APPROVED BLD SUPP STRUC CALCS BLD2019-095113228 NE 20th St, Suite 100, Bellevue, WA 98005
Phone (425) 614-0949 Fax (425) 614-0950
STRUCTURAL CALCULATIONS FOR:
Edmonds Apartment Building - Supplemental Submittal for Comment Response
23830 Edmonds Way, Edmonds, WA
98026
Client:
Hayes Wilson Lund Architects, LLC
385 101 st AVE SE
Bellevue, WA 98004
By
Bill Armour, S.E., SECB
Mitchell Beck, P.E.
PLAN REVIEW ACCEPTANCE
FOR COMPLIANCE WITH THE APPLICABLE
CONSTRUCTION CODES IDENTIFIED BELOW.
® BUILDING ® STRUCTURAL
® MECHANICAL ® PLUMBING
ELECTRICAL ® ENERGY
® ACCESSIBILITY FIRE
PLAN REVIEW ACCEPTANCE OF DOCUMENTS
DOES NOT AUTHORIZE CONSTRUCTION TO
PROCEED IN VIOLATION OF ANY FEDERAL,
STATE,ORLOCAL REGULATIONS.
BY: /y�-Y4' DATE:07/29/2020
WEST COAS CODE CONSULTANTS, INC.
AUE No. 18456
Rev. 1 Date 10/25/2019
Design Criteria
Code Summary
Building Code: 2015 International Building Code
Supplemental Code: 2010 ASCE 7
Risk Category: II Standard -Occupancy Building
Seismic Loading:
Ss: 1.3957 Sas: 0.9305 Ie: 1.00 Site Class: D
S1: 0.5514 Sal: 0.5514 R: 6.50 Seismic Design Category: D
Cs: 0.1431
Wind Loading:
Vas: 110 mph Exposure Category: B
Risk Category: II Kzt: 1.00
Design Loads
Dead Loads:
(Floor Structure:
9-1/2" 1-joists @ 16" O.C.
1.9 psf
3/4" Sheathing
2.8 psf
1/2" GWB
2.2 psf
3/4" gyperete
6.5 psf
Carpete + Pad
2.0 psf
M&E
1.0 psf
Misc
1.6 psf
Cement Board at Walkways
5.6 psf
Total Interior Floor
18 psf
Total Exterior Floor
24 psf
Roof:
Gangnail Trusses @ 24" O.C.
2.5 psf
5/8" Sheathing
1.8 psf
1/2" GWB
2.2 psf
Roofing
3.0 psf
Insullation
1.0 psf
MEP
2.0 psf
Misc.
2.5 psf
Total 15.0 psf
Live Load:
Roof.
20.0 psf
Snow: 25.0 psf
Terrace: 100.0 psf
Floor:
40.0 psf
Walkway: 100.0 psf
Storage: 125.0 psf
Decks:
60.0 psf
Soil Properties:
Allowable Vertical Bearing = 2000.0 psf
Deflection Criteria
Stair: Floor Roof Walls
Live Load: L/ 480 Live Load: L/ 480 Live Load: L/ 240 Flexible Finishes: L/ 180
Total Load: L/ 360 Total Load: L/ 240 Total Load: L/ 180 Brittle Finishes: L/ 360
Supporting Glass: L/ 240
13228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
Project: Edmonds Apartment Building - Supplemental Submittal for Comment Re Pg. No: DC 1
Address: 23830 Edmonds Way, Edmonds, WA Date: 10/25/19
Client: Hayes Wilson Lund Architects, LLC Job No.: 18456
Shear Wall Analysis
Shearwall Delta 9
7.89
8.75
8.75
ft
ft
ft
Vertical Loads:
Roof DL:
2nd Floor DL:
3rd Floor DL:
Wall DL:
T1
T1
T2
T2
Ld
10.58 ft
15 psf
18 psf
18 psf
10 Dsf
3rd Floor Wall -
Local Overturn
MOT:
9.705 k-ft
Wall Wt:
0.835 k
Roof Weight:
0.159 k
MR:
5.255 k-ft
Uplift:
0.65 k @ Tl
Roof
Fr: 1.23 k v = 116.3 plf
Shearwall Designation: 1
3rd Flr
0.88 k Total F3: 2.11 k
v = 199.4 plf
Shearwall Designation: 1
2nd Flr
0.38 k Total F2: 2.49 k
v = 235.3 plf
Shearwall Designation: 1
Foundation
MOT:
49.95 k-ft
Wall Wt:
2.686 k
Wall Trib:
25.39 ft
2nd Flr Wt:
0.5 k
2nd Flr Trib:
2.625 ft
3rd Flr Wt:
0.5 k
3rd Flr Trib:
2.625 ft
Roof Weight:
2.341 k
Roof Trib:
14.75 ft
MR:
31.88 k-ft
Uplift:
3.067 k
Wall Trib: 7.89 ft
Roof Trib.: 1 ft
2nd Floor Wall
- Local Overtu
MOT:
28.17 k-ft
Wall Wt:
1.761 k
Roof Weight:
2.341 k
3rd Flr Wt:
0.5 k
MR:
21.7 k-ft
Uplift:
1.51 k @ T2
Wall Trib: 16.64 ft
Roof Trib.: 14.75 ft
3rd Flr Trib: 2.625 ft
13228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
r
ect:Edmonds Apartment Building Pg. No: Shear Wall 1
ress: 23820 Edmonds Way Edmonds, WA 98026 Date: 10/23/19
nt: Hayes Wilson Lund Architects, LLC Job No.: 18456
7.89
8.75
8.75
ft
ft
ft
Ah T1
T1
T2
T2
t
10.58 ft
Roof
Fr: 1.1 k v = 104 plf
Shearwall Designation: 1
3rd Flr
0.79 k Total F3: 1.89 k
v = 178.6 plf
Shearwall Designation: 1
2nd Flr
0.34 k Total F2: 2.23 k
v = 210.8 plf
Shearwall Designation: 1
Foundation
MOT:
44.73 k-ft
Wall Wt:
2.686 k
2nd Flr Wt:
0.5 k
3rd Flr Wt:
0.5 k
Roof Weight:
2.341 k
MR: 31.88 k-ft
2.55 k
Floor Wall - Local
Wall Trib:
25.39 ft
2nd Flr Trib:
2.625 ft
3rd Flr Trib:
2.625 ft
Roof Trib:
14.75 ft
MOT:
25.22 k-ft
Wall Wt:
1.761 k
Roof Weight:
2.341 k
3rd Flr Wt:
0.5 k
MR:
21.7 k-ft
Uplift:
1.21 k @ T2
Wall Trib: 16.64 ft
Roof Trib.: 14.75 ft
3rd Flr Trib: 2.625 ft
3228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
'roject: Edmonds Apartment Building Pg. No: Shear Wall 2
kddress: 23820 Edmonds Way Edmonds, WA 98026 Date: 10/23/19
,ient: Hayes Wilson Lund Architects, LLC Job No.: 18456
7.89
8.75
8.75
ft
ft
ft
Ah T1
T1
T2
T2
t
11.5 ft
Roof
Fr: 1.81 k v = 157.4 plf
Shearwall Designation: 1
3rd Flr
1.3 k Total F3: 3.11 k
v = 270.4 plf
Shearwall Designation: 1
2nd Flr
0.56 k Total F2: 3.67 k
v = 319.1 plf
Shearwall Designation: 2
Foundation
MOT:
73.61 k-ft
Wall Wt:
2.92 k
2nd Flr Wt:
0.983 k
3rd Flr Wt:
0.983 k
Roof Weight:
0.173 k
MR: 29.09 k-ft
5.14 k
Floor Wall - Local
Wall Trib:
25.39 ft
2nd Flr Trib:
4.75 ft
3rd Flr Trib:
4.75 ft
Roof Trib:
1 ft
MOT:
41.49 k-ft
Wall Wt:
1.914 k
Roof Weight:
0.173 k
3rd Flr Wt:
0.983 k
MR:
12 k-ft
Uplift:
3.14 k @ T2
Wall Trib: 16.64 ft
Roof Trib.: 1 ft
3rd Flr Trib: 4.75 ft
3228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
'roject: Edmonds Apartment Building Pg. No: Shear Wall 3
kddress: 23820 Edmonds Way Edmonds, WA 98026 Date: 10/23/19
,ient: Hayes Wilson Lund Architects, LLC Job No.: 18456
7.89
8.75
8.75
ft
ft
ft
Ah T1
T1
T2
T2
t
9.42 ft
Roof
Fr: 0.51 k v = 54.14 plf
Shearwall Designation: 1
3rd Flr
0.54 k Total F3: 1.05 k
v= 111.5 plf
Shearwall Designation: 1
2nd Flr
0.27 k Total F2: 1.32 k
v = 140.1 plf
Shearwall Designation: 1
Foundation
MOT:
24.76 k-ft
Wall Wt:
2.392 k
2nd Flr Wt:
0.805 k
3rd Flr Wt:
0.805 k
Roof Weight:
1.413 k
MR: 25.51 k-ft
1.06 k
Floor Wall - Local
Wall Trib:
25.39 ft
2nd Flr Trib:
4.75 ft
3rd Flr Trib:
4.75 ft
Roof Trib:
10 ft
MOT:
13.21 k-ft
Wall Wt:
1.567 k
Roof Weight:
1.413 k
3rd Flr Wt:
0.805 k
MR:
14.04 k-ft
Uplift:
0.54 k @ T2
Wall Trib: 16.64 ft
Roof Trib.: 10 ft
3rd Flr Trib: 4.75 ft
3228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
'roject: Edmonds Apartment Building Pg. No: Shear Wall 4
kddress: 23820 Edmonds Way Edmonds, WA 98026 Date: 10/23/19
,ient: Hayes Wilson Lund Architects, LLC Job No.: 18456
(Worst Case)
Uplift:
Loc. On Ftg
Simpson Holdown to Use:
Holdown Capacity:
Check
Shearwall Delta 9
3066.9 lb
Corner
Simpson STHD14
3695 lb
OK
Shearwall Delta 10
2547.0 lb
Corner
Simpson STHD14
3695 lb
OK
Shearwall Delta 11
5139.9 lb
Corner
Simpson HDU5
5645 lb
OK
Shearwall Delta 12
1056.8 lb
Corner
Simpson STHD14
3695 lb
OK
*Note: All Strap Capacities based on 6" Thick Stemwall
Case)
Uplift:
Simpson Strap to Use:
Strap Capacity:
Check
Shearwall Delta 9
1507.3 lb
Simpson MSTC28
1540 lb
OK
Shearwall Delta 10
1213.7 lb
Simpson MSTC28
1540 lb
OK
Shearwall Delta 11
3139.3 lb
Simpson MSTC52
4620 lb
OK
Shearwall Delta 12
1030.0 lb
Simpson MSTC28
1540 lb
OK
Shearwall Delta 9
Shearwall Delta 10
Shearwall Delta 11
Shearwall Delta 12
Uplift:
651.8 lb
0.0 lb
966.2 lb
0.0 lb
Case)
Simpson Strap to Use:
Simpson MSTC28
No Strap Needed
Simpson MSTC28
No Strap Needed
*Note: All
based on max 16" clear
Strap Capacity:
Check
1540 lb
OK
N/A lb
OK
1540 lb
OK
N/A lb
OK
*Note: All
based on max 16" clear
3228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
'roject: Edmonds Apartment Building Pg. No: Shear Wall c
iddress: 23820 Edmonds Way Edmonds, WA 98026 Date: 10/23/19
'lient: Hayes Wilson Lund Architects, LLC Job No.: 18456
Shear Wall Footing Analysis
Shear Wall: Shearwall Delta 9 / 10
Loadine Summa
OTM =
49.95 k-ft
Pwall =
6.027 k
Pleft =
0 k
Pright =
0 k
Footing
Geometry
a=
2 ft
b =
10.58 ft
c=
2 ft
Depth =
1 ft
Width =
2.5 ft
Check Overturning and Bearing
Pressure
Overturning Moment =
49.95 k-ft
Resisting Moment =
101.7 k-ft
Factor of Safety =
2.035 > 1.5 OK
Pressure under left end =
0.059 ksf
Pressure under right end =
0.467 ksf
Allowable Bearing Pressure =
2.66 ksf OK
Stemwall at Shear Wall
Width =
6 in
Height =
12 in
Length =
14.58 ft
Weight =
1.0935 k
u
Soil Above Footin
fA
OTM
Pleft Pright
Pwall
Concrete Footing
a b c
Width =
24 in
Height =
6 in
Length =
14.58 ft
Weight =
1.604 k
Design Cont. Footine Reinforcement
Cont. Reinf. Top+Bot.
Bar Size 5
As,min req'd = 1.188 inA2
# of Bars in Top Layer = 3
# of Bars in Bot. Layer = 2
Slab on Grade Weight
Width =
24 in
Thickness:
4 in
Length =
14.58 ft
Weight =
1.409 k
13228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
r
ect:Edmonds Apartment Building Pg. No: SW Footing 1
ress: 23820 Edmonds Way Date: 18456
nt: Hayes Wilson Lund Architects, LLC Job No.: 10/23/2019
Shear Wall Footing Analysis
Shear Wall: Shearwall Delta 11
Loading Summary
OTM = 73.61 k-ft
Pwall = 5.059 k
Pleft = 1.8 k
Pright = 1.238 k
Footing Geometry
a= 1 ft
b = 11.58 ft
c= 1 ft
Depth = 1 ft
Width = 3 ft
Check Overturning and Bearing
Pressure
Overturning Moment =
73.61 k-ft
Resisting Moment =
123 k-ft
Factor of Safety =
1.67 > 1.45 OK
Pressure under left end =
0 ksf
Pressure under right end =
0.80 ksf
Allowable Bearing Pressure =
2.66 ksf OK
Stemwall at Shear Wall
Width = 6 in
Height = 12 in
Length = 13.58 ft
Weight = 1.019 k
Footing & Stem at
Left End
Stem Width =
6 in
Stem Height =
12 in
Length =
4 ft
Weight =
0.3 k
Soil Above Footin
fA
OTM
Pleft Pright
Pwall
Concrete Footing
a b c
Width =
30 in
Height =
6 in
Length =
13.58 ft
Weight =
1.867 k
Ftg Width =
30 in
Thickness =
12 in
Length =
4 ft
Weight =
1.5 k
Design Cont. Footine Reinforcement
Cont. Reinf. Top+Bot.
Bar Size 5
As,min req'd = 1.426 inA2
# of Bars in Top Layer = 4
# of Bars in Bot. Layer = 3
Slab on Grade Weight
Width =
24 in
Thickness:
4 in
Length =
13.58 ft
Weight =
1.313 k
Footing & Stem at Left End
Stem Width =
6 in
Ftg Width =
30 in
Stem Height =
12 in
Thickness =
12 in
Length =
4 ft
Length =
2.5 ft
Weight =
0.3 k
Weight =
0.938 k
13228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
r
ect:Edmonds Apartment Building Pg. No: SW Footing 2
ress: 23820 Edmonds Way Date: 18456
nt: Hayes Wilson Lund Architects, LLC Job No.: 10/23/2019
Shear Wall Footing Analysis
Shear Wall: Shearwall Delta 12
Loadine Summa
OTM =
24.76 k-ft
Pwall =
5.416 k
Pleft =
0 k
Pright =
0 k
Footing
Geometry
a=
2 ft
b =
9.42 ft
c=
2 ft
Depth =
1 ft
Width =
2.5 ft
Check Overturning and Bearing
Pressure
Overturning Moment =
24.76 k-ft
Resisting Moment =
86.07 k-ft
Factor of Safety =
3.476 > 1.5 OK
Pressure under left end =
0.279 ksf
Pressure under right end =
0.259 ksf
Allowable Bearing Pressure =
2.66 ksf OK
Stemwall at Shear Wall
Width = 8 in
Height = 12 in
Length = 13.42 ft
Weight = 1.342 k
Footing & Stem at Left End
Stem Width = 6 in
Stem Height = 12 in
Length = 1.25 ft
Weight= 0.0938 k
Soil Above Footin
fA
OTM
Pleft Pright
Pwall
Concrete Footing
a b c
Width =
22 in
Height =
6 in
Length =
13.42 ft
Weight =
1.353 k
Ftg Width =
30 in
Thickness =
12 in
Length =
1.25 ft
Weight =
0.469 k
Design Cont. Footine Reinforcement
Cont. Reinf. Top+Bot.
Bar Size 4
As,min req'd = 1.188 inA2
# of Bars in Top Layer = 3
# of Bars in Bot. Layer = 2
Slab on Grade Weight
Width =
24 in
Thickness:
4 in
Length =
13.42 ft
Weight =
1.297 k
Footing & Stem at Left End
Stem Width =
6 in
Ftg Width =
30 in
Stem Height =
12 in
Thickness =
12 in
Length =
1.25 ft
Length =
1.25 ft
Weight =
0.094 k
Weight =
0.469 k
13228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
r
ect:Edmonds Apartment Building Pg. No: SW Footing 3
ress: 23820 Edmonds Way Date: 18456
nt: Hayes Wilson Lund Architects, LLC Job No.: 10/23/2019