REVIEWED REV1 BLD2022-0349+Structural_Analysis_or_Calculations+10.19.2022_8.01.24_PM+3174995Page 1 of 9
REVISION
=
m
BLD2022-0349
•
Oct 20 2022
Info(Qb2enginears. corn
CITY OF EDMONDS REVIEWED
BY
425-318-7047 (0)
425-318-0031 (C)
DEVELOPMENT SERVICES
DEPARTMENT CITY OF EDMONDS
e 9
BUILDING DEPARTMENT!
SFL�
Q OF WAS/,/
sp
CHATILA REMODEL
821 PUGET DR, EDMONDS, WA 98020
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STRUCTURAL CALCULATIONS
0;'UR/ONAL
PROJECT NO: 22011 DATE:10/14/22
PREPARED BY: BASRI BASRI PE, SE
Desi n Criteria
International Building Code (IBC) 2018
American Society of Civil Engineers (ASCE) 7-16
Project Description
Structural design of roof deck above proposed sunroom utilizing wood joists, steel tube beams/posts and new
interior stair stringer and posts utilizing steel tubes. They are supported by new footings. Please see attached
calculations.
STAIR STRINGER HSS6X6X1/8 OR HSS6X6X3/16
Page 2 of 9
Project: Chatila Remodel (new deck)
Location: SB-1
Uniformly Loaded Floor Beam
[2015 International Building Code(AISC 14th Ed ASD)]
HSS 6 x 6 x 1/8 x 10.5 FT / ASTM A500-GR.B-46
Section Adequate By: 145.0%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.09
IN L/1381
Dead Load
0.05
in
Total Load
0.14
IN L/882
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS
A
B
Live Load
788
lb 788 lb
Dead Load
446
lb 446 lb
Total Load
1234
lb 1234 lb
Bearing Length
0.35
in 0.35 in
BEAM DATA
Center
Span Length
10.5 ft
Unbraced Length -Top
0 ft
STEEL PROPERTIES
HSS 6 x 6 x 1/8 - A500-GR.B-46
Properties:
Steel Yield Strength:
Fy =
46 ksi
Modulus of Elasticity:
E =
29000 ksi
Tube Steel Section (X Axis):
dx =
6 in
Tube Steel Section (Y Axis):
dy =
6 in
Tube Steel Wall Thickness:
t =
0.116 in
Area:
A =
2.7 in2
Moment of Inertia (X Axis):
Ix =
15.5 in4
Section Modulus (X Axis):
Sx =
5.15 in3
Plastic Section Modulus (X Axis):
Zx =
5.92 in3
Plastic Section Modulus (Y Axis):
Zy =
5.92 in3
Design Properties per AISC 14th Edition Steel
Manual:
Flange Buckling Ratio:
FBR =
48.72
Allowable Flange Buckling Ratio:
AFBR =
28.12
Allowable Flange Buckling Ratio non -compact:
AFBR_NC =
35.15
Web Buckling Ratio:
WBR =
48.72
Allowable Web Buckling Ratio for Eqn. F7-5:
AWBR =
60.76
Eff. Width of Compr. Flange for Slender Flange:
Be =
4.5 in
Nominal Flexural Strength w/ Safety Factor:
Mn =
10085 ft-lb
Controlling Equation:
F7-3
Controlling Moment: 3237 ft-lb
5.25 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 1233 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Moment of Inertia (deflection):
6.33 in4
15.5 in4
Moment:
3237 ft-lb
10085 ft-lb
Shear:
1233lb
24127lb
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 10/14/2022 10:28:25 AM of
LOADING DIAGRAM
10.5 ft
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FLL =
40 psf
40 psf
Floor Dead Load
FDL =
20 psf
20 psf
Floor Tributary Width
FTW =
1.9 ft
1.9 ft
Wall Load
WALL =
0
plf
BEAM LOADING
Beam Total Live Load:
wL =
150
plf
Beam Total Dead Load:
wD =
75
plf
Beam Self Weight:
BSW =
10
plf
Total Maximum Load:
wT =
235
plf
STAIR STRINGER HSS6X6X1/8 OR HSS6X6X3/16
Page 3 of 9
Project: Chatila Remodel (new deck)
Location: SB-2
Uniformly Loaded Floor Beam
[2015 International Building Code(AISC 14th Ed ASD)]
HSS 6 x 6 x 1/8 x 3.25 FT / ASTM A500-GR.B-46
Section Adequate By: 3281.6%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.00
IN L/MAX
Dead Load
0.00
in
Total Load
0.00
IN L/MAX
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS
A
B
Live Load
234
lb 234 lb
Dead Load
133
lb 133 lb
Total Load
367
lb 367 lb
Bearing Length
0.23
in 0.23 in
BEAM DATA
Center
Span Length
3.25 ft
Unbraced Length -Top
0 ft
STEEL PROPERTIES
HSS 6 x 6 x 1/8 - A500-GR.B-46
Properties:
Steel Yield Strength:
Fy =
46 ksi
Modulus of Elasticity:
E =
29000 ksi
Tube Steel Section (X Axis):
dx =
6 in
Tube Steel Section (Y Axis):
dy =
6 in
Tube Steel Wall Thickness:
t =
0.116 in
Area:
A =
2.7 in2
Moment of Inertia (X Axis):
Ix =
15.5 in4
Section Modulus (X Axis):
Sx =
5.15 in3
Plastic Section Modulus (X Axis):
Zx =
5.92 in3
Plastic Section Modulus (Y Axis):
Zy =
5.92 in3
Design Properties per AISC 14th Edition Steel
Manual:
Flange Buckling Ratio:
FBR =
48.72
Allowable Flange Buckling Ratio:
AFBR =
28.12
Allowable Flange Buckling Ratio non -compact:
AFBR_NC =
35.15
Web Buckling Ratio:
WBR =
48.72
Allowable Web Buckling Ratio for Eqn. F7-5:
AWBR =
60.76
Eff. Width of Compr. Flange for Slender Flange:
Be =
4.5 in
Nominal Flexural Strength w/ Safety Factor:
Mn =
10085 ft-lb
Controlling Equation:
F7-3
Controlling Moment: 298 ft-lb
1.625 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 367 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Moment of Inertia (deflection):
0.18 in4
15.5 in4
Moment:
298 ft-lb
10085 ft-lb
Shear:
367 lb
24127lb
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 10/14/2022 10:28:25 AM of
LOADING DIAGRAM
3.25 ft
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FLL =
40 psf
40 psf
Floor Dead Load
FDL =
20 psf
20 psf
Floor Tributary Width
FTW =
1.8 ft
1.8 ft
Wall Load
WALL =
0
plf
BEAM LOADING
Beam Total Live Load:
wL =
144
plf
Beam Total Dead Load:
wD =
72
plf
Beam Self Weight:
BSW =
10
plf
Total Maximum Load:
wT =
226
plf
STAIR POST HSS6X6X1/8 OR HSS6X6X3/16
Page 4 of 9
Project: Chatila Remodel (new deck)
Location: SP-1
Column
[2015 International Building Code(AISC 14th Ed ASD)]
HSS 6 x 6 x 1/8 x 5.0 FT /ASTM A500-GR.B-46
Section Adequate By: 98.8%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 1022 lb
Dead Load: Vert-DL-Rxn = 628 lb
Total Load: Vert-TL-Rxn = 1650 lb
COLUMN DATA
Total Column Length: 5 ft
Unbraced Length (X-Axis) Lx: 5 ft
Unbraced Length (Y-Axis) Ly: 5 ft
Column End Condition-K (e): 1
COLUMN PROPERTIES
HSS 6 x 6 x 1/8 - Square
Steel Yield Strength:
Fy =
46 ksi
Modulus of Elasticity:
E =
29000 ksi
Column Section:
dx =
6 in
Column Wall Thickness:
t =
0.116 in
Area:
A =
2.7 in
Moment of Inertia (deflection):
Ix =
15.5 in4
Section Modulus:
Sx =
5.15 in3
Plastic Section Modulus:
Zx =
5.92 in3
Rad. of Gyration:
rx =
2.39 in
Column Compression Calculations:
KL/r Ratio:
KLx/rx =
25.1
Controlling Direction for Compr. Calcs: (Y-Y
Axis)
Flexural Buckling Stress:
Fcr =
44.09 ksi
Controlling Equation
F7-3
Nominal Compressive Strength:
Pc =
71 kip
Combined Stress Calculations:
HI -lb Controls : 0.01
Controlling Combined Stress Factor:
0.01
dy = 6 in
ly = 15.5 in4
Sy = 5.15 in3
Zy = 5.92 in3
ry = 2.39 in
KLy/ry = 25.1
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 10/14/2022 10:28:25 AM of
LOADING DIAGRAM
B
ee
A
AXIAL LOADING
Live Load:
PL =
1022 lb
Dead Load:
PD =
579 lb'
Column Self Weight:
CSW =
49 lb
Total Axial Load:
PT =
1650 lb
. Load obtained from
Load Tracker. See Summary Report for details.
NEW 4X10 HEADER SUPPORTING THE NEW DECK FRAMING Page 5of9
Project: Chatila Remodel (new deck) page
Dennis /
Location: 131-2 StruCalc 9.0
Multi -Loaded Multi -Span Beam StruCalc Version 10.2.1.0 10/14/2022 10:28:26 AM of
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 8.5 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 31.6%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.07 IN L/1386
Dead Load 0.04 in
Total Load 0.11 IN L/923
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1045 lb 721 lb
Dead Load 528 lb 344 lb
Total Load 1573 lb 1065 lb
Bearing Length 0.72 in 0.49 in
BEAM DATA Center
Span Length 8.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 8.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adiusted
Bending Stress: Fb = 900 psi
Fb' = 1080 psi
Cd=1.00 CF=1.20
Shear Stress: Fv = 180 psi
Fv' = 180 psi
Cd=1.00
Modulus of Elasticity: E = 1600 ksi
E' = 1600 ksi
Comp. -L to Grain: Fc -1= 625 psi
Fc - -L = 625 psi
Controlling Moment: 3412 ft-lb
2.55 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads
on span(s) 2
Controlling Shear: 1573 lb
At 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: 37.91 in3
49.91 in3
Area (Shear): 13.11 in2
32.38 in2
Moment of Inertia (deflection): 90.06 in4
230.84 in4
Moment: 3412 ft-lb
4492 ft-lb
Shear: 1573 lb
3885lb
UNIFORM LOADS
Center
Uniform Live Load
115 plf
Uniform Dead Load
43 plf
Beam Self Weight
7 plf
Total Uniform Load
165 plf
POINT LOADS - CENTER SPAN
Load Number One
Live Load 788 lb
Dead Load 446 lb
Location 2.5 ft
. Load obtained from Load Tracker. See Summary Report for details.
TRAPEZOIDAL LOADS - CENTER SPAN
Load Number
One
Left Live Load
40 plf
Left Dead Load
15 plf
Right Live Load
40 plf
Right Dead Load
15 plf
Load Start
0 ft
Load End
0 ft
Load Length
0 ft
NEW HSS 3.5X3.5X1/4 POST
Page 6 of 9
Project: Chatila Remodel (new deck)
Location: P-1
Column
[2015 International Building Code(AISC 14th Ed ASD)]
HSS 3-1/2 x 3-1/2 x 1/4 x 10.0 FT /ASTM A500-GR.B-46
Section Adequate By: 93.6%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 4510 lb
Dead Load: Vert-DL-Rxn = 1392 lb
Total Load: Vert-TL-Rxn = 5902 lb
COLUMN DATA
Total Column Length: 10 ft
Unbraced Length (X-Axis) Lx: 10 ft
Unbraced Length (Y-Axis) Ly: 10 ft
Column End Condition-K (e): 1
COLUMN PROPERTIES
HSS 3-1/2 x 3-1/2 x 1/4 - Square
Steel Yield Strength:
Fy =
46 ksi
Modulus of Elasticity:
E =
29000 ksi
Column Section:
dx =
3.5 in
dy = 3.5 in
Column Wall Thickness:
t =
0.233 in
Area:
A =
2.91 in
Moment of Inertia (deflection):
Ix =
5.04 in4
ly = 5.04 in4
Section Modulus:
Sx =
2.88 in3
Sy = 2.88 in3
Plastic Section Modulus:
Zx =
3.5 in3
Zy = 3.5 in3
Rad. of Gyration:
rx =
1.32 in
ry = 1.32 in
Column Compression Calculations:
KL/r Ratio:
KLx/rx =
90.91
KLy/ry = 90.91
Controlling Direction for Compr. Calcs: (Y-Y
Axis)
Flexural Buckling Stress:
Fcr =
26.38 ksi
Controlling Equation
F7-1
Nominal Compressive Strength:
Pc =
46 kip
Combined Stress Calculations:
HI -lb Controls : 0.06
Controlling Combined Stress Factor:
0.06
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 10/14/2022 10:28:26 AM of
LOADING DIAGRAM
B
loft
A
AXIAL LOADING
Live Load:
PL =
4510 lb
Dead Load:
PD =
1286 lb'
Column Self Weight:
CSW =
106 lb
Total Axial Load:
PT =
5902 lb
. Load obtained from
Load Tracker. See Summary Report for details.
NEW HSS 10X3.5X1/4 BEAM
Page 7 of 9
Project: Chatila Remodel (new deck)
Location: DB-1
Uniformly Loaded Floor Beam
[2015 International Building Code(AISC 14th Ed ASD)]
HSS 10 x 3-1/2 x 1/4 x 16.0 FT / ASTM A500-GR.B-46
Section Adequate By: 20.8%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.33
IN L/580
Dead Load
0.08
in
Total Load
0.41
IN L/465
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS
A
B
Live Load
3600
lb 3600 lb
Dead Load
894
lb 894 lb
Total Load
4494
lb 4494 lb
Bearing Length
0.64
in 0.64 in
BEAM DATA
Center
Span Length
16 ft
Unbraced Length -Top
0 ft
STEEL PROPERTIES
HSS 10 x 3-1/2 x 1/4 - A500-GR.B-46
Properties:
Steel Yield Strength:
Fy =
46 ksi
Modulus of Elasticity:
E =
29000 ksi
Tube Steel Section (X Axis):
dx =
10 in
Tube Steel Section (Y Axis):
dy =
3.5 in
Tube Steel Wall Thickness:
t =
0.233 in
Area:
A =
5.93 in2
Moment of Inertia (X Axis):
Ix =
69.1 in4
Section Modulus (X Axis):
Sx =
13.8 in3
Plastic Section Modulus (X Axis):
Zx =
17.9 in3
Plastic Section Modulus (Y Axis):
Zy =
8.45 in3
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
FBR =
12.02
Allowable Flange Buckling Ratio:
AFBR =
28.12
Allowable Flange Buckling Ratio non -compact: AFBR_NC =
35.15
Web Buckling Ratio:
WBR =
39.92
Allowable Web Buckling Ratio for Eqn. F7-5:
AWBR =
60.76
Nominal Flexural Strength w/ Safety Factor:
Mn =
41088 ft-lb
Controlling Equation:
F7-1
Web height to thickness ratio:
h/tw =
39.92 lb
Limiting height to thickness ratio for eqn. G2-2: h/tw-limit =
56.24
Cv Factor:
Cv =
1
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
79750
Controlling Moment: 17974 ft-lb
8.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -4494 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Reg'd
Provided
Moment of Inertia (deflection):
57.19 in4
69.1 in4
Moment:
17974 ft-lb
41088 ft-lb
Shear:
-4494 lb
79750lb
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 10/14/2022 10:28:26 AM of
LOADING DIAGRAM
16 ft
FLOOR LOADING
Side 1 Side 2
Floor Live Load FLL = 60 psf 0 psf
Floor Dead Load FDL = 12 psf 0 psf
Floor Tributary Width FTW = 7.5 ft 0 ft
Wall Load WALL = 0 plf
BEAM LOADING
Beam Total Live Load:
wL =
450
plf
Beam Total Dead Load:
wD =
90
plf
Beam Self Weight:
BSW =
22
plf
Total Maximum Load:
wT =
562
plf
NEW HSS 10X3.5X1/4 BEAM
Page 8 of 9
Project: Chatila Remodel (new deck)
Location: DB-2
Uniformly Loaded Floor Beam
[2015 International Building Code(AISC 14th Ed ASD)]
HSS 10 x 3-1/2 x 1/4 x 15.17 FT / ASTM A500-GR.B-46
Section Adequate By: 395.4%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.07
IN L/2552
Dead Load
0.03
in
Total Load
0.10
IN L/1783
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS
A
B
Live Load
910
lb 910 lb
Dead Load
392
lb 392 lb
Total Load
1302
lb 1302 lb
Bearing Length
0.47
in 0.47 in
BEAM DATA
Center
Span Length
15.17 ft
Unbraced Length -Top
0 ft
STEEL PROPERTIES
HSS 10 x 3-1/2 x 1/4 - A500-GR.B-46
Properties:
Steel Yield Strength:
Fy =
46 ksi
Modulus of Elasticity:
E =
29000 ksi
Tube Steel Section (X Axis):
dx =
10 in
Tube Steel Section (Y Axis):
dy =
3.5 in
Tube Steel Wall Thickness:
t =
0.233 in
Area:
A =
5.93 in2
Moment of Inertia (X Axis):
Ix =
69.1 in4
Section Modulus (X Axis):
Sx =
13.8 in3
Plastic Section Modulus (X Axis):
Zx =
17.9 in3
Plastic Section Modulus (Y Axis):
Zy =
8.45 in3
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
FBR =
12.02
Allowable Flange Buckling Ratio:
AFBR =
28.12
Allowable Flange Buckling Ratio non -compact: AFBR_NC =
35.15
Web Buckling Ratio:
WBR =
39.92
Allowable Web Buckling Ratio for Eqn. F7-5:
AWBR =
60.76
Nominal Flexural Strength w/ Safety Factor:
Mn =
41088 ft-lb
Controlling Equation:
F7-1
Web height to thickness ratio:
h/tw =
39.92 lb
Limiting height to thickness ratio for eqn. G2-2: h/tw-limit =
56.24
Cv Factor:
Cv =
1
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
79750
Controlling Moment: 4939 ft-lb
7.585 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -1302 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Moment of Inertia (deflection):
13.95 in4
69.1 in4
Moment:
4939 ft-lb
41088 ft-lb
Shear:
-1302 lb
79750lb
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 10/14/2022 10:28:27 AM of
LOADING DIAGRAM
15.17 ft
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FLL =
60 psf
0 psf
Floor Dead Load
FDL =
15 psf
0 psf
Floor Tributary Width
FTW =
2 ft
0 ft
Wall Load
WALL =
0
plf
BEAM LOADING
Beam Total Live Load:
wL =
120
plf
Beam Total Dead Load:
wD =
30
plf
Beam Self Weight:
BSW =
22
plf
Total Maximum Load:
wT =
172
plf
NEW DECK JOIST 1.75X9.25 LVL 2.0E
Page 9 of 9
Project: Chatila Remodel (new deck)
Location: DJ-1
Floor Joist
[2015 International Building Code(2015 NDS)]
1.75 IN x 9.25 IN x 14.5 FT @16O.C.
2.0 Rigidlam LVL - Roseburg Forest Products
Section Adequate By: 5.2%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.34 IN L/505
Dead Load
0.07 in
Total Load
0.41 IN L/421
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: L/360
REACTIONS
A B
Live Load
580 lb 580 lb
Dead Load
116 lb 116 lb
Total Load
696 lb 696 lb
Bearing Length
0.53 in 0.53 in
SUPPORT LOADS A B
Live Load
435 plf 435
plf
Dead Load
87 plf 87
plf
Total Load
522 plf 522
plf
MATERIAL PROPERTIES
2.0 Rigidlam LVL - Roseburg
Forest Products
Base Values
Adiusted
Bending Stress:
Fb = 3100 psi
Fb' =
3683 psi
Cd=1.00 CF=1.03 Cr-1.15
Shear Stress:
Fv = 290 psi
Fv' =
290 psi
Cd=1.00
Modulus of Elasticity:
E = 2000 ksi
E' =
2000 ksi
Comp. 1 to Grain:
Fc -1= 750 psi
Fc -1' =
750 psi
Controlling Moment: 2523 ft-lb
7.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 696 lb
At 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:
8.22 in3
24.96 in3
Area (Shear):
3.6 in2
16.19 in2
Moment of Inertia (deflection):
109.73 in4
115.42 in4
Moment:
2523 ft-lb
7659 ft-lb
Shear:
696 lb
3130lb
page
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 10/14/2022 10:28:27 AM of
14.5 ft
JOIST DATA Center
Span Length 14.5 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 ILL =
60
psf
Dead Load DL =
12
psf
Total Load TL =
72
psf
TL Adj. For Joist Spacing wT =
96
plf