REVIEWED RESUB3 BLD2022-0132+Structural_Calculations+12.19.2022_8.44.53_AM+3275216RESUB
Dec 19 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
BLD2022-0132
REVIEWED
BY
CITY OF EDMONDS
STRUCTURAL CALCUALTIONS
for:
Tomkinson
22903 76th Avenue West
Edmonds, WA 98026
PROJECT:
Tomkinson Addition
22903 76th Avenue West
Edmonds, WA 98026
46346 c{�
�� sGISTER�O �4
N IONAL
Project #: 22-I00
Date: 1/ 10/2022
Puget Sound Structural Engineering
PO Box 5096, Tacoma WA
(253)298-2554
BASIS OF DESIGN GENERAL
GENERAL:
RISK CATEGORY:
MATERIAL SPECIFIC CODES
WOOD:
CONCRETE:
STEEL:
BASIS OF DESIGN - GRAVITY
SNOW:
2018 INTERNATIONAL BUILDING CODE as Amended by local jurisdiction
ASCE 7-16 Minimum Design loads for Buildings and other Structures
II
2018 NATIONAL DESIGN SPECIFICATION for Wood
2014 ACI 318-19
2017 AISC 15th Edition
Roof Snow Load
25 psf
Importance Factor (IS)
1.00 Unitless
SOIL BEARING:
Allowable Soil bearing pressure
1500 psf
DEFLECTIONS:
L D + L
ROOF
L/240 L/180
FLOOR
L/360 L/240
WEB JOISTS or TILE FLOOR
L/480 L/360
BASIS OF DESIGN - LATERAL
WIND:
Importance Factor (IW)
1.00 Unitless
Exposure Category
B
Topographic Factor (K,Y)
1.00 Unitless
Basic Wind Speed (V)
110 mph
SEISMIC:
Importance Factor (le) 1 Unitless
Site Class D
Short Period Spectral Acceleration (Ss) 1.278 g SDS 1.023 g
One Second Spectral Acceleration (Sl) 0.449 g Sis 0.449 g
Response Modification Factor (R) 6.5 Unitless
Gravity Analysis
GRAVITY LOADS
DEAD LOADS
Conccrete
150 pcf
DF lumber
32 pcf
Steel
490 pcf
Plywood
36 pcf
Truss @ 24" OC
3.1 psf
1/2" Plywood
1.5 psf
15 Lb Felt
0.4 psf
Asphalt Shingles
4.3 psf
R38 Batt Insulation
0.8 psf
5/8" GWB
2.8 psf
Mechanical
0.5 psf
Total 13.4 psf
Use 15 psf
EXTERIOR WALL
Framing
2.4 psf
Sheathing
1.5 psf
R 19 Insulation
1 psf
1/2" GWB
2.2 psf
Siding
2.2 psf
Mechanical
0.5 psf
Total 9.8 psf
Use 10 psf
INTERIOR WALL
Assumes (2) Layers 25 year shingles
Assumes 2x6 at 16" OC with double top plate
Framing 1.6 psf Assumes 2x4 at 16" OC with double top plate
(2) Layers 1/2" GWB 4.4 psf
Mechanical 0.5 psf
Total 6.5 psf
Use 8 psf
9119191.1
Framing
3.5 psf
Sheathing
3.4 psf
Finish
2.5 psf
R19Insulation
1 psf
Interior Walls
1.6 psf
Mechanical
1 psf
Total 13 psf
Use 15 psf
Assumes 2x12 at 16" OC with blocking every 8 feet
1 1/8" Plywood
3/4" Hardwood
Assumes 20 LF of interior wall / 100 SgFt of floor
LIVE LOADS
Roof 25 psf Snow
Floor 40 psf Residential floor load
Puget Sound Structural Engineering
PO Box 5096
Tacoma Washington 98415
(253) 298-2554
Project: Tomkinson Addition j Sheet of
Client: Job No.: 22-100 _#y: DJC Date:1/1/22
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2015 NDS FOR SAWN LUMBER (TABLE 4A)
Project: Tomkinson Addition
Span:
12.00 Ft
Calculation #: 201
Wp:
15 psf
Section: 2x8 DF
WL:
25 psf
Moment: 1.440 k-ft
Trib Width:
2 ft
Shear: 0.480 kips
Momentl
1.44 k-ft
Shearl 0.48 kips
Enter Loading or M & V
Moment (M)�k-ft
Shear(V) kips
SECTION PROPERTYS
Depth Thick Rough Flat Nom Nom Area Sx Ix
(In) (In) Cut Use Depth Thick (in2)(in3) (In4)
8.0 2.01 NO NO 7.5 1.51 11.251 14.061 52.7
WOOD PROPERTYS TABLE VALUES
Species / Grade
Fb
(psi)
Ft
(psi)
DF#2
900
575
CD
1.15
1.15
CF
1.20
1.20
CM
1.00
1.00
Ct
1.00
1.00
Cf.
1.00
-
C;
1.00
1.00
Cr
1.15
-
CL
1.00
-
Adiusted Values
1428
794
ADJUSTMENT FACTORS
Fv
mi)
180
1.15
1.00
1.00
1.00
207
Duration
2 Months
Moisture
NO
Temp > 100 F
NO
T>125 & T<=15
Incising
NO
Repetative Member
YES
Beam Stabilitv
NO
lu
STRESS CHECK
Moment Capacity 1.67 k-ft
Shear Capacity 1.553 kip,
DEFLECTION CHECK
FcPerp
(psi)
Fc
(psi)
E
(ksi)
625
1350
1,600
-
1.15
-
-
1.05
-
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
625
1630.1
1,600
NO
1
Emin
(ksi)
580
- Duration Factor
- Size Factor
1.00 Moisture Factor
1.00 Temperature Factor
- Flat Use Factor
1.00 Incising Factor
- Repetative Member Factor
580
1441Inches lel 257 Ilnches
C/D 1 1.161 OK
C/D 1 3.23 OK
Beam Stability Factor
Dead + Live Deflection
0.4421
inches Roofl
NO
Span/Deflection
326
Unitless
Allowable Span/Deflection
240
Unitless
I OK
Deflection is less than Allowable Deflection
Live Deflection
0.276
inches
Span/Deflection
521
Unitless
Allowable Span/Deflection
360
Unitless
I OK
Deflection is less than Allowable Deflection
Deflection is for a uniformly loaded simply supported member.
2015 NDS FOR GLUED LAMINATED SOFTWOOD TIMBER (TABLE 5A)
Project: Tomkinson Addition Span:
Calculation #: 202 WD:
Section: 5 1/2 x 12 GLB WL:
Moment: 18.953 k ft Trib Width:
Shear: 3.9901 kips Moment
Shear
SECTION PROPERTYS
19.00 Ft
15 psf
25 psf
10.5 ft
18.95 k-ft
3.991kips
Enter Loading or M & V
Moment (M)�k-ft
Shear (V) kips
Bending about the
Stress Class
X Axis
Fbx+ Fbx-
(psi) (psi)
FcPerp x Fv x
(psi) (psi)
E x Ex min
(ksi) (ksi)
Ft
(psi)
Fc SG
(psi)
24F-V4-1.8E
1 24001 18501
6501 2651
18001 9301
11001
16501 0.50
G LB Member Size
Depth Width
(in) (in)
Area Ix
(in2) (in4)
Sx rx
(In3) (In)
ly
(In4)
Sy ry
(In3) (In)
5-1/2 x 12
1 12 5.5
66.0 792
132.01 3.4641
166.4
60.501 1.588
ADJUSTMENT FACTORS
Duration (CD)
Moisture (CM)
Temp > 100 F (Cf)
Beam Stability (CL)
Beam Length (Cv)
Flat Use (CF)
2 Months
T>125 & T<=1501 NO
lu 228.00 Inches
feet
lel 1.00
lInches
NO
NO
NO
19.00
NO
Curvature Factor (Cc)
NO
1 5001
11.5
CD
CM
Ct
CL
Cv
Cfu
Cc
Adjusted Values
STRESS CHECK
Table Values
Duration Factor
Moisture Factor
Temperature Factor
Beam Stability Factor
Volume Factor
Flat Use Factor
Curvature Factor
Fb
Ft
Fv
Fc Perp
Fc
E
Emin
2400
1100
265
650
1650
1800
930
1.15
1.15
1.15
-
0.00
-
-
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
-
-
-
-
-
-
1.00
1.00
1.00
2760
1265
305
650
0
1,800
930
Moment Capacity
Shear Capacityl
DEFLECTION CHECK
30.36 k-ft
33.802 kips
C/D1
C/D1
1.601 OK
8.471 OK
Dead + Live Deflection
I 0.864
inches
Roof
I YES
Span/Deflection 1 2641 unitless
Allowable Span/Deflectionj 180 unitless I OKI Deflection is less than Allowable Deflection
Live Deflection 0.540 inches
Span/Deflection 422 unitless
Allowable Span/Deflection 240 unitless I OKI Deflection is less than Allowable Deflection
Deflection is for a uniformly loaded, simply supported member.
2015 NDS FOR SAWN LUMBER (TABLE 4A)
Project: Tomkinson Addition
Span:
6.25 Ft
Calculation #: 203
Wp:
15 psf
Section: 4x6 DF
WL:
25 psf
Moment: 0.977 k-ft
Trib Width:
5 ft
Shear: 0.625 kips
Momentl
0.98 k-ft
Shearl 0.63 kips
Enter Loading or M & V
Moment (M)�k-ft
Shear(V) kips
SECTION PROPERTYS
Depth Thick Rough Flat Nom Nom Area Sx Ix
(In) (In) Cut Use Depth Thick (In2) (in3) (In4)
6.0 4.01 NO NO 5.5 3.51 19.251 17.651 48.5
WOOD PROPERTYS TABLE VALUES
Species / Grade
Fb
(psi)
Ft
(psi)
DF#2
900
575
CD
1.15
1.15
Cr
1.30
1.30
CM
1.00
1.00
Ct
1.00
1.00
Cf.
1.00
-
C;
1.00
1.00
Cr
1.00
-
CL
1.00
-
Adiusted Values
1346
860
ADJUSTMENT FACTORS
Fv
mi)
180
1.15
1.00
1.00
1.00
207
Duration
2 Months
Moisture
NO
Temp > 100 F
NO
T>125 & T<=150
Incising
NO
Repetative Member
NO
Beam Stabilitv
NO
lu
STRESS CHECK
Moment Capacity 1.98 k-ft
Shear Capacity 2.657 kwo,
DEFLECTION CHECK
FcPerp
(psi)
Fc
(psi)
E
(ksi)
625
1350
1,600
-
1.15
-
-
1.10
-
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
625
1707.8
1,600
NO
1
Emin
(ksi)
580
- Duration Factor
- Size Factor
1.00 Moisture Factor
1.00 Temperature Factor
- Flat Use Factor
1.00 Incising Factor
- Repetative Member Factor
580
7511nches lel 139 Ilnches
C/D 1 2.031 OK
C/D 1 4.25 OK
Beam Stability Factor
Dead + Live Deflection
0.0881
inches Roofl
NO
Span/Deflection
848
Unitless
Allowable Span/Deflection
240
Unitless
I OK
Deflection is less than Allowable Deflection
Live Deflection
0.055
inches
Span/Deflection
1357
Unitless
Allowable Span/Deflection
360
Unitless
I OK
Deflection is less than Allowable Deflection
Deflection is for a uniformly loaded simply supported member.
2015 NDS FOR SAWN LUMBER (TABLE 4A)
Project: Tomkinson Addition
Span:
4.00 Ft
Calculation #: 204
Wp:
15 psf
Section: 4x6 DF
WL:
25 psf
Moment: 1.040 k-ft
Trib Width:
13 ft
Shear: 1.040 kips
Momentl
1.04 k-ft
Shearl 1.04 kips
Enter Loading or M & V
Moment (M)�k-ft
Shear(V) kips
SECTION PROPERTYS
Depth Thick Rough Flat Nom Nom Area Sx Ix
(In) (In) Cut Use Depth Thick (In2) (in3) (In4)
6.0 4.01 NO NO 5.5 3.51 19.251 17.651 48.5
WOOD PROPERTYS TABLE VALUES
Species / Grade
Fb
(psi)
Ft
(psi)
DF#2
900
575
CD
1.15
1.15
Cr
1.30
1.30
CM
1.00
1.00
Ct
1.00
1.00
Cf.
1.00
-
C;
1.00
1.00
Cr
1.00
-
CL
1.00
-
Adiusted Values
1346
860
ADJUSTMENT FACTORS
Fv
mi)
180
1.15
1.00
1.00
1.00
207
Duration
2 Months
Moisture
NO
Temp > 100 F
NO
T>125 & T<=150
Incising
NO
Repetative Member
NO
Beam Stabilitv
NO
lu
STRESS CHECK
Moment Capacity 1.98 k-ft
Shear Capacity 2.657 kwo,
DEFLECTION CHECK
FcPerp
(psi)
Fc
(psi)
E
(ksi)
625
1350
1,600
-
1.15
-
-
1.10
-
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
625
1707.8
1,600
NO
1
Emin
(ksi)
580
- Duration Factor
- Size Factor
1.00 Moisture Factor
1.00 Temperature Factor
- Flat Use Factor
1.00 Incising Factor
- Repetative Member Factor
580
4811nches lel 95 Ilnches
C/D 1 1.901 OK
C/D 1 2.55 OK
Beam Stability Factor
Dead + Live Deflection
0.0391
inches Roofl
NO
Span/Deflection
1244
Unitless
Allowable Span/Deflection
240
Unitless
I OK
Deflection is less than Allowable Deflection
Live Deflection
0.024
inches
Span/Deflection
1991
Unitless
Allowable Span/Deflection
360
Unitless
I OK
Deflection is less than Allowable Deflection
Deflection is for a uniformly loaded simply supported member.
Puget Sound Structural Engineering
PO Box 5096
Tacoma Washington 98415
(253) 298-2554
Project: Tomkinson Addition Sheet of
Client: Job No.: 22-100 By: DJC Date:1/1/22
ROO-� ,/z(um>� � CO.,l X, tit d
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2015 NDS FOR SAWN LUMBER (TABLE 4A)
Project: Tomkinson Addition
Span:
5.50 Ft
Calculation #: 205
Wp:
15 psf
Section: 4x6 DF
WL:
25 psf
Moment: 1.210 k-ft
Trib Width:
8 ft
Shear: 0.880 kips
Momentl
1.21 k-ft
Shearl 0.88 kips
Enter Loading or M & V
Moment (M)�k-ft
Shear(V) kips
SECTION PROPERTYS
Depth Thick Rough Flat Nom Nom Area Sx Ix
(In) (In) Cut Use Depth Thick (In2) (in3) (In4)
6.0 4.01 NO NO 5.5 3.51 19.251 17.651 48.5
WOOD PROPERTYS TABLE VALUES
Species / Grade
Fb
(psi)
Ft
(psi)
DF#2
900
575
CD
1.15
1.15
Cr
1.30
1.30
CM
1.00
1.00
Ct
1.00
1.00
Cf.
1.00
-
C;
1.00
1.00
Cr
1.00
-
CL
1.00
-
Adiusted Values
1346
860
ADJUSTMENT FACTORS
Fv
mi)
180
1.15
1.00
1.00
1.00
207
Duration
2 Months
Moisture
NO
Temp > 100 F
NO
T>125 & T<=150
Incising
NO
Repetative Member
NO
Beam Stabilitv
NO
lu
STRESS CHECK
Moment Capacity 1.98 k-ft
Shear Capacity 2.657 kwo,
DEFLECTION CHECK
FcPerp
(psi)
Fc
(psi)
E
(ksi)
625
1350
1,600
-
1.15
-
-
1.10
-
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
625
1707.8
1,600
NO
1
Emin
(ksi)
580
- Duration Factor
- Size Factor
1.00 Moisture Factor
1.00 Temperature Factor
- Flat Use Factor
1.00 Incising Factor
- Repetative Member Factor
580
6611nches lel 124 Ilnches
C/D 1 1.641 OK
C/D 1 3.02 OK
Beam Stability Factor
Dead + Live Deflection
0.0851
inches Roofl
YES
Span/Deflection
778
Unitless
Allowable Span/Deflection
180
Unitless
I OK
Deflection is less than Allowable Deflection
Live Deflection
0.053
inches
Span/Deflection
1244
Unitless
Allowable Span/Deflection
240
Unitless
I OK
Deflection is less than Allowable Deflection
Deflection is for a uniformly loaded simply supported member.
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Puget Sound Structural Engineering
PO Box 5096
Tacoma Washington 98415
(253) 298-2554
Project: Tomkinson Addition Sheet of
Clients Job No.: 22-100 By: DJC Date: 1/1/22
2015 NDS FOR SAWN LUMBER (TABLE 4A)
Project: Tomkinson Addition
Span:
6.00 Ft
Calculation #: 101
Wp:
15 psf
Section: 4x6 DF
WL:
40 psf
Moment: 2.413 k-ft
Trib Width:
9.75 ft
Shear: 1.609 kips
Momentl
2.41 k-ft
Shearl 1.61 kips
Enter Loading or M & V
Moment (M)�k-ft
Shear(V) kips
SECTION PROPERTYS
Depth Thick Rough Flat Nom Nom Area Sx Ix
(In) (In) Cut Use Depth Thick (In2) (in3) (In4)
8.0 4.01 NO NO 7.5 3.51 26.251 32.811 123.0
WOOD PROPERTYS TABLE VALUES
Species / Grade
Fb
(psi)
Ft
(psi)
DF#2
900
575
CD
1.00
1.00
Cr
1.30
1.20
CM
1.00
1.00
Ct
1.00
1.00
Cf.
1.00
-
C;
1.00
1.00
Cr
1.00
-
CL
1.00
-
Adiusted Values
1170
690
ADJUSTMENT FACTORS
Fv
mi)
180
1.00
1.00
1.00
1.00
180
Duration 10 Years
Moisture NO
Temp > 100 F NO T>125 & T<=150
Incising NO
Repetative Member NO
Beam Stabilitv NO lu
STRESS CHECK
Moment Capacity 3.20 k-ft
Shear Capacity 3.150 kiw
DEFLECTION CHECK
FcPerp
(psi)
Fc
(psi)
E
(ksi)
625
1350
1,600
-
1.00
-
-
1.05
-
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
625
1417.5
1,600
NO
1
Emin
(ksi)
580
- Duration Factor
- Size Factor
1.00 Moisture Factor
1.00 Temperature Factor
- Flat Use Factor
1.00 Incising Factor
- Repetative Member Factor
580
721lnches lel 140 Ilnches
C/D 1 1.331 OK
C/D 1 1.96 OK
Beam Stability Factor
Dead + Live Deflection
0.0791
inches Roofl
NO
Span/Deflection
907
Unitless
Allowable Span/Deflection
240
Unitless
I OK
Deflection is less than Allowable Deflection
Live Deflection
0.058
inches
Span/Deflection
1246
Unitless
Allowable Span/Deflection
360
Unitless
I OK
Deflection is less than Allowable Deflection
Deflection is for a uniformly loaded simply supported member.
Puget Sound Structural Engineering
PO Box 5096
Tacoma Washington 98415
(253) 298-2554
Project: Tomkinson Addition Sheet of
Client: Job No.: 22-100 By: DJC Date:1 / 1 / 22
�! �2 VII000 Z VI/,S C0* 4�7�' 2�Li /-
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FEM Beam Analysis 01/11/2022 14:59:19
Company Name: Puget Sound Structural Engineering
Engineer: D3C
lob Name: Coates Cabin
Comments: LC -IV
Beam Descriptior
Beam ID: 102
Beam Description: 4 x 10 PT HF
Beam Length 8.000 ft
Beam Propertie<--
Ix E From To
in.' ksi ft ft
250.0 1235 0.000 8.000
Supports
support # Distance Type Value
ft k/in
1 0.000 PINNED NA
2 8.000 PINNED NA
Loads
Distributed Load!
Case Load Begin Load End Load
Factor ft k/ft ft k/ft
DEAD 1.000 0.000 0.038 8.000 0.038
LIVE 0.750 0.000 0.225 8.000 0.225
Point Loads
Case Load Distance Load
Factor ft k
DEAD 1.000 2.500 0.330
SNOW 0.750 2.500 0.550
Maximums
Maximum Moment: 2.698 k-ft Maximum Moment At: 2.500 ft
Maximum Shear: 1.337 kips Maximum Shear At: 0.000 ft
Max Deflection: -0.098 in Max Deflection At: 4.284 ft
Deflection
Case Allowable Deflection Actual Deflection Ix
Span Delta Span Delta Required
Ratio in Ratio in in.'
Dead + Live L/240 0.400 L/983 -0.098 61
Live L/360 0.267 L/1364 -0.070 66
Global Reaction!
Support # 1 2
Distance (ft) 0.000 8.000
DEAD(kips) 0.379 0.255
LIVE(kips) 0.675 0.675
SNOW(kips) 0.284 0.129
Total(kips) 1.337 1.059
Nodal Output
Node a
Distance
Displacement
Shear
Moment
Rotation
feet
inches
kips
k-ft
Radians
1
0.000
0.000
1.337
0.000
-0.0034
2
0.833
-0.033
1.165
1.043
-0.0032
3
1.667
-0.063
0.993
1.942
-0.0026
4
2.500
-0.084
0.821
2.698
-0.0017
5
2.500
-0.084
0.078
2.698
-0.0017
6
3.286
-0.096
-0.084
2.695
-0.0007
7
4.071
-0.098
-0.247
2.565
0.0003
8
4.857
-0.091
-0.409
2.307
0.0012
9
5.643
-0.076
-0.572
1.922
0.0019
10
6.429
-0.055
-0.734
1.409
0.0026
11
7.214
-0.029
-0.897
0.768
0.0030
12
8.000
0.000
-1.059
0.000
0.0031
3
2.5
2
Y
c 1.5
E
0 1
0.5
0
0
0
-0.02
v
L
c -0.04
w -0.06
E
a
a
-0.08
-0.1
-0.12
Moment
2 4 6 8 10
Length (feet)
Displacement
Length (feet)
0
2015 NDS FOR SAWN LUMBER (TABLE 4A)
Project: Tomkinson Addition Span:
Calculation #: 102 Wp:
Section: 4x10 PT HF WL:
Moment: 2.968 k-ft Trib Width:
Shear: 1.337 kips Momentl
Shear
SECTION PROPERTYS
Ft Enter Loading or M & V
psf Moment (M) 2.968 k-ft
psf Shear (V) 1.337 kips
ft
k-ft
kips
8.00
0
0
2.97
1.34
Depth
(In)
Thick
(In)
Rough
Cut
Flat
Use
Nom
Depth
Nom
Thick
Area
(inz)
Sx
(in3)
Ix
(In4)
Quantity
10.0
4.0
NO
NO
9.5
3.5
33.25
52.65
250.1
1
WOOD PROPERTYS TABLE VALUES
Species / Grade
Fb
(psi)
Ft
(psi)
Fv
(psi)
FcPerp
(psi)
Fc
(psi)
E
(ksi)
Emin
(ksi)
Duration Factor
Size Factor
Moisture Factor
Temperature Factor
Flat Use Factor
Incising Factor
Repetative Member Factor
Beam Stability Factor
HF #2
850
525
150
405
1300
1,300
470
CD
1.00
1.00
1.00
-
1.00
-
-
Cr
1.20
1.10
-
-
1.00
-
-
CM
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Ct
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Cf.
1.00
-
-
-
-
-
-
C;
0.80
0.80
0.80
1.00
0.80
0.95
0.95
Cr
1.00
-
-
-
-
-
-
CL
1.00
-
-
-
-
-
-
Adjusted Values
816
462
120
405
1040
1,235
447
ADJUSTMENT FACTORS
Duration 10 Years
Moisture NO
Temp > 100 F NO T>125 & T<=150 I NO
Incising YES
Repetative Member NO
Beam Stability NO lu 96 Inches le 185 Inches
STRESS CHECK
Moment Capacity 3.58 k-ft C/D 1.21 OK
Shear Capacity 2.660 kips C/D 1.99 OK
DEFLECTION CHECK
Dead + Live Deflection
0.000
inches Roof
NO
Span/Deflection
######
Unitless
Allowable Span/Deflection
240
Unitless
######
I #DIV/0!
Live Deflection
0.000
inches
Span/Deflection
######
Unitless
Allowable Span/Deflection
360
Unitless
######
I #DIV/0!
Deflection is for a uniformly loaded simply supported member.
Lateral Analysis
Puget Sound Structural Engineering
PO Box 5096
Tacoma Washington 98415
(253) 298-2554
Project: Tomkinson Addition
Client: Job No.: 22-100
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Puget Sound Structural Engineering
DJc
1/3/2022
LATERAL WIND DESIGN ASCE 7
Project: Tomkinson Addition
Risk Category
Basic Wind Speed
Exposure Category
Mean Roof Height (h)
Adjustment Factor for Building Height & Exposure (k)
Topographic factor (K,)
Least horizontal dimension
Distance (a)
Roof Angle
II Table 1.5-1
110 mph / Figure 26.5-1A
B Section 26.7
11.0 Feet
1.00 Unitless / Figure 28.6-1
1.00 Unitless / Figure 26.8-1
47 Feet
4.4 Feet
18.4 Degrees
Simplified Design Wind Pressure, ps30 for V = 110 mph
Horizontal Pressures
Vertical Pressures
Angle
A
B
C
D
E
F
G
H
EoH
GoH
15.0
24.10
-8.00
16.00
-4.60
-23.10
-15.10
-16.00
-11.50
-32.30
-25.30
20.0
26.60
-7.00
17.70
-3.90
-23.10
-16.00
-16.00
-12.20
-32.30
-25.30
18.4
25.80
7.32
17.16
4.12
23.10
15.71
16.00
11.98
32.30
-25.30
18.4
25.80
7.32
17.16
4.12
23.10
15.71
16.00
11.98
32.30
-25.30
P130 values are converted to Absolute values before interpolating.
Reef Area (SF)
's 30 from Figure 28.6-1
's 30 from Figure 28.6-1
nterpolated Ps30 value
nterpolated Ps 30 * K,, * X
Rnnf I Wall ITntal
A
B
I C
D
E
F
I G
H
I EoH
GoH
I Kips
I Kips
Kips
N-S
1 29.01
1 52.01
1
1
1
1
1
1
1 1.641
1 1.64
E-W
1 44.01
57.01
1 73.01
1
1
1
1
1
1 1.851
1 1.85
Wall Area (SF)
A I B C I D I E I F I G H
N-S 1 70.01 1 276.0
E-W 1 70.01 1 90.0
Shear
Total I Total
3.35
1/1/22, 4:58 PM
U.S. Seismic Design Maps
Tomkinson Addition
Latitude, Longitude: 47.7914,-122.3352
228th St SW � _ 228th St SW
v�
Q�
Fashion Dim Sum rk Ballinger
® Apartments qj
Q
230th St SW
Auto Parts
Q
Go gleO'Reilly
Date
Design Code Reference Document
Risk Category
Site Class
Type Value
Ss 1.278
S1 0.449
SMs 1.534
SM1 null -See Section 11.4.8
SDs 1.023
SD1 null -See Section 11.4.8
Type
SDC
Fa
Fv
PGA
FPGA
PGAM
TL
SsRT
SsUH
SsD
S1RT
S1UH
S1D
PGAd
CRS
CR1
Value
null -See Section 11.4.8
1.2
null -See Section 11.4.8
0.544
1.2
1/1/2022, 4:58:10 PM
ASCE7-16
11
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
OSH PD
228th Stl 84,
0.652
Site modified peak ground acceleration
6
Long -period transition period in seconds
1.278
Probabilistic risk -targeted ground motion. (0.2 second)
1.404
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
2.188
Factored deterministic acceleration value. (0.2 second)
0.449
Probabilistic risk -targeted ground motion. (1.0 second)
0.501
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
0.887
Factored deterministic acceleration value. (1.0 second)
0.769
Factored deterministic acceleration value. (Peak Ground Acceleration)
0.91
Mapped value of the risk coefficient at short periods
0.896
Mapped value of the risk coefficient at a period of 1 s
C7
Map data 02022
https://seismicmaps.org 1/2
Puget Sound Structural Engineering
D1C
1/3/2022
LATERAL SEISMIC DESIGN ASCE 7
Project: Tomkinson Addition
V = CS * W
Site Class
SDs
SDI
Response Modification Factor "R"
Structural Height (h")
Fundamental Period (T)
Importance Factor (IE)
Seismic Response Coefficient (CS)
CS Max
CS Min
CS
Exponent related to the period (k)
12.8-1
g
g
Unitless Table 12.2-1
Ft 11.2
Seconds 12.8-7
Unitless Table 1.5-2
g 12.8-2
g 12.8-3
g 12.8-5
g 12.8-2
Unitless 12.8-12
D
1.023
0.449
6.5
8.0
0.10
1.00
0.157
0.726
0.045
0.157
1.0
Seismic Weight
Roof (psf)
I Wall (psf)
I Floor (psf)
151
10
12.8-12 12.8-11
Level
Mean
Height
Area
Weight
Shear (V)
W*hk
Cvx
Fx
Roof
Wall
Floor
Base
Ft
Sq Ft
Sq Ft
Sq Ft
Kips
Kips
k-ft
Unitless
Kips
Shear
Roof
8.0
765
11.48
1.81
92
0.77
2.22
Kips
Walls
4.0
672
6.72
1.06
27
0.23
0.65
2.86
Total Base Shear (V)
1 2.861
119
Sum
Structural Height (h") is mean roof, center of wall, or floor.
Cvx = (W*hk) / Sum (W*hk) Percentage of total base shear (V) assigned to this level
Fx = Cvx * Total Base Shear (V)
S.D ?r£�
Puget Sound Structural Engineering
D1C
10/5/2022
Project: Tomkinson Addition
aterai Force Summary
Force (kips)
N-S Wind E-W Wind Seismic
N-S Top I N-S Mid I N-S Total E-W Top I E-W Mid I E-W Total Top I Mid Total
Totals 1.641 6.541 8.18 1.851 3.351 5.20 2.22 0 . 651 2.8
Wind I Seismic
Wind
Wind
Total
Seismic
Total
Minimum
Seismic
Force
Force
Wind
%of
Seismic
Force
Seismic
Total
Panel
Aspect
Seismic
%of Wind
Applied at
Applied at
Force
Seismic
Force
Applied at
Force
Shearwall
Length in
Ratio 1.25-
Force
Wind
Force to
Top of
Center of
Applied to
Force to
Applied at
Center of
Applied to
Length in
Wall
Wall Line
0.125*(h/b
Adjusted for
Seismic
Unit
Wall Line
Wall Line
Wall
Wall
Wall Line
Wall Line
Top of Wall
Wall
Wall Line
Wall Line
Height (h)
(b)
)
Aspect Ratio
Unit Shear
Shear
%
Kips
Kips
Kips
%
Kips
Kips
Kips
Ft
Ft
Ft
Unitless
Kips
Lbs/Ft
Lbs/Ft
A
50%
0.82
3.27
4.09
50%
1.11
0.32
1.43
6.80
8.00
6.80
1.10
1.43
211
602
B
50%
0.82
3.27
4.09
50%
1.11
0.32
1.43
7.50
8.00
7.50
1.12
1.43
191
545
C
0%
0.00
0.00
0.00
0%
0.00
0.00
0.00
10.00
8.00
4.00
1.00
0.00
0
0
Sum 1 100% 1 1.641 6.541 8.18 100% 2.22 0.651 2.86
1 1 100% 1 1.851 3.351 5.20 100% 1 2.221 0.651 2.86 12.801 8.001 5.001 1.051 2.861 224 407
2 0% 0.00 0.00 0.00 0% 0.00 0.00 0.00 10.00 8.00 4.00 1.00 0.00 0 0
Sum 1 100%1 1.851 3.351 5.20 100% 2.221 0.651 2.86
b Min: Minimum wall panel length in a wall line used for determining seismic aspect ratio adjustment
Seismic Force Adjusted for Aspect Ratio =
IF Seismic Aspect Ratio < 1.0
Seismic Force Adjusted for Aspect Ratio = Total Seismic Force to Grid Line / Seismic Aspect Ratio
IF Seismic Aspect Ratio => 1.0
Seismic Force Adjusted for Aspect Ratio = Total Seismic Force to Grid Line
(Wind / Seismic) Unit Shear = Total Force to Grid Line / Total Shearwall Length
Lettered Wall lines resist N-S wind forces
Wind & Seismic Unit Shears are "Strength" level forces
Puget Sound Structural Engineering
DJC
10/5/2022
SHEAR WALL PANEL NAILING AND HOLD DOWN DESIGN
Project: Tomkinson Addition
Grid Line A HF Wood Species
Wall Height 8.00 ft
Seismic Unit Shear 211 plf Strength Level
Wind Unit Shear 602 plf Strength Level
Shearwall Design: Tvpe and Capacitv
Shear Wall Designation
Demand
Service Level plf
Seismic Unit Shear 147
Wind Unit Shear 361
P1-4
OK
OK
Capacity
plf
367
514
Holdown Design: Dead Loads
Service Level Force to Wall Line
Wind Force
Seismic Force
VT
Ibs
VM
Ibs
VT
Ibs
VM
Ibs
492
1962
775
227
plf
plf
plf
plf
72 2891
1141
33
Panel
Panel
Dead Load Resisting
Wind
Seismic
#
Length
Ft
Roof Wt
plf
Wall Wt
plf
Floor Wt
plf
Total Wt
plf
Wind T
Ibs
Wind C
Ibs
EQ T
Ibs
EQ C
Ibs
1
6.80
188
80
268
546
910
360
1096
6.80
Sum
Holdown Design: Tension and Compression
Panel
Wind
Seismic
#
T= C
Ibs
I T-0.6*D
Ibs
T Above
Ibs
C+ DL
I Ibs
C Above
Ibs
T= C T-(0.6-0.2Sps)*D
Ibs I Ibs
T Above
Ibs
C+(1.2*Sos)*D
Ibs
C Above
Ibs
1
17331
11881
1 26431
10461
686
1 2141
Holdown Design: Type and Capacity
Panel #
Wind
Seismic
Holddown
Type
Holddown
Capacity
Ibs
Holdown
Post
F-1
Tension
Ibs
Comp
I Ibs
Tension
Ibs
Comp
I Ibs
1
11881
2643
6861
2141
NA
0
0
Allowable Wind Unit Shear = 0.6 * Strength Level Wind Unit Shear
Allowable Seismic Unit Shear = 0.7 * Strength Level Seismic Unit Shear
Dead Load Resisting:
Total Dead Load (plf)= (Roof Dead + Wall Dead + Floor Dead;
Wind T (Lbs) = 0.6* Total Dead Load * Length / 2, Wind C (Lbs) = Total Dead Load * Length
EQ T (Lbs) = (0.6-0.2*SDS)* Total Dead Load * Length / 2, EQ C (Lbs) = Total Dead Load * (1.2*SDS) * Length /
(If Length > 12 then Length / 3, If Length > 24 then Length / 4]
T = C = vt (top) * Height + vt (mid) * Height / 2
Wind Tension = Panel Tension - 0.6*DL + Tension Above
Wind Compresion = Panel Compresion + DL+ Compresion Above
VT (Lbs): Total shear force (Allowable) this level only in the wall line acting at the Top of Wall.
VM (Lbs): Total shear force (Allowable) this level only in the wall line acting at the Middle of Wall.
vt (plf) = Vt / Sum of Panel Length in wall line
Uplift of less than 1500 Ibs not considered to require Holdowm
Puget Sound Structural Engineering
D1C
10/5/2022
SHEAR WALL PANEL NAILING AND HOLD DOWN DESIGN
Project: Tomkinson Addition
Grid Line B HF Wood Species
Wall Height 8.00 ft
Seismic Unit Shear 191 plf Strength Level
Wind Unit Shear 545 plf Strength Level
Shearwall Design: Type and Capacity
Shear Wall Designation P1-6
Demand Capacity
Service Level plf plf
Seismic Unit Shear 134 237 OK
Wind Unit Shear 327 332 OK
Holdown Design: Dead Loads
Service Level Force to Wall Line
Wind Force
Seismic Force
VT
Ibs
VM
Ibs
VT
Ibs
VM
Ibs
492
1962
775
227
plf
plf
plf
plf
66 2621103
30
Panel
Panel
Dead Load Resisting
Wind
Seismic
#
Length
Ft
Roof Wt
plf
Wall Wt
plf
Floor Wt
plf
Total Wt
plf
Wind T
Ibs
Wind C
Ibs
EQT
Ibs
EQC
Ibs
1
7.50
180
80
260
585
975
386
1174
7.50
Sum
Holdown Design: Tension and Compression
Panel
Wind
Seismic
#
T=C
Ibs
I T-0.6*D
Ibs
TAbove
Ibs
C+DL
Ibs
CAbove
Ibs
T=C T-(0.6-0.2SDS)*D
Ibs Ibs
TAbove
Ibs
C+(1.2*SDS)*D
Ibs
CAbove
Ibs
1
1571
986
2546
948
562
2122
Holdown Design: Type and Capacity
Panel #
Wind
Seismic
Holddown
Type
Holddown
Capacity
Ibs
Holdown
Post
Tension
Ibs
Comp
Ibs
Tension
Ibs
Comp
Ibs
1
986
2546
5621
2122
NA
0
0
Allowable Wind Unit Shear = 0.6 * Strength Level Wind Unit Shear
Allowable Seismic Unit Shear = 0.7 * Strength Level Seismic Unit Shear
Dead Load Resisting:
Total Dead Load (plf)= (Roof Dead + Wall Dead + Floor Dead;
Wind T (Lbs) = 0.6* Total Dead Load * Length / 2, Wind C (Lbs) = Total Dead Load * Length /
EQT (Lbs) = (0.6-0.2*SDS)* Total Dead Load * Length / 2, EQ C (Lbs) =Total Dead Load * (1.2*SDS) * Length
(If Length > 12 then Length / 3, If Length > 24 then Length / 4
T = C = vt (top) * Height + vt (mid) * Height / 2
Wind Tension = Panel Tension - 0.6*DL + Tension Above
Wind Compresion = Panel Compresion + DL + Compresion Above
VT (Lbs): Total shear force (Allowable) this level only in the wall line acting at the Top of Wall.
V. (Lbs): Total shear force (Allowable) this level only in the wall line acting at the Middle of Wall.
vt (plf) = Vt / Sum of Panel Length in wall line
Uplift of less than 1500 Ibs not considered to require Holdown�
Puget Sound Structural Engineering
DJC
10/5/2022
SHEAR WALL PANEL NAILING AND HOLD DOWN DESIGN
Project: Tomkinson Addition
Grid Line 1 HF Wood Species
Wall Height 8.00 ft
Seismic Unit Shear 224 plf Strength Level
Wind Unit Shear 407 plf Strength Level
Shearwall Design: Type and Capacity
Shear Wall Designation P1-6
Demand Capacity
Service Level plf plf
Seismic Unit Shear 157 237 OK
Wind Unit Shear 244 332 OK
Holdown Design: Dead Loads
Service Level Force to Wall Line
Wind Force
Seismic Force
VT
Ibs
VM
Ibs
VT
Ibs
VM
Ibs
1112
2010
1551
454
plf plf
plf
plf
871 1571
121
35
Panel
Panel
Dead Load Resisting
Wind
Seismic
#
Length
Ft
Roof Wt
plf
Wall Wt
I
Floor Wt
plf
Total Wt
plf
Wind T
Ibs
Wind C
Ibs
EQT
Ibs
EQC
Ibs
1
5.00
38
801
118
176
294
116
354
2
7.80
38
801
118
275
458
181
552
12.80
Sum
Holdown Design: Tension and Compression
Panel
Wind
Seismic
#
T= C
Ibs
T-0.6* D
Ibs
T Above
Ibs
C+ DL
Ibs
C Above
Ibs
T= C T-(0.6-0.2SDS)*D
Ibs Ibs
T Above
Ibs
C+(1.2*SDS)*D
Ibs
C Above
Ibs
1
1323
1147
1617
11111
995
1465
2
1323
1048
1781
11111
930
1663
Holdown Design: Type and Capacity
Panel#
Wind
Seismic
Holddown
Type
Holddown
Capacity
Ibs
Holdown
Post
Tension
Ibs
Comp
Ibs
Tension
Ibs
Comp
Ibs
1
1147
1617
995
1465
NA
0
0
2
1048
1781
930
1663
NA
0
0
Allowable Wind Unit Shear = 0.6 * Strength Level Wind Unit Shear
Allowable Seismic Unit Shear = 0.7 * Strength Level Seismic Unit Shear
Dead Load Resisting:
Total Dead Load (plf)= (Roof Dead + Wall Dead + Floor Dead;
Wind T (Lbs) = 0.6* Total Dead Load * Length / 2, Wind C (Lbs) = Total Dead Load * Length
EQ T (Lbs) = (0.6-0.2*SDS)* Total Dead Load * Length / 2, EQ C (Lbs) = Total Dead Load * (1.2*SDS) * Length /
(If Length > 12 then Length / 3, If Length > 24 then Length / 4]
T = C = vt (top) * Height + vt (mid) * Height / 2
Wind Tension = Panel Tension - 0.6*DL + Tension Above
Wind Compresion = Panel Compresion + DL+ Compresion Above
VT (Lbs): Total shear force (Allowable) this level only in the wall line acting at the Top of Wall.
VM (Lbs): Total shear force (Allowable) this level only in the wall line acting at the Middle of Wall.
vt (plf) = Vt / Sum of Panel Length in wall line
Uplift of less than 1500 Ibs not considered to require Holdowm