REVIEWED RESUB1 BLD2022-1184+Calculations+1.2.2023_10.44.57_AM+3293022 (2)REVIEWED,.,.,.,.,.,
BY
CITY OF EDMONDS
BUILDING DEPARTMENT'-
W74 :S:S] SOUND STRUCTURAL SOLUTIONS
5 E N G I N E E R 5
Client [Dean Adams]
Dean Adams
e
phone
email
RESUB
Jan 03 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1184
SSS # s2209023
Project 569 Hemlock Way
Identification Michel Design (2069302445)
WAC 196-23-070
Section Engineering Calculations
1 Design Criteria
2 Wind & Earthquake Design
3 Framing Analysis
4 Detail Calculations
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490
W74 SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
DESIGN CRITERIA
24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490
DESIGN CRITERIA
Governing Code 18 IBC Risk Category II
Wind Design Data
Basic Wind Speed (3 sec gust) mph
98
Surface Roughness
C
Wind Exposure Category
C
Earthquake Design Data
Seismic Importance Factor, Ie
1.00
Site Classification
D
Short Period Acceleration, SS
1.283
1-Second Acceleration, Sl
0.451
Seismic Design Category
D
Spectral Response Coefficient, Sps
1.026
Spectral Response Coefficient, Spl
0.556
Gravity Load Data
loads are psf
Dead Live Snow
Decks: loads are psf
Dead Live Snow
Joists' 20 60 25
Notes apply as called out in table above.
5 Joists of sawn lumber or wood I -joists.
Assumed Soil Data
Allowable Soil Bearing 2000 sf
Internal Pressure Coefficient +/-
0.18
Topographic Factor, KZt
1.00
Ground Elevation Factor, Ke
1.00
Seismic Force ResistingS stem
ITable 12.2-1: A-15
2016 Euiv. Lateral Force Procedure
Response Modification Factor, R
6.5
6.5
Transverse
Longitudinal
Seismic Response Coefficient, CS
0.158
0.158
Transverse
Longitudinal
Seismic Base Shear, V
4219
Ibs
SCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
569 Hemlock Way
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.804956
Risk Category: II Longitude:-122.374657
Soil Class: D - Default (see Elevation: 132.21 ft (NAVD 88)
Section 11.4.3)
Fm id
G'
d'
Edmonds
-
h1.1In Jl Fre ncle
F Aq.r
n ❑aylon sr c.nbm�
a ht,rle Sr q'
? f
y Alder �t
e
3 B k Ln
'A.11nu[ 5[
C
r.
MS Mann ��
FMny pr e
IGA r Cede-
5r
s
Spate S1
r
iNy F. o
CiryPaa61
11, rr lock Mly
'v
La ure I Si
Pli- 51. r...
srreee
i
FMaydlea
Fcr ylh Ln v,
u, a
J
fir S[
a
i �
r
r. 1,
Fy
S�a�
r:
y'..
=lnl 51
F
FF G
L
R
Wind
Results:
Wind Speed 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Nov 21 2022
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtool.onIine/ Page 1 of 3 Mon Nov 21 2022
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss :
1.283
Sol
N/A
S,
0.451
TL
6
Fa
1.2
PGA:
0.545
Fv
N/A
PGA m :
0.654
Sans :
1.54
FPGA
1.2
SM,
N/A
le
1
SIDS :
1.027
CV
1.357
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Nov 21 2022
Date Source:
USGS Seismic Design
Maps
https://asce7hazardtool.onIine/ Page 2 of 3 Mon Nov 21 2022
-ASCE®
ZERICAN SOCIETY OF CIVIL ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -parry content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Mon Nov 21 2022
8�8�8e
Topographic Effects
Distances below are measured from the base.
Crest
elev: 384
dist: 7128
Site
elev: 132 _
dist: 3749 -
H/2 ►{_��� 2D-ESL
�2
elev: 192 �
dist: 4752
2D RIDC—E
Base J
elev: 0 3,D Ax, 5Vp4_
dist: 0
Exposure Category B
Height above local ground z= 30 ft
Location Relative to Crest Downwd
Hill Shape 2-D Rdg
Height of Hill H= 384 ft
Distance upwind of the crest to where the
Lh= 2376 ft difference in ground elevation is half of the height
of the hill.
x= 3379 ft Distance upwind (or downwind) from the crest to
Wind Speed-up over Hills, Ridges, and Escarpments
1) The hill, ridge, or escarpment is isolated and unobstructed upwind by
other similar topographic features of comparable height for 100 times the
height of the topographic feature or 2 mi., whichever is less. This
distance shall be measured horizontally from the point at which the
height H of the hill, ridge, or escarpment is determined.
2) The hill, ridge, or escarpment protrudes above the height of upwind
terrain features within a 2-mi radius in any quadrant by a factor of two or
mnra
3) The structure is located as shown in Fig. 6-4 in the upper one-half of a
hill or ridge or near the crest of an escarpment.
4) H/Lh > = 0.2
5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for
Exposure B
Topographic factor
If site conditions and locations of structures do not meet all the
conditions specified in Section 26.8.1 then KA = 1.0.
Otherwise:
Kzt= 1.02 K1= 0.21
K2= 0.05
K3= 0.96
Case Studies in Kzt Determination
Controlled
2-mi
True
by:
2-mi
True
False
H/Lh >=
0.16
False
H =
384
True
Kzt= 1.00
SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
LATERAL ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
W7'4 SS SOUND STRUCTURAL SOLUTIONS
zh E N G I N E E R S
Lateral Analysis Design Approach
11/21/2022
SSS# s2209023
569 Hemlock Way Deck Addition
A comparative analysis was performed to establish the level of
stress in the structural elements as they currently exist and finally
as they would exist with the additional element. The demand on
the affected components on Wall line A does not exceed the
allowable 10% increase and thus the design elements need not
be brought up to standard.
Existing Roof dead load: (1501 / 2) sq ft x 15 psf = 11257#
Existing Floor dead load: (1501 / 2) sq ft x 10 psf = 7505#
Existing Deck dead load: 516 sq ft x 12 psf = 6192#
Total dead loads, tributary to affected wall line: 24954#
New Deck dead loads: 175sq ft x 12 psf = 2100#
New total dead loads, tributary to affected wall line: 27054#
27054/24954 = 1.084
8.4% increase in dead loads, and in turn, seismic loads, to the
affected wall line
Change in sail area for wind loads is negligible.
No upgrades required
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
W7'4 SS SOUND STRUCTURAL SOLUTIONS
zh E N G I N E E R S
GRAVITY ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 569 Hemlock Way_221121_enercalc trib_s2209023.ec6
LIC# : KW-06017385, Build:20.22.10.25 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022
DESCRIPTION: (0-1) Deck Joists
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species Douglas Fir -Larch
Wood Grade No.2
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
01
Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0120, L = 0.060, S = 0.0250 ksf,
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Fb +
900.0 psi
E : Modulus of Elasticity
Fb -
900.0 psi
Ebend- xx 1,600.0 ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Fc - Perp
625.0 psi
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
Repetitive Member Stress Increase
2-2x 10
Span = 14.0 ft
Service loads entered. Load Factors will be applied for calculations.
Tributary Width = 1.333 ft, (ROOF DECK)
= 0.724: 1
2-2x10
= 659.54 psi
= 910.80 psi
+D+L
= 6.961 ft
Span # 1
0.232 in Ratio =
0 in Ratio =
0.293 in Ratio =
0 in Ratio =
Maximum Shear Stress Ratio =
0.252 : 1
Section used for this span
2-2x10
fv: Actual =
36.32 psi
F'v =
144.00 psi
Load Combination
+D+L
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
724 > 360 Span: 1
0 <360 n/a
573 > 240 Span: 1
0 <240 n/a
L Only
+D+0.750L+0.750S
Maximum Forces & Stresses for Load Combinations
Load Combination
Max btress
Katios
Moment
Values
Shear
Values
Segment Length
Span #
M
V
CD
CM
Ct CLx
CIF
Cfu C i
C r
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 14.0 ft
1
0.134
0.047
0.90
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.39
109.9
819.7
0.11
6.1
129.6
+D+L
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.0
0.00
0.0
0.0
Length = 14.0 ft
1
0.724
0.252
1.00
1.00
1.00
1.00
1.100
1.00 0.80
1.15
2.35
659.5
910.8
0.67
36.3
144.0
+D+S
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.0
0.00
0.0
0.0
Length = 14.0 ft
1
0.324
0.113
1.15
1.00
1.00
1.00
1.100
1.00 0.80
1.15
1.21
338.9
1,047.4
0.35
18.7
165.6
+D+0.750L
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.0
0.00
0.0
0.0
Length = 14.0 ft
1
0.459
0.160
1.25
1.00
1.00
1.00
1.100
1.00 0.80
1.15
1.86
522.1
1,138.5
0.53
28.7
180.0
+D+0.750L+0.750S
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.0
0.00
0.0
0.0
Length = 14.0 ft
1
0.662
0.231
1.15
1.00
1.00
1.00
1.100
1.00 0.80
1.15
2.47
693.9
1,047.4
0.71
38.2
165.6
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 569 Hemlock Way_221121_enercalc trib_s2209023.ec6
LIC# : KW-06017385, Build:20.22.10.25 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022
DESCRIPTION: (0-1) Deck Joists
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment Length Span #
M
V
CD
CM
Ct CLx
CF
Cfu C i
C r
M
fb
F'b
V
fv
F'v
+0.60D
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.0
0.00
0.0
0.0
Length = 14.0 ft 1
0.045
0.016
1.60
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.24
66.0
1,457.3
0.07
3.6
230.4
+1.140D
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.0
0.00
0.0
0.0
Length = 14.0 ft 1
0.086
0.030
1.60
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.45
125.3
1,457.3
0.13
6.9
230.4
+1.105D+0.750L+0.750S
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.0
0.00
0.0
0.0
Length = 14.0 ft 1
0.484
0.169
1.60
1.00
1.00
1.00
1.100
1.00 0.80
1.15
2.51
705.4
1,457.3
0.72
38.8
230.4
+0.460D
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.0
0.00
0.0
0.0
Length = 14.0 ft 1
0.035
0.012
1.60
1.00
1.00
1.00
1.100
1.00 0.80
1.15
0.18
50.6
1,457.3
0.05
2.8
230.4
Overall Maximum Deflections
Load Combination
Span
Max.
"-" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+0.750L+0.750S
1
0.2928
7.039
0.0000
0.000
Vertical Reactions
Support notation :
Far left is
#1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
0.707
0.707
Max Upward from Load Combinations
0.707
0.707
Max Upward from Load Cases
0.560
0.560
D Only
0.112
0.112
+D+L
0.672
0.672
+D+S
0.345
0.345
+D+0.750L+0.750S
0.707
0.707
+D+0.750L
0.532
0.532
+0.60D
0.067
0.067
L Only
0.560
0.560
S Only
0.233
0.233
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
Project File: 569 Hemlock Way_221121_enercalc trib_s2209023.ec6
LIC# : KW-06017385, Build:20.22.10.25 SOUND STRUCTURAL
SOLUTIONS
(c) ENERCALC INC 1983-2022
DESCRIPTION: (0-2) Dropped Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
875.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
875.0 psi
Ebend- xx 1,300.0 ksi
Fc - Prll
600.0 psi
Eminbend - xx 470.0 ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
170.0 psi
Ft
425.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.16) L(0.48) S(0.2) D(0.16) L(0.48) S(0.2) D(0.16) L(0.48) 8(0.2)
17
6x12 Y 6x12
= 1.0 ft, Span = 5.750 ft
6x12
Span = 5.750 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.060,
S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF DECK)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.060,
S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF DECK)
Load for Span Number 3
Uniform Load : D = 0.020, L = 0.060,
S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF DECK)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.453: 1
Maximum Shear Stress Ratio =
0.399 : 1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual =
253.90 psi
fv: Actual =
54.22 psi
F'b =
560.00 psi
F'v =
136.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
5.750ft
Location of maximum on span =
5.750 ft
Span # where maximum occurs =
Span # 2
Span # where maximum occurs =
Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.006 in Ratio =
11614 > 360 Span: 3 : L Only
Max Upward Transient Deflection
-0.003 in Ratio =
8312 > 360 Span: 1 : L Only
Max Downward Total Deflection
0.008 in Ratio =
8320 > 240 Span: 3 : +D+0.750L+0.750S
Max Upward Total Deflection
-0.004 in Ratio =
5954 > 240 Span: 1 : +D+0.750L+0.750S
Maximum Forces & Stresses for Load Combinations
Load Combination
Max stress
Katios
Segment Length
Span #
M
V
CD
CM
Ct CLx
CF
D Only
Length = 1.0 ft
1
0.016
0.070
0.90
0.80
1.00
1.00
1.000
Length = 5.750 ft
2
0.126
0.111
0.90
0.80
1.00
1.00
1.000
Length = 5.750 ft
3
0.126
0.111
0.90
0.80
1.00
1.00
1.000
+D+L
0.80
1.00
1.00
1.000
Length = 1.0 ft
1
0.057
0.253
1.00
0.80
1.00
1.00
1.000
Moment
a ues
Shear
Values
Cfu C i
C r
M
fb
F'b
V
fv
F'v
0.0
0.00
0.0
0.0
1.00 0.80
1.00
0.08
7.9
504.0
0.36
8.6
122.4
1.00 0.80
1.00
0.64
63.5
504.0
0.57
13.6
122.4
1.00 0.80
1.00
0.64
63.5
504.0
0.57
13.6
122.4
1.00 0.80
1.00
0.0
0.00
0.0
0.0
1.00 0.80
1.00
0.32
31.7
560.0
1.45
34.4
136.0
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
Project File: 569 Hemlock Way_221121_enercalc
trib_s2209023.ec6
LIC# : KW-06017385, Build:20.22.10.25
SOUND STRUCTURAL SOLUTIONS
(c) ENERCALC INC 1983-2022
DESCRIPTION:
(0-2)
Dropped Beam
Maximum Forces &
Stresses for Load Combinations
Load Combination
Max btress
Katios
Moment
Values
Shear
Values
Segment
Length Span #
M
V
CD
CM
Ct CLx
CF
Cfu C i
C r
M
fb
F'b
V
fv
F'v
Length =
5.750 ft
2
0.453
0.399
1.00
0.80
1.00
1.00
1.000
1.00 0.80
1.00
2.56
253.9
560.0
2.29
54.2
136.0
Length =
5.750 ft
3
0.453
0.399
1.00
0.80
1.00
1.00
1.000
1.00 0.80
1.00
2.56
253.9
560.0
2.29
54.2
136.0
+D+S
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.0
0.00
0.0
0.0
Length =
1.0 ft
1
0.028
0.124
1.15
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.18
17.8
644.0
0.82
19.3
156.4
Length =
5.750 ft
2
0.222
0.195
1.15
0.80
1.00
1.00
1.000
1.00 0.80
1.00
1.44
142.8
644.0
1.29
30.5
156.4
Length =
5.750 ft
3
0.222
0.195
1.15
0.80
1.00
1.00
1.000
1.00 0.80
1.00
1.44
142.8
644.0
1.29
30.5
156.4
+D+0.750L
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.0
0.00
0.0
0.0
Length =
1.0 ft
1
0.037
0.164
1.25
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.26
25.7
700.0
1.18
27.9
170.0
Length =
5.750 ft
2
0.295
0.259
1.25
0.80
1.00
1.00
1.000
1.00 0.80
1.00
2.08
206.3
700.0
1.86
44.1
170.0
Length =
5.750 ft
3
0.295
0.259
1.25
0.80
1.00
1.00
1.000
1.00 0.80
1.00
2.08
206.3
700.0
1.86
44.1
170.0
+D+0.750L+0.750S
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.0
0.00
0.0
0.0
Length =
1.0 ft
1
0.051
0.230
1.15
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.34
33.2
644.0
1.52
36.0
156.4
Length =
5.750 ft
2
0.413
0.363
1.15
0.80
1.00
1.00
1.000
1.00 0.80
1.00
2.69
265.8
644.0
2.39
56.8
156.4
Length =
5.750 ft
3
0.413
0.363
1.15
0.80
1.00
1.00
1.000
1.00 0.80
1.00
2.69
265.8
644.0
2.39
56.8
156.4
+0.60D
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.0
0.00
0.0
0.0
Length =
1.0 ft
1
0.005
0.024
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.05
4.8
896.0
0.22
5.2
217.6
Length =
5.750 ft
2
0.043
0.037
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.38
38.1
896.0
0.34
8.1
217.6
Length =
5.750 ft
3
0.043
0.037
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.38
38.1
896.0
0.34
8.1
217.6
+1.140D
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.0
0.00
0.0
0.0
Length =
1.0 ft
1
0.010
0.045
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.09
9.0
896.0
0.41
9.8
217.6
Length =
5.750 ft
2
0.081
0.071
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.73
72.4
896.0
0.65
15.5
217.6
Length =
5.750 ft
3
0.081
0.071
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.73
72.4
896.0
0.65
15.5
217.6
+1.105D+0.750L+0.750S
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.0
0.00
0.0
0.0
Length =
1.0 ft
1
0.038
0.170
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.34
34.0
896.0
1.56
36.9
217.6
Length =
5.750 ft
2
0.304
0.267
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
2.75
272.5
896.0
2.45
58.2
217.6
Length =
5.750 ft
3
0.304
0.267
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
2.75
272.5
896.0
2.45
58.2
217.6
+0.460D
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.0
0.00
0.0
0.0
Length =
1.0 ft
1
0.004
0.018
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.04
3.6
896.0
0.17
4.0
217.6
Length =
5.750 ft
2
0.033
0.029
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.29
29.2
896.0
0.26
6.2
217.6
Length =
5.750 ft
3
0.033
0.029
1.60
0.80
1.00
1.00
1.000
1.00 0.80
1.00
0.29
29.2
896.0
0.26
6.2
217.6
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
1
0.0000 0.000 +D+0.750L+0.750S
-0.0040 0.000
+D+0.750L+0.750S
2
0.0070 2.464
0.0000 0.000
+D+0.750L+0.750S
3
0.0083 3.334
0.0000 0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support 3 Support 4
Max Upward from all Load Conditions
2.188
4.728
1.459
Max Upward from Load Combinations
2.188
4.728
1.459
Max Upward from Load Cases
1.567
3.387
1.045
D Only
0.522
1.129
0.348
+D+L
2.090
4.517
1.394
+D+S
1.175
2.541
0.784
+D+0.750L+0.750S
2.188
4.728
1.459
+D+0.750L
1.698
3.670
1.133
+0.60D
0.313
0.677
0.209
L Only
1.567
3.387
1.045
S Only
0.653
1.411
0.436
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column Project File: 569 Hemlock Way_221121_enercalc trib_s2209023.ec6
LIC# : KW-06017385, Build:20.22.10.25 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022
DESCRIPTION: (0-2) + Existing
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method Allowable Stress Design
Wood Section Name 4x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
8 ft
Wood Member Type Sawn
(Used for non -slender calculations)
Exact Width In Allow Stress Modification Factors
Wood Species Douglas Fir -Larch
.50
Exact Depth 5 in Cf or Cv for Bending 1.30
Wood Grade No.2
.50
Area 19.250 inA2 Cf or Cv for Compressiol 1.10
Fb + 900.0 psi Fv
180.0 psi
Ix 48.526 in14 Cf or Cv for Tension 1.30
Fb - 900.0 psi Ft
575.0 psi
I Cm : Wet Use Factor 0.80
y 19.651 in 4
Fc - Prll 1,350.0 psi Density
31.210 pcf
Incising Factors : Ct :Temperature Fact 1.0
Fc -Per p 625.0 psi
for Bending 0.80 Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x-x Bending
y-y Bending
Axial for Elastic Modulus 0.95 Kf : Built-up columns 1.0 NDS 15.3.2
Basic 1,600.0
1,600.0
1,600.0 ksi Use Cr : Repetitive ? No
Minimum 580.0
580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K
Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 33.377 Ibs * Dead
Load Factor
AXIAL LOADS ...
(0-2): Axial Load at 8.0 ft, D = 0.3480, L =
1.045, S = 0.4360 k
Copy of (0-3) for existing: Axial Load at 8.0
ft, D = 0.9130,
L = 2.739, S = 1.146 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.5189 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination +D+0.750L+0.750S
Top along Y-Y 0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X-� 0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are .
Along Y-Y 0.0 in
at 0.0 ft above base
Applied Axial
5.319 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in
at 0.0 ft above base
Fc : Allowable
532.52 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bending Compression
Tension
Load Combination
+0.460D
Location of max.above base
8.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
230.40 psi
Load Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location
Stress Ratio Status Location
DOnly 0.900
0.580
0.1355 PASS 0.0 ft
0.0 PASS
8.0 ft
+D+L 1.000
0.540
0.5140 PASS 0.0 ft
0.0 PASS
8.0 ft
+D+S 1.150
0.487
0.2806 PASS 0.0 ft
0.0 PASS
8.0 ft
+D+0.750L+0.750S 1.150
0.487
0.5189 PASS 0.0 ft
0.0 PASS
8.0 ft
+D+0.750L 1.600
0.373
0.3790 PASS 0.0 ft
0.0 PASS
8.0 ft
+0.60D 1.600
0.373
0.07122 PASS 0.0 ft
0.0 PASS
8.0 ft
+1.140D 1.600
0.373
0.1353 PASS 0.0 ft
0.0 PASS
8.0 ft
+1.105D+0.750L+0.750S 1.600
0.373
0.5002 PASS 0.0 ft
0.0 PASS
8.0 ft
+0.460D 1.600
0.373
0.05460 PASS 0.0 ft
0.0 PASS
8.0 ft
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column
Project File: 569 Hemlock Way_221121_enercalc trib_s2209023.ec6
LIC# : KW-06017385, Build:20.22.10.25
SOUND STRUCTURAL SOLUTIONS
(c) ENERCALC INC 1983-2022
DESCRIPTION: (0-2) + Existing
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k Y-Y Axis
Reaction Axial Reaction
My - End Moments k-ft Mx - End Moments
Load Combination
@ Base @ Top
@ Base
@ Top @ Base
@ Base @ Top @ Base @ Top
D Only
1.294
+D+L
5.078
+D+S
2.876
+D+0.750L+0.750S
5.319
+D+0.750L
4.132
+0.60D
0.777
L Only
3.784
S Only
1.582
Maximum Deflections for Load
Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection Distance
D Only
0.0000 in
0.000ft
0.000 in
0.000ft
+D+L
0.0000 in
0.000ft
0.000 in
0.000ft
+D+S
0.0000 in
0.000ft
0.000 in
0.000ft
+D+0.750L+0.750S
0.0000 in
0.000ft
0.000 in
0.000ft
+D+0.750L
0.0000 in
0.000ft
0.000 in
0.000ft
+0.60D
0.0000 in
0.000ft
0.000 in
0.000ft
L Only
0.0000 in
0.000ft
0.000 in
0.000ft
S Only
0.0000 in
0.000ft
0.000 in
0.000ft
Sketches
O
Lq
Lr)
3.50 in
2
+X
4.66Bk
SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
DETAIL ANALYSIS
24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490
EDL - EXTERIOR DECK LEDGER
BEAM #: 0-A
Ledger fastener type and spacing calculation
Deck Joist Span, L
14
Fastener Spacing, x
6
Fasteners per Location
2
Fastener Type
SDS25300
Ledger Section
2x10
Ledger Species & Grade
DF-No.2 (2"-4")
Preassure Treated?
Yes
Fastener Stress 880/0
Ledger Bending Stress 50/0
Ledger Shear Stress 7%
Ft
in
Uniform Load, w =
700.0
plf
Total shear on ledger, V =
350
lb
Moment on ledger =
17.50
ft-lb
Fastener
Allowable Shear =
200
lb
Shear Per Fastener =
175.00
lb
Member
Fb =
720
psi
Fv =
144
psi
Area =
13.875
in
fb =
37.84
psi
fv =
9.82
psi
LEDGER ELEV.
5�
1" MIK
2" dK
EDL EXTERIGR DECK LEDGER
N.T.S.
Design Loads:
Dead Live Snow Misc
15.0 60.0 25.0