18-012 Revised Structural Calculations[972]PACIFIC NORTHWEST
STRUCTURAL GROUP, INC
A PROFESSIONAL ENGINEERING COMPANY
6193 NE MALBON CT.
KINGSTON, WA 98346
360.903.2803
REVISED STRUCTURAL CALCULATIONS
DEMETRI'S WOODSTONE EXTERIOR DECK
101 MAIN STREET
EDMONDS, WA 98020
ALL COMPUTATIONS AND ENGINEERING FOR THIS PROJECT HAVE
BEEN PERFORMED BY MYSELF OR UNDER MY SUPERVISION.
09-J U N-20
Digitally signed
by David L. Starkel
Date:2020.06.09
�.y"" 09:41:00-07'00'
Project: 18-012 Framing
Location: JST1
Floor Joist
[2015 International Building Code(2015 NDS)]
1.5 IN x 9.25 IN x 10.33 FT Pressure Treated @ 12 O.0
#2 - Hem -Fir - Wet Use
Section Adequate By: 2.6%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.23 IN L/532
Dead Load
0.03 in
Total Load
0.26 IN L/475
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS
A B
Live Load
517 lb 517 lb
Dead Load
62 lb 62 lb
Total Load
579 lb 579 lb
Bearing Length
1.42 in 1.42 in
SUPPORT LOADS A B
Live Load
517 plf 517 plf
Dead Load
62 plf 62 plf
Total Load
579 plf 579 plf
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' = 860 psi
Cd=1.00 CF=1.10 Cr-1.15 Ci=0.80
Shear Stress:
Fv = 150 psi
Fv' = 116 psi
Cd=1.00 Cm=0.97 Ci=0.80
Modulus of Elasticity:
E = 1300 ksi
E' = 1112 ksi
Cm=0.90 Ci=0.95
Comp. L to Grain:
Fc - L = 405 psi
Fc - L' = 271 psi
Cm=0.67
Controlling Moment: 1494 ft-lb
5.16 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -497 lb
At a distance d from right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
20.84 in3
21.39 in3
Area (Shear):
6.41 in2
13.88 in2
Moment of Inertia (deflection):
66.93 in4
98.93 in4
Moment:
1494 ft-lb
1533 ft-lb
Shear:
-497lb
1077lb
a rr page
— — David L. Starkel
Pacific Northwest Structural Group, LLC
6193 NE Malbon Ct. or
Kingston, WA98346
StruCalc Version 10.0.1.6 3/30/2018 5:44:24 PM
Span Length 10.33 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Live Load LL =
100
psf
Dead Load DL =
12
psf
Total Load TL =
112
psf
TLAdj. For Joist Spacing wT =
112
plf
Project: 18-012 Framing
Location: JST2
Floor Joist
[2015 International Building Code(2015 NDS)]
1.5 IN x 9.25 IN x 9.75 FT Pressure Treated @ 12 O.0
#2 - Hem -Fir - Wet Use
Section Adequate By: 15.2%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.18 IN L/633
Dead Load
0.02 in
Total Load
0.21 IN L/565
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS
A B
Live Load
488 lb 488 lb
Dead Load
59 lb 59 lb
Total Load
547 lb 547 lb
Bearing Length
1.34 in 1.34 in
SUPPORT LOADS A B
Live Load
488 plf 488 plf
Dead Load
59 plf 59 plf
Total Load
547 plf 547 plf
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' = 860 psi
Cd=1.00 CF=1.10 Cr-1.15 Ci=0.80
Shear Stress:
Fv = 150 psi
Fv' = 116 psi
Cd=1.00 Cm=0.97 Ci=0.80
Modulus of Elasticity:
E = 1300 ksi
E' = 1112 ksi
Cm=0.90 Ci=0.95
Comp. L to Grain:
Fc - L = 405 psi
Fc - L' = 271 psi
Cm=0.67
Controlling Moment: 1331 ft-lb
4.87 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -470 lb
At a distance d from right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
18.57 in3
21.39 in3
Area (Shear):
6.05 in2
13.88 in2
Moment of Inertia (deflection):
56.28 in4
98.93 in4
Moment:
1331 ft-lb
1533 ft-lb
Shear:
-470lb
1077lb
a rr page
— — David L. Starkel
Pacific Northwest Structural Group, LLC
6193 NE Malbon Ct. or
Kingston, WA98346
StruCalc Version 10.0.1.6 3/30/2018 5:44:24 PM
Span Length 9.75 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Live Load LL =
100
psf
Dead Load DL =
12
psf
Total Load TL =
112
psf
TLAdj. For Joist Spacing wT =
112
plf
Project: 18-012 Framing
Location: MLB1
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
1.5 IN x 9.25 IN x 3.08 FT Pressure Treated
#2 - Hem -Fir - Dry Use
Section Adequate By: 93.3%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.01 IN L/4314
Dead Load 0.00 in
Total Load 0.01 IN L/3835
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 796 lb 796 lb
Dead Load 99 lb 99 lb
Total Load 895 lb 895 lb
Bearing Length 1.47 in 1.47 in
BEAM DATA Center
Span Length 3.08 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 3.08 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' =
748 psi
Cd=1.00 CF=1.10 Ci=0.80
Shear Stress:
Fv = 150 psi
Fv' =
120 psi
Cd=1.00 Ci=0.80
Modulus of Elasticity:
E = 1300 ksi
E' =
1235 ksi
Ci=0.95
Comp. L to Grain:
Fc - L = 405 psi
Fc - L' =
405 psi
Controlling Moment: 690 ft-lb
1.54 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 448 lb
At a distance d from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
11.06 in3
21.39 in3
Area (Shear):
5.6 in2
13.88 in2
Moment of Inertia (deflection):
8.25 in4
98.93 in4
Moment:
690 ft-lb
1333 ft-lb
Shear:
448lb
1110lb
a rr page
— — David L. Starkel
Pacific Northwest Structural Group, LLC
6193 NE Malbon Ct. or
Kingston, WA98346
StruCalc Version 10.0.1.6 3/30/2018 5:44:24 PM
Uniform Live Load
517
plf
Uniform Dead Load
62
plf
Beam Self Weight
3
plf
Total Uniform Load
582
plf
Load obtained from
Load
Tracker. See
for details.
Project: 18-012 Framing
Location: FTG2
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 1.5 FT x 1.5 FT x 10.00 IN
Section Footing Design Adequate
a rr page
— — -4David L. Starkel
Pacific Northwest Structural Group, LLC
6193 NE Malbon Ct. or
Kingston, WA98346
StruCalc Version 10.0.1.6 3/30/2018 5:44:25 PM
CAUTIONS
* Footing has been designed without reinforcement
FOOTING PROPERTIES
LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs = 2000 psf
Concrete Compressive Strength: F'c = 3000 psi
Reinforcing Steel Yield Strength: Fy = 60000 psi
Concrete Reinforcement Cover: c = 3 in
FOOTING SIZE
Width: W = 1.5 ft
Length: L = 1.5 ft
Depth: Depth = 10 in
Effective Depth to Top Layer of Steel: d = 8 in
T4
inT
COLUMN AND BASEPLATE SIZE
Column Type: Steel
Column Width: m = 4 in
Column Depth: n = 4 in
Baseplate Width: bsw = 6 in
Baseplate Length: bsl = 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu =
1646 psf
10
in
Effective Allowable Soil Bearing Pressure: Qe =
1875 psf
Required Footing Area: Areq =
1.98 sf
Area Provided: A =
2.25 sf
T
Baseplate Bearing:
Bearing Required: Bear =
5754 lb
sin
Allowable Bearing: Bear -A = 100980 lb
1
Beam Shear Calculations (One Way Shear):
Beam Shear: Vu1 =
0 lb
1.5 ft
Allowable Beam Shear: Vc1 =
5784 lb
Punching Shear Calculations (Two Way Shear):
FOOTING LOADING
Critical Perimeter: Bo =
52 in
Live Load:
PL = 3272 lb *
Punching Shear: Vu2 =
2752 lb
Dead Load:
PD = 432 lb *
Controlling Allowable Punching Shear: vc2 = 33335 lb
Total Load:
PT = 3704 lb *
Bending Calculations:
Ultimate Factored Load:
Pu = 5754 lb
Factored Moment: Mu =
6752 in -lb
Footing plus soil above footing weight:
Wt = 181 lb
Nominal Moment Strength: Mn = 28920 in -lb
* Load obtained from Load Tracker. See Summary Report for details.
Project: 18-012 Framing
Location: FTG1
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 1.5 FT x 1.5 FT x 10.00 IN
Section Footing Design Adequate
a rr page
— — -4David L. Starkel
Pacific Northwest Structural Group, LLC
6193 NE Malbon Ct. or
Kingston, WA98346
StruCalc Version 10.0.1.6 3/30/2018 5:44:25 PM
CAUTIONS
* Footing has been designed without reinforcement
FOOTING PROPERTIES
LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs = 2500 psf
Concrete Compressive Strength: F'c = 3000 psi
Reinforcing Steel Yield Strength: Fy = 60000 psi
Concrete Reinforcement Cover: c = 3 in
FOOTING SIZE
Width: W = 1.5 ft
Length: L = 1.5 ft
Depth: Depth = 10 in
Effective Depth to Top Layer of Steel: d = 8 in
T4
inT
COLUMN AND BASEPLATE SIZE
Column Type: Steel
Column Width: m = 4 in
Column Depth: n = 4 in
Baseplate Width: bsw = 6 in
Baseplate Length: bsl = 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu =
1591 psf
10
in
Effective Allowable Soil Bearing Pressure: Qe =
2375 psf
Required Footing Area: Areq =
1.51 sf
Area Provided: A =
2.25 sf
T
Baseplate Bearing:
Bearing Required: Bear =
5570 lb
3 in
Allowable Bearing: Bear -A = 100980 lb
Beam Shear Calculations (One Way Shear):
Beam Shear: Vu1 =
0 lb
1.5 ft
Allowable Beam Shear: Vc1 =
5784 lb
Punching Shear Calculations (Two Way Shear):
FOOTING LOADING
Critical Perimeter: Bo =
52 in
Live Load:
PL = 3184 lb *
Punching Shear: Vu2 =
2664 lb
Dead Load:
PD = 396 lb *
Controlling Allowable Punching Shear: vc2 = 33335 lb
Total Load:
PT = 3580 lb *
Bending Calculations:
Ultimate Factored Load:
Pu = 5570 lb
Factored Moment: Mu =
6537 in -lb
Footing plus soil above footing weight:
Wt = 181 lb
Nominal Moment Strength: Mn = 28920 in -lb
* Load obtained from Load Tracker. See Summary Report for details.
Project: 18-012 Framing
Location: MLB2
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.5 IN x 6.33 FT Pressure Treated
#2 - Hem -Fir - Dry Use
Section Adequate By: 22.1 %
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.06 IN L/1256
Dead Load 0.01 in
Total Load 0.07 IN L/1110
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1636 lb 1636 lb
Dead Load 216 lb 216 lb
Total Load 1852 lb 1852 lb
Bearing Length 1.31 in 1.31 in
BEAM DATA Center
Span Length 6.33 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 6.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' =
816 psi
Cd=1.00 CF=1.20 Ci=0.80
Shear Stress:
Fv = 150 psi
Fv' =
120 psi
Cd=1.00 Ci=0.80
Modulus of Elasticity:
E = 1300 ksi
E' =
1235 ksi
Ci=0.95
Comp. L to Grain:
Fc - L = 405 psi
Fc - L' =
405 psi
Controlling Moment: 2931 ft-lb
3.16 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -1408 lb
At a distance d from right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
43.1 in3
52.65 in3
Area (Shear):
17.6 in2
33.25 in2
Moment of Inertia (deflection):
71.66 in4
250.07 in4
Moment:
2931 ft-lb
3580 ft-lb
Shear:
-1408lb
2660lb
a rr page
— — David L. Starkel
Pacific Northwest Structural Group, LLC
6193 NE Malbon Ct. or
Kingston, WA98346
StruCalc Version 10.0.1.6 3/30/2018 5:44:25 PM
Uniform Live Load
517
plf
Uniform Dead Load
62
plf
Beam Self Weight
6
plf
Total Uniform Load
585
plf
Load obtained from
Load
Tracker. See
for details.
Project: 18-012 Framing
Location: DECK POST
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.5INx5.5INx11.0FT(4.5+6.5)
#1 - Western Cedars - Dry Use
Section Adequate By: 7.4%
Controlling Factor: Deflection
DEFLECTIONS Center Right
Live Load -0.07 IN L/724 1.17 IN 2L/134
Dead Load 0.00 in 0.04 in
Total Load -0.08 IN L/701 1.21 IN 2L/128
Live Load Deflection Criteria: L/120 Total Load Deflection Criteria: L/120
REACTIONS A B
Live Load 270 lb 1613 lb
Dead Load -12 lb 63 lb
Total Load 258 lb 1676 lb
Uplift (1.5 F.S) -575 lb 0 lb
Bearing Length 0.11 in 0.72 in
BEAM DATA Center Right
Span Length 4.5 ft 6.5 ft
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 4.5 ft 6.5 ft
Live Load Duration Factor 1.60
Notch Depth 0.00
MATERIAL PROPERTIES
#1 - Western Cedars
Base Values Adiusted
Bending Stress: Fb = 875 psi Fb' = 1394 psi
Cd=1.60 C1=1.00 CF=1.00
Shear Stress: Fv = 140 psi Fv' = 224 psi
Cd=1.60
Modulus of Elasticity: E = 1000 ksi E' = 1000 ksi
Comp. L to Grain: Fc - L = 425 psi Fc - L' = 425 psi
Controlling Moment: -2635 ft-lb
Over left support of span 3 (Right Span)
Created by combining all dead loads and live loads on span(s) 3
Controlling Shear: -810 lb
At a distance d from right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Read
Provided
Section Modulus:
22.68 in3
27.73 in3
Area (Shear):
5.42 in2
30.25 in2
Moment of Inertia (deflection):
70.98 in4
76.26 in4
Moment:
-2635 ft-lb
3221 ft-lb
Shear:
-810lb
4517lb
a rr page
— — _4David L. Starkel
Pacific Northwest Structural Group, LLC
6193 NE Malbon Ct. or
Kingston, WA98346
StruCalc Version 10.0.1.6 3/30/2018 5:44:26 PM
UNIFUKM LUAUS
center
Kignt
Uniform Live Load
120 plf
120
plf
Uniform Dead Load
0 plf
0
plf
Beam Self Weight
5 plf
5
plf
Total Uniform Load
125 plf
125
plf