- xx 2000 ksi
Fc - Prll 2900 psi
Wood Species : iLevel Truss Joist Fc - Perp 750 psi
Wood Grade : Parallam PSL 2.0E Fv 290 psi
Ft 2025 psi
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
D 0.126 L 0.42
0.0A 1 1.010
Span = 14.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =10.50 ft
Eminbend - xx 1016.535 ksi
Density 32.21 pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio =
0.684 1 Maximum Shear Stress Ratio =
0.417 : 1
Section used for this span
3.5x11.875
Section used for this span
3.5x11.875
fo : Actual =
1,984.67psi
fv : Actual =
120.83 psi
FB : Allowable =
2,900.00psi
Fv : Allowable =
290.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
7.000ft
Location of maximum on span =
13.029ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.374 in Ratio =
449
Max Upward L+Lr+S Deflection
0.000 In Ratio =
0 <360
Max Downward Total Deflection
0.494 in Ratio =
339
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. %" Defl Location in Span Load Combination
D+L 1 0.4942 7.051
Vertical Reactions - Unfactored Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
3.887
3.887
Overall MINimum
0.947
0.947
D Only
0.947
0.947
L Only
2.940
2.940
D+L
3.887
3.887
Max. °+° Defl Location in Span
0.0000 0.000
Values in KIPS
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Wood Beam
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MEL
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : BEAM 2
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material
Analysis Method:
Allowable Stress Design
Fb - Tension
2,900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
2,900.0 psi
Ebend-xx 2,000.Oksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,016.54 ksi
Wood Species
: iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade
: Parallam PSL 2.0E
Fv
290.0 psi
Ft
2,025.0psi
Density 32.210pcf
Beam Bracing
Beam is Fully Braced against lateral -torsion buckling
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Point Load : D = 0.150, L = 0.250 k @ 2.50 ft
Load for Span Number 2
Point Load : D = 0.450, L =1.20 k @ 6.0 ft
Point Load : D = 0.970, L = 2.940 k @ 0.0 ft
Load for Span Number 3
Point Load : D=1.160, L = 3.080 k @ 1.90 ft
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
= 0.4051
Maximum Shear Stress Ratio
3.5x11.875
Section used for this span
= 1,175.21 psi
fv : Actual
= 2,900.00psi
Fv : Allowable
+D+L+H
Load Combination
= 6.900ft
Location of maximum on span
= Span # 2
Span # where maximum occurs
0.045 in Ratio = 1004
-0.019 in Ratio = 4268
0.063 in Ratio = 728
-0.027 in Ratio = 3090
7P5`-Inn C
= 0.528 : 1
3.5x11.875
= 153.02 psi
= 290.00 psi
+D+L+H
= 6.900 ft
= Span # 2
Overall Maximum Deflections - Unfactored Loads
I A
Load Combination Span Max. "' Defl
Location in Span Load Combination
Max. Y' Defl
Location in Span
D+L 1 0.0049
2.400
0.0000
0.000
2 0.0000
2.400 D+L
-0.0268
4.349
D+L 3 0.0625
1.900
0.0000
4.349
Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MAXimum 0.621 2.457 7.122
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ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : BEAM 2
Vertical Reactions - Unfactored I Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MINimum 0.183 0.601 1.945
D Only 0.183 0.601 1.945
L Only 0.438 1.856 5.176
D+L 0.621 2.457 7.122
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Wood Beam
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ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : BEAM 2 GLB
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method:
Allowable Stress Design
Fb - Tension
2400 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
1850 psi
Ebend- xx
1800 ksi
Fc - Prll
1650 psi
Eminbend - xx
930 ksi
Wood Species
: DF/DF
Fc - Perp
650 psi
Ebend- yy
1600 ksi
Wood Grade
: 24F - V4
Fv
265 psi
Eminbend - yy
830 ksi
Ft
1100 psi
Density
32.21 pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
3.3X-I U.0 3.oX-I U.5 3.0X I U.0
Span = 4.20 ft
Applied Loads
Load for Span Number 1
Point Load : D = 0.150, L = 0.250 k @ 2.50 ft
Load for Span Number 2
Point Load : D = 0.450, L =1.20 k @ 6.0 ft
Point Load : D = 0.970, L = 2.940 k @ 0.0 ft
Load for Span Number 3
Point Load : D=1.160, L = 3.080 k @ 1.90 ft
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Span = 6.90 ft
Span = 1.90 ft
-(3.08)
Service loads entered. Load Factors will be applied for calculations.
= 0.8131
Maximum Shear Stress Ratio
3.5x10.5
Section used for this span
= 1,503.16psi
fv : Actual
= 1,850.00psi
Fv : Allowable
+D+L+H
Load Combination
= 6.900ft
Location of maximum on span
= Span # 2
Span # where maximum occurs
0.073 in Ratio = 624
-0.031 in Ratio = 2655
0.101 in Ratio = 452
-0.043 in Ratio = 1922
0.653 : 1
3.5x10.5
= 173.06 psi
= 265.00 psi
+D+L+H
= 6.900 ft
= Span # 2
Overall Maximum Deflections - Unfactored Loads
I ,
Load Combination Span Max. "' Defl
Location in Span Load Combination
Max. Y' Defl
Location in Span
D+L 1 0.0079
2.400
0.0000
0.000
2 0.0000
2.400 D+L
-0.0431
4.349
D+L 3 0.1005
1.900
0.0000
4.349
Vertical Reactions - Unfactored
Support notation : Far left is #1
Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MAXimum 0.621 2.457 7.122
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Wood Beam
File = c:\Users\Ryan\Desktop\ROSSEN-1\2100\21011 White and Poling Remodel_LCIICALCS121011.ec6
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : BEAM 2 GLB
Vertical Reactions - Unfactored I Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MINimum 0.183 0.601 1.945
D Only 0.183 0.601 1.945
L Only 0.438 1.856 5.176
D+L 0.621 2.457 7.122
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Wood Column File=c:\Users\Ryan\Desktop\ROSSEN-1\2100\21011White and Poling Remodel_LCI\CALCS\21011.ec6 `
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
0.0i Design
Description : POST AT CANTILEVER
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
End Fixities
Top & Bottom Pinned
Overall Column Height
9.0 ft
( Used for non
-slender calculations )
Wood Species
Douglas Fir
- Larch
Wood Grade
No.2
Fb - Tension
900.0 psi
Fv
180.0 psi
Fb - Compr
900.0 psi
Ft
575.0 psi
Fc - Prll
1,350.0 psi
Density
32.210 pcf
Fc - Perp
625.0 psi
E : Modulus of Elasticity
...
x-x Bending y-y Bending
Basic
1,600.0
1,600.0
Minimum
580.0
580.0
Applied Loads
Column self weight included : 42.276 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 1.950, L = 5.180 k
DESIGN SUMMARY
Wood Section Name 4-2x4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
6.0 in Allow Stress Modification Factors
Exact Depth
3.50 in Cf or Cv for Bending
1.50
Area
21.0 in12 Cf or Cv for Compression
1.150
Ix
21.438 inA4 Cf or Cv for Tension
1.50
ly
63.0 inA4 Cm : Wet Use Factor
1.0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1,0 NDS 15.3.2
1,600.0 ksi
Use Cr : Repetitive ?
No (non-glb only)
Brace condition for deflection (buckling) along columns :
X-X (width) axis :
Unbraced Length for X-X Axis buckling = 10
ft, K = 1.0
Y-Y (depth) axis :
Unbraced Length for X-X Axis buckling = 9.0
ft, K = 1.0
Service loads entered. Load Factors will be applied for calculations.
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.7398 : 1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
+D+L+H
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla
Comp Only, fc/Fc'
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 0.0 in at 0.0 ft above base
Applied Axial
7.172 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0 0 k_ft
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
461.640 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bending Compression Tension
Load Combination
+0.60D+0.70E+0.60H
Cf or Cv : Size based factors 1.500 1.150
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
180.0 psi
Load Combination Results
Load Combination
+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
+D+0.70E+H
+D+0.750 Lr+0.750L+0.450W+H
+D+0.750 L+0.750 S+0.450W+H
+D+0.750 L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
C D
C p
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
1.000
0.297
0.2055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.7398
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.2055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.2055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.6063
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.6063
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.2055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.2055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.6063
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.6063
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.6063
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.297
0.1233
PASS
0.0 ft
0.0
PASS
9.0 ft
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Wood Column File = c:\Users\Ryan\Desktop\ROSSEN-1\2100\21011 White and Poling Remodel_LUCALCS121011.ec6
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : POST AT CANTILEVER
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
+0.60D+0.70E+0.60H 1.000 0.297 0.1233 PASS 0.0 ft 0.0 PASS 9.0 ft
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
D Only
L Only
D+L
Sketches
Load 1
0.0000 in 0.000 ft
0.0000 in 0.000 ft
0.0000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
7.130k
O
O
I
Loads are total entered value. Arrows do not reflect absolute direction.
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Wood Column File=c:\Users\Ryan\Desktop\ROSSEN-1\2100\21011White and Poling Remodel_LCI\CALCS\21011.ec6 `
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
0.0i Design
Description : POST
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
End Fixities Top & Bottom Pinned
Overall Column Height
9.0 ft
( Used for non -slender calculations )
Wood Species Hem Fir
Wood Grade Stud
Fb - Tension 675 psi Fv
150 psi
Fb - Compr 675 psi Ft
400 psi
Fc - Prll 800 psi Density
27.7 pcf
Fc - Perp 405 psi
E : Modulus of Elasticity ... x-x Bending y-y Bending
Basic 1200
1200
Minimum 440
440
Applied Loads
Column self weight included : 27.267 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 0.60, L = 2.0 k
DESIGN SUMMARY
Wood Section Name 3-2x4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
4.50 in Allow Stress Modification Factors
Exact Depth
3.50 in Cf or Cv for Bending
1.10
Area
15.750 inA2 Cf or Cv for Compression
1.010
Ix
16.078 inA4 Cf or Cv for Tension
1.10
Iy
26.578 inA4 Cm : Wet Use Factor
1.0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1,0 NDS 15.3.2
1200 ksi
Use Cr : Repetitive ?
No (non-glb only)
Brace condition for deflection (buckling) along columns :
X-X (width) axis :
Unbraced Length for X-X Axis buckling = 10
ft, K = 1.0
Y-Y (depth) axis :
Unbraced Length for X-X Axis buckling = 9.0
ft, K = 1.0
Service loads entered. Load Factors will be applied for calculations.
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.5008 : 1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
+D+L+H
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla
Comp Only, fc/Fc'
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 0.0 in at 0.0 ft above base
Applied Axial
2.627 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0 0 k_ft
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
333.117 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bending Compression Tension
Load Combination
+0.60D+0.70E+0.60H
Cf or Cv : Size based factors 1.100 1.010
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
150.0 psi
Load Combination Results
Load Combination
+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
+D+0.70E+H
+D+0.750 Lr+0.750L+0.450W+H
+D+0.750 L+0.750 S+0.450W+H
+D+0.750 L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
C D
C p
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
1.000
0.412
0.1196
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.5008
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.1196
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.1196
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.4055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.4055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.1196
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.1196
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.4055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.4055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.4055
PASS
0.0 ft
0.0
PASS
9.0 ft
1.000
0.412
0.07173
PASS
0.0 ft
0.0
PASS
9.0 ft
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Title Block Line 6 Printed:25 JAN 2021, 12:38PM
Wood Column File=c:\Users\Kyan\Desktop\KUSSEN-1\"21UU\Z1U11White and Poling Kemodel_LUXUALUS21011.ecb
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : POST
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
+0.60D+0.70E+0.60H 1.000 0.412 0.07173 PASS 0.0 ft 0.0 PASS 9.0 ft
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
D Only
L Only
D+L
Sketches
c_
0
c+i
Load 1
0.0000 in 0.000 ft
0.0000 in 0.000 ft
0.0000 in 0.000 ft
K
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
2.60k
O
O
I
Loads are total entered value. Arrows do not reflect absolute direction.
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Wood Beam
File = c:\Users\Ryan\Desktop\ROSSEN-1\2100\21011 White and Poling Remodel_LCIICALCS121011.ec6
MEL
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : HEADER
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE7-10
Material Properties
Analysis Method:
Allowable Stress Design
Fb - Tension
2400 psi
E: Modulus of Elasticity
Load Combination
ASCE7-10
Fb - Compr
1850 psi
Ebend- xx
1800 ksi
Fc - Prll
1650 psi
Eminbend - xx
930 ksi
Wood Species
: DF/DF
Fc - Perp
650 psi
Ebend- yy
1600 ksi
Wood Grade
: 24F - V4
Fv
265 psi
Eminbend - yy
830 ksi
Ft
1100 psi
Density
32.21 pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.080 , Tributary Width =1.0 ft
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 20.0 ft
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FIB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
5.5X9
Span = 6.50 ft
Service loads entered. Load Factors will be applied for calculations.
= 0.3171
Maximum Shear Stress Ratio
5.5x9
Section used for this span
= 760.56 psi
fv : Actual
= 2,400.00psi
Fv : Allowable
+D+S+H
Load Combination
= 3.250ft
Location of maximum on span
= Span # 1
Span # where maximum occurs
0.034 in
Ratio =
2322
0.000 in
Ratio =
0 <360
0.060 in
Ratio =
1303
0.000 in
Ratio =
0 <240
0.256 : 1
5.5x9
= 67.90 psi
= 265.00 psi
+D+S+H
= 5.765 ft
= Span # 1
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "' Defl Location in Span Load Combination Max. "+" Defl Location in Span
D+S 1 0.0599 3.274 0.0000 0.000
Vertical Reactions - Unfactored M Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
2.896
2.896
Overall MINimum
1.271
1.271
D Only
1.271
1.271
S Only
1.625
1.625
D+S
2.896
2.896
Page 13 of 13
Ross
Engineering
Design
Inc
project: WHITE AND POLING RESIDENCE
by: RR
sheet #:
location: 16036 68TH AVE W, EDMONDS, WA
date: 1/26/2021
client: THE LEREN COMPANY
job #: 21011
Post Plate Bearing
Plate Material = Hem Fir
Fc = 405 psi
Label Shape Top Level Location Reaction Allow Check