SEE REV1 REVIEWED-RESUB 1 BLD2023-0247+Structural_Analysis_or_Calculations+3.24.2023_8.01.34_AM+3440721RESUB RIGHT
Mar 24 2023 BLD2023-0247
engineer s
CITY OF EDMONDS......................... .......................
DEVELOPMENT SERVICES REVIEWED
DEPARTMENT
BY Las Vegas
CITY OF EDMONDS 1645 Village Center Cir.
Suite 10
BUILDING DEPARTMENT' Las Vegas, NV 89134
702.933.7000
NV@wrightengineers.com
wrightengineers.com
STRUCTURAL
CALCULATIONS
PROJECT: KAPPEN REMODEL
22317 93rd PL WEST EDMONDS, WA 98020
PROJECT No: SNL2301 19
CLIENT: SMITH CO.
PREPARED BY: EA
DATE: March 23, 2023
SHEET INDEX
BASIS FOR DESIGN
DESIGN LOADS
GRAVITY ANALYSIS
ENGINEERED
These calculations are the sole property of WRIGHT ENGINEERS and
:_' ............................... may not be reproduced in whole or part without written permission.
................................. .
Calculations are valid only for the above named project and are not
IN THE USA valid unless engineer's authorized seal and signature are affixed.
1
2
4
RESUB
Mar 24 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BASIS FOR DESIGN
RIGHT
STRUCTURAL ENGINEERS
1.1
BUILDING CODE:
INTERNATIONAL BUILDING CODE 2018
1.2
ROOF LIVE LOAD:
20 PSF (REDUCIBLE)
1.3
FLOOR LIVE LOAD:
40 PSF TYP. FLOOR AND DECK
60 PSF CANTILEVERED BALCONY OR DECK
1.4
WIND LOAD:
98 MPH BASIC WIND SPEED
IMPORTANCE FACTOR, Iw = 1.0
EXPOSURE B
1.5
SEISMIC LOAD:
SEISMIC DESIGN CATEGORY D
IMPORTANCE FACTOR, IE = 1.0
SITE CLASS D
1.6
SNOW LOAD:
25 PSF
2.1
FOUNDATION:
DESIGNED PER RECOMMENDATIONS BY INTERNATIONAL BUILDING CODE 2018 CODE MINIMUMS.
ALL FOOTINGS SHALL EXTEND A MINIMUM OF 18 INCHES BELOW PAD GRADE. ALLOWABLE DEAD
PLUS LIVE LOAD SOIL PRESSURE = 1500 PSF.
3.1
CONCRETE:
ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 PCF USING HARDROCK AGGREGATES.
MINIMUM 28-DAY COMPRESSIVE STRENGTH, fc, USED FOR DESIGN = 2500 PSI.
4.1
REINFORCING STEEL:
REBAR SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706 REQ'D. FOR ALL REINFORCING TO BE
WELDED) AND SHALL BE GRADE 60 (fy = 60 KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS
ON GRADE MAY BE GRADE 40 (fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O.
ON PLANS OR DETAILS.
5.1 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.:
SHAPE: STANDARD:
ROLLED WIDE FLANGE SECTIONS ASTM A992
OTHER STANDARD STEEL SHAPES
AND ROLLED SECTIONS ASTM A36
BARS AND PLATES ASTM A36
PIPES ASTM A501
HOLLOW STRUCT. SECTIONS (RECT.)
HOLLOW STRUCT. SECTIONS (ROUND)
BOLTS (EXCEPT IN WOOD CONNECTIONS)
NUTS
WASHERS
ANCHOR RODS
OR ASTM A53 TYPE E OR S, GRADE B
ASTM A500, GRADE C
ASTM A500, GRADE C
ASTM A325X
ASTM A563
ASTM F436
ASTM F1554, GRADE 36
OR GRADE 55 WHERE NOTED
(GRADE 55 RODS SHALL COMPLY WITH
WELDABILITY SUPPLEMENT S1)
Fy:
50 KSI
36 KSI
36 KSI
36 KSI
35 KSI
50 KSI
46 KSI
36 KSI
55 KSI
WELDS E-70 SERIES ---
THREADED ROD, EPDXY BOLTS, STUDS
AND BOLTS IN WOOD CONNECTIONS ASTM A307 ---
6.1 SAWN LUMBER:
SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O.:
USE: SPECIES AND GRADE:
2X4 TOP PLATES DOUGLAS FIR STANDARD
2X4 STUDS (UP TO 10'-0"), BLOCKING DOUGLAS FIR STUD
2X4 STUDS (OVER 10'-0") DOUGLAS FIR No. 2
2X6 TOP PLATES DOUGLAS FIR No. 2
2X6 STUDS (OVER 10'-0") DOUGLAS FIR No. 2
2X6 STUDS (UP TO 10'-0"), BLOCKING DOUGLAS FIR STUD
6X BEAMS AND 6X POSTS DOUGLAS FIR No. 1
JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No. 2
6.2 GLB:
GLULAM BEAMS (GLB) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 U.N.O.
6.3 PLYWOOD:
C-D OR C-C SHEATHING CONFORMING TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING
AND NAILING PATTERN U.N.O. NAILING IS ON CENTER SPACING:
THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING:
3/8" 24/0 8d AT 6" 8d AT 12" 3/4" 48/24 1 Od AT 6" 10d AT 12"
7/16" 24/16 8d AT 6" 8d AT 12" 1" 60/48 1 Od AT 6" 10d AT 12"
15/32" 32/16 8d AT 6" 8d AT 12" 1 1/8" 60/48 1 Od AT 6" 10d AT 12"
6.4 NAILS:
ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d SINKER, 16d
BOX OR 12d COMMON U.N.O.
PROJECT:
No: SHEET:
RESUB
Mar 24 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
DESIGN DEAD LOADS
SLOPED ROOF:
ASPHALT SHINGLES
2.5
1/2" PLYWD
1.5
TRUSSES OR RAFTERS AT 24" O.C.
3.0
INSULATION
1.0
1/2" GYPBD CEILING
2.0
MECH & MISC
4.0
DL (PSF) : 14.0
FLOOR:
FLOOR COVERING
1.5
3/4" PLYWD SHEATHING
2.5
TRUSSES OR JOISTS AT 24" O.C.
3.5
1/2" GYPBD CEILING
2.0
MECH & MISC
4.5
DL (PSF) : 14.0
EXTERIOR WALLS:
3/8" STUCCO
6.0
WALL SHEATHING
0.5
2x4 STUDS AT 16" O.C.
1.1
1/2" GYPBD
2.0
INSULATION
0.7
MISC.
1.7
DL (PSF) : 12.0
STONE VENEER ADD (PSF DL) : 6
INTERIOR WALLS:
1/2" GYPBD
2.0
2x4 STUDS AT 16" O.C.
1.1
1/2" GYPBD
2.0
MISC.
1.9
DL (PSF) : 7.0
230119 LOADS v20220922 RESIDENTIAL
Copyright WRIGHT ENGINEERS
RIGHT
STRUCTURAL ENGINEERS
UPDATE 02-12-03
PROJECT:
No: SHEET:
RES U B
Mar 24 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SNOW DRIFT LOADS AT LOWER ROOFS AND PROJECTIONS
ASCE 7 SECTION 7.7, 7.8
y (pcf) : 16.6
hb (ft): 1.20 LENGTH OF
LOWER
LENGTH ROOF OR CONTROLLING DRIFT
OF UPPER PROJECTION PEAK PRESSURE
ROOF / PARAPET WINDWARD LEEWARD AND WIDTH
h, (ft) I, (ft) I, (ft) hd (ft) Pd (psf) hd (ft) Pd (psf) Pd (psf) W (ft)
DESIGN SNOW LOADS
ASCE7-16 CHAPTER 7
RISK CAT: II
I: 1
Ce : 1.0
Ct : 1.0
CS: 1.0
LOCATION hl (ft)
RIGHT
STRUCTURAL ENGINEERS
P. (psf): 20
Pf (psf): 20
Ps (psf): 20
Suroharge Load
Due to Drifting
Balanced Snow Load
FIGURE 7-8 CONFIGURATION OF SNOW DRIFTS ON LOWER ROOFS
UNBALANCED SNOW LOAD WINDWARD LEEWARD
(HIP & GABLE ROOFS) ASCE 7 SECTION 7.6.1 W (ft) (ft) Ps (psf) hd (ft) P. (psf) W (ft)
ROOF PITCH= 0:12 0 0.00 0.00 0.00 0.00 0.00
SLIDING SNOW
ASCE 7 SECTION 7.9
W (ft) Psllde (PS0 Wslide(ft)
10 5.33 15.00
PROJECT:
No: SHEET:
RESUB
Mar 24 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
RIGHT
STRUCTURAL ENGINEERS
I I
I I
13'-2" J
/
/
/
4'-0" 3'-10" 3'-4" 2'-0"
/
i
10" 2'-0"
i
/
Z coEE
J,
-
U
_11 o � o
co N ro
> 13'-8 1 /21
E l<
II Le
� I u
1
j of II 1
_� --11----- -- - - --- ---- , F1
F1 c1
;KITCHEN B1
a;
Ir----------------------- --�
I ,
EE
04
I I I �I I II II I 1
II I I
ILI III II C� -
EE LL
1H II w
p i l l III II I
II�II II w
y, I Z
-4-
- -��-- DI
3X5SKYLIGHT -J
JG l CENTERED ABOVE ISLAND N
I I I
I ; I
0
I
I ,
J I
I
-------------------------------- --J
13'-2"
KITCHEN FLOOR PLAN
SCALE: 1/8"=1'-0" 08.29.22
e
PROJECT:
No: SHEET:
RESUB
Mar 24 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BEAM: B1
REDUCED
SPAN (FT) : 14.00 UL (PSF) LL (PSF) LL (PSF) I KItS (FT) WTL (PLF) WILL (PLF)
UNBRACED L (FT): 14.00 ROOF 14 20 25 16 624 400 D
OTL < L/ 240 FLOOR 14 40 40 10 540 400 S
ALL < L/ 360 WALL 10 ---- ---- 10 100 ---- LL
SNOW? [PSF] : 25 MISC 20 ---- ---- 1 20 ---- UP
ROOF SLOPE: 2:12 UNIFORM LOAD (PLF) : 1284 800 DN
ARTRIB (SO FT) : 0 TYPE
AFTRIB (SO FT) : 140 AT X
LOAD COMBINATION REACTIONS END REACTIONS BY CASE: INITIAL DIR.
LEFT (K) RIGHT (K) MOMENT (K-FT) LEFT (LB) RIGHT (LB)
D-1 3.39 3.39 11.86 D 3388 3388 CONTROLLING LC: LC - 4 1 LC - 4 1 LC - 8 DL ONLY
D+L-2 6.19 6.19 21.66 S 2800 2800 OPTIONS N (PSI) fb (PSI) A (IN) I SPAN /A A (IN) % CAF
D+(Lr or S)-3 6.19 6.19 21.66 LL 2800 2800
D+0.75(L+Lr or S) -4 7.59 7.59 26.56 (ASD) SEISMIC UP -308 -308
D+(0.6W or 0.7E)-5 3.70 3.70 12.94 (ASD) SEISMIC DN 308 308 3 1/8 x 21 GLB 130 1388 0.16 1055 0.10 97.4
D+0.75(L+(Lr/S)+(0.6W/0.7E))-6 7.82 7.82 27_37 (ASD) WIND UP 0 0 5 1/8 x 13 1/2 GLB 138 2047 0.37 460 0.22 93.5
0.6D+(0.7E or 0.6W)-7 1.72 1.72 7.11 (ASD) WIND DN 0 0 8 3/4 x 10 1/2 GLB 109 1982 0.46 369 0.28 99.2
(Deflection Only) L+Lr-8 5.60 5.60 19.60
RIGHT
STRUCTURAL ENGINEERS
POINT LOADS (LBS):
1 2 3
4 5 6
'ROJECT:
No: SHEET:
C1L
C1R
-11110.
RESUB
Mar 24 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
CD: 1.00
WOOD POST AXIAL LOAD CAPACITY (KIPS)
* ASSUMES POST IS BRACED IN WEAK DIRECTION
DF SOLE PLATE
MAX POST REACTION = 7.82K
RIGHT
STRUCTURAL ENGINEERS
POST
SOLE PLATE
CRUSHING
6
7
7.71
8
POST HEIGHT (FT)
8.71 9
10
11
12
13
20
2 x 4 DF STUD *
3.28
3.40
2.89
2.54
2.41
2.12
2.01
1.68
1.42
1.22
1.05
---
2 x 4 DF No.2 *
3.28
4.67
3.72
3.18
2.98
2.57
2.42
2.00
1.67
1.42
1.22
---
4 x 4 DF No 2
7.66
10.89
8.68
7.41
6.96
6.00
5.66
4.67
3.90
3.31
2.84
---
4 x 6 DF No 2
12.03
16.85
13.51
11.56
10.87
9.38
8.85
7.31
6.12
5.19
4.46
---
4 x 8 DF No 2
15.86
21.84
17.62
15.12
14.22
12.29
11.60
9.60
8.04
6.83
5.86
---
4 x 10 OF No 2
20.24
27.34
22.21
19.12
18.00
15.58
14.72
12.19
10.23
8.69
7.46
---
4 x 12 OF No 2
24.61
33.26
27.01
23.25
21.89
18.95
17.90
14.83
12.44
10.57
9.08
---
2 x 6 DF STUD *
5.16
6.41
6.14
5.91
5.80
5.51
5.39
4.93
4.45
3.99
3.56
1.71
2 x 6 DF No 2 *
5.16
10.49
9.66
8.98
8.68
7.95
7.65
6.67
5.79
5.04
4.40
1.99
6 x 6 DF No 1
18.91
27.56
26.34
25.28
24.80
23.51
22.96
20.92
18.83
16.82
14.98
7.13
6 x 8 DF No 1
25.78
37.59
35.92
34.47
33.81
32.07
31.30
28.52
25.68
22.94
20.43
9.73
6 x 10 OF No 1
32.66
44.42
42.66
41.12
40.43
38.56
37.73
34.69
31.48
28.32
25.36
12.25
6 x 12 OF No 1
39.53
53.77
51.64
49.78
48.94
46.67
45.68
41.99
38.11
34.28
30.70
14.83
8 x 8 DF No 1
35.16
53.81
52.79
51.91
51.52
50.44
49.96
48.09
45.89
43.41
40.69
23.01
CD : 1.15
POST
SOLE PLATE
CRUSHING
6
7
7.71
8
POST HEIGHT (FT)
8.71 9
10
11
12
13
20
2 x 4 DF STUD *
3.28
3.66
3.04
2.64
2.50
2.17
2.06
1.71
1.44
1.23
1.06
---
2 x 4 DF No.2 *
3.28
4.86
3.82
3.24
3.04
2.61
2.45
2.02
1.69
1.43
1.22
---
4 x 4 DF No 2
7.66
11.35
8.91
7.56
7.08
6.08
5.73
4.71
3.93
3.33
2.85
---
4 x 6 DF No 2
12.03
17.62
13.90
11.81
11.07
9.52
8.97
7.38
6.17
5.22
4.48
---
4 x 8 DF No 2
15.86
22.91
18.16
15.47
14.51
12.49
11.77
9.70
8.11
6.87
5.89
---
4 x 10 DF No 2
20.24
28.78
22.95
19.59
18.40
15.85
14.95
12.33
10.32
8.75
7.51
---
4 x 12 OF No 2
24.61
35.00
27.91
23.83
22.37
19.28
18.18
15.00
12.55
10.64
9.13
---
2 x 6 DF STUD *
5.16
7.25
6.88
6.55
6.41
6.02
5.86
5.27
4.70
4.16
3.68
1.72
2 x 6 DF No 2 *
5.16
11.67
10.56
9.67
9.30
8.41
8.05
6.92
5.96
5.15
4.47
2.00
6 x 6 DF No 1
18.91
31.13
29.44
27.98
27.33
25.62
24.89
22.31
19.80
17.50
15.46
7.20
6 x 8 DF No 1
25.78
42.45
40.14
38.15
37.26
34.93
33.94
30.43
27.00
23.86
21.08
9.82
6 x 10 DF No 1
32.66
50.27
47.82
45.71
44.76
42.24
41.15
37.23
33.30
29.60
26.26
12.37
6 x 12 OF No 1
39.53
60.85
57.89
55.33
54.18
51.13
49.81
45.06
40.31
35.83
31.79
14.98
8 x 8 DF No 1
35.16
61.40
60.00
58.80
58.25
56.76
56.09
53.51
50.53
47.22
43.73
23.51
CID: 1.60
POST
SOLE PLATE
CRUSHING
6
7
7.71
8
POST HEIGHT (FT)
8.71 9
10
11
12
13
20
2 x 4 DF STUD *
3.28
4.16
3.30
2.81
2.64
2.27
2.14
1.76
1.48
1.25
1.07
---
2 x 4 DF No.2 *
3.28
5.22
3.99
3.35
3.13
2.67
2.51
2.05
1.71
1.44
1.23
---
4 x 4 DF No 2
7.66
12.18
9.32
7.82
7.30
6.23
5.85
4.79
3.99
3.37
2.88
---
4 x 6 DF No 2
12.03
18.99
14.57
12.24
11.44
9.76
9.18
7.51
6.25
5.28
4.52
---
4 x 8 DF No 2
15.86
24.83
19.11
16.07
15.02
12.83
12.07
9.88
8.23
6.96
5.95
---
4 x 10 DF No 2
20.24
31.37
24.23
20.41
19.09
16.32
15.35
12.58
10.48
8.86
7.59
---
4 x 12 OF No 2
24.61
38.16
29.47
24.82
23.21
19.85
18.67
15.30
12.75
10.78
9.23
---
2 x 6 DF STUD *
5.16
9.52
8.73
8.08
7.80
7.11
6.84
5.93
5.14
4.46
3.89
1.75
2 x 6 DF No 2 *
5.16
14.56
12.48
11.05
10.49
9.24
8.78
7.37
6.24
5.34
4.61
2.02
6 x 6 DF No 1
18.91
40.75
37.18
34.29
33.07
30.07
28.87
24.97
21.57
18.69
16.28
7.31
6 x 8 DF No 1
25.78
55.57
50.70
46.76
45.10
41.00
39.37
34.05
29.41
25.48
22.20
9.97
6 x 10 DF No 1
32.66
66.24
61.04
56.75
54.90
50.28
48.40
42.20
36.65
31.87
27.83
12.59
6 x 12 OF No 1
39.53
80.18
73.89
68.69
66.45
60.87
58.59
51.08
44.36
38.58
33.69
15.24
8 x 8 DF No 1
35.16
83.32
80.33
77.73
76.55
73.37
71.95
66.67
60.97
55.22
49.72
24.38
PROJECT:
No: SHEET:
RESUB
Mar 24 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Description: FF11
fc (psi): 2500
Conc. Wt. (pcf): 145
Fy (ksi): 60
Clr Cvr. Bot (in): 3
Allow. Soil Bearing (psf): 1500
Surcharge (psf): 0
Snow (Y/N): Y
f1 (IBC 1605.2.1): 0.5
Light Wt. Conc. Ir : 1
LOADING
DL (k): 3.40
LL (k): 2.80
RLL (k): 0.00
SL(k): 2.80
FOOTING GEOMETRY
Min Dim. For Sq. Ftg. (ft): 2.37
Length X-Dir. (ft): 2.50
Width Y-Dir. (ft): 2.50
Thickness (in): 12.00
Min Ftg. Thickness (in): 5.49
Spread Footing Design
(Design based on ACI 318-14)
Column Type: Wood Column
Column Length (in): 6
Column Width (in): 6
Flexure: 0.90
� Shear: 0.75
Bearing: 0.65
REINFORCING DEVELOPMENT
Yc = 1.0
Ye= 1.0
Ys = 0.8
Id = 18.0
FOOTING REINFORCING
X-Dir. Reinf.: (3) # 5
Y-Dir. Reinf.: (3) # 5
SOIL BEARING
Max
Load Combination
Bearing (psf)
Max/Allow.
1DL
689
0.46
1DL+1LL
1137
0.76
1DL+1SL
1137
0.76
1DL+0.75LL+0.75SL
1361
0.91
FOOTING FLEXURE DESIGN
Critical Section from Column Center X - Dir. (in): 3
Critical Section from Column Center Y - Dir. (in): 3
pT&S: 0.0018
pmax: 0.0134
01: 0.85
d (in): 8.38
I �w
I `3
I �
I � �
I
3 I
I
Q I
y I I
COLIIM"ASE
PLATE LENGTH
I I
-------------�
FOOTING LENGTH j
RIGHT
STRUCTURAL ENGINEERS
X-Dir.
X-Dir.
Y-Dir.
Y-Dir.
As Req'd -
As Req'd -
X-Dir. As
As Req'd -
As Req'd -
Y-Dir. As
Ultimate
Mu - YY
Strength
T & S
Provided
Mu - XX
Strength
T & S
Provided
Load Combination
Bearing (psf)
(k-ft)
(in^2)
(in^2)
(in^2)
(k-ft)
(in^2)
(in^2)
(in^2)
1ADL
761.60
0.95
0.03
0.65
0.92
0.95
0.03
0.65
0.92
1.2DL+1.6LL+0.5SL
1593.60
1.99
0.05
0.65
0.92
1.99
0.05
0.65
0.92
1.2DL+0.5LL+1.6SL
1593.60
1.99
0.05
0.65
0.92
1.99
0.05
0.65
0.92
FOOTING SHEAR CHECK
Column as : 40
D:1
Two Way (Punching) �Vc (k): 72.2
One Way (X-Dir. Cut) �Vc (k): 18.8 Critical Section from Column Center X - Dir. (in): 11.375
One Way (Y-Dir. Cut) OVc (k): 18.8 Critical Section from Column Center Y - Dir. (in): 11.375
Punching
X-Dir. Cut
Y-Dir. Cut
Load Combination
Vu (k)
Vu/�Vc
Vu (k)
Vu/�Vc
Vu (k) Vu/�Vc
1ADL
3.67
0.051
0.58
0.031
0.58 0.031
1.2DL+1.6LL+0.5SL
7.67
0.106
1.20
0.064
1.20 0.064
1.2DL+0.5LL+1.6SL
7.67
0.106
1.20
0.064
1.20 0.064
CONCRETE BEARING CHECK
Az/Al: 2.00
Bearing Capacity �Bn (k): 99.5
Load Combination Bu (k) Bu/�Bn
1ADL 4.76 0.048
1.2DL+1.6LL+0.5SL 9.96 0.100
1.2DL+0.5LL+1.6SL 9.96 0.100
230119 FOOTINGS 20220211Spread Ftg
Copyright Wright Engineers
Update 08-27-19
PROJECT:
No: SHEET: