APPROVED BLD BLD2020-0532+Structural_Calculations+6.30.2020_9.34.11_PMSOUND STRUCTURAL SOLUTIONS
E N G I N E E R 5
Raj Velji
Annika Velji
Client
phone
fax
SSS # s2002O29
Project 422 Olympic Ave NE
Identification 2 Story SFR
Louise S. Wright
WAC 196-23-070
Section Engineering Calculations
1 Design Criteria
Lateral Analysis/Justification
3 Framing Analysis
4 Foundation Design
5 Detail Calculations
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 47778-1023 - Fax: 206-260-7490
SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
DESIGN CRITERIA
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
i
Il
j Il
� Il
� l
ICI G P&9rl
+ �I
I Ili
I
I
14• = r-or
F3 FOOTING,
SEE FOOTING
DETAIL FTG 14----
6x6 POST w/
(2) #A34 @ TOP
#ABU @ BTM
NEF
(DETAIL)
E ,so'�nau
}SffiDzoom 'I''9
{)
NEF
(DETAIL)
FJ TO MATCH
EXISTING
2x10 @ 16"oc MIN
LiCA
.......... ....�.......... FWS
(DETAIL)
SHEATH PONY
WALL PER
SHEAR WALL A6
� J I I`
M�I�.I �Goalz PLlf.l
D=
PO
��--Ti�
�I
xHGUS
4xS POST w+
I
-ECCO @ TOP
/
34
I2i'A@ STM
f
(PROVIDE FULL-890
SQUASH BLOCK
aUNDER
POST)
HANG (E) TRUSSES TO BEAM w)
*LUS, TRIM TAILS, NO OTHER _
MOD I FICATIONS ALLO W EO, TYP.
— 2-2x5 HEADER
t;5vt> roo" Y �5
tc)
7-7
N y�L
�'
�5 1 A' x 14' PSL (1-3)
x HUCO
U)x
—
rn
NB N
(DETAILI
SW 2-2xG WADE r" SW
AS il-4) AS
pmrdH
:i72 "I, inks w.w.• Tv do 9L11
ram. Zx4 WAop STUD C I!r"❑-G. WA /r 'F63
z-e. Way STuo C Ya'0-C•WA �j t- IA
7 w
(��hiC14TI1J6 ca I{`1
2NOka'e AL4F1'1 � (l,RSoFJ
HatJrnuvE Aram[-7o1� ���
cv I
OVERFRAME wr 2x8 @ 24'o
ALIGN we {E) TRUSSES TYP
xE- u
HANG (E) TRUSSES TO
BEAM W! tLUS. TRIM TAILS.
NO OTHER MODIFICATIONS
ALLOWED. TYP
I
w a
uaJ
x
0
�TP4
-ASCE ASCE 7 Hazards Report
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address: Standard: ASCE/SEI 7-16 Elevation: 156.66 ft (NAVD 88)
Olympic Ave Risk Category: it Latitude: 47.820068
Edmonds, Washington Soil Class: D - Stiff Soil Longitude:-122.361692
98020
I l.�rr.. 11. i•'9'�w'r ____
Paino '
nG
k' •Ili �' i
r .ri rl l MITI Cl •n 1.
K-9:re Both II
I Linreline � - - . �nL��,1'ii•Jn�
F...t
Perk
Furet�i�
Kirklnu R
_ lnb
https://asce7hazardtool.online/ Page 1 of 3 Thu Apr 09 2020
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Stiff Soil
Results:
Ss :
1.292
Sol
N/A
S,
0.456
TL
6
Fa
1
PGA:
0.551
FV
N/A
PGA M :
0.606
SMs
1.292
FPGA
1.1
SM1
N/A
le
1
SIDS
0.861
Cv
1.358
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Thu Apr 09 2020
Date Source:
USGS Seismic Design
Maps
https://asce7hazardtool.onIine/ Page 2 of 3 Thu Apr 09 2020
-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 Thu Apr 09 2020
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
Lateral Justification:
Added Seismic Force
The proposed addition at the southwest corner will add a minor amount of additional seismic weight
and a negligible amount of additional wind sail area.
Below is a justification that the additional seismic weight will not add more than 10% additional seismic
weight to the structure.
Existing
Roof Area
2539 sgft
Floor Area
2092 sgft
Roof Wall Length
202 sgft
Floor Walls Length
202 sgft
Revised Walls and Openings
Added Unit Weight
162 sgft
15 Psf
114 sgft
15 psl
22 sgft
8D PIT
22 sgft
8D PIT
Sum
Existing Weight
39071) fb
3138a fb
1616D fb
1616D fb
1013430 fb
Added Weight
2430 fb
1710 fb
1760 fb
1760 fb
7660 fb
7.09 Increase
The proposed east elevation contains revisions to the openings and existing shear walls. The existing
shear wall total lengths sum to approximately 14.5 feet. With the addition and the proposed new
openings, the shear wall total lengths sum to approximately 15.75 feet, which is a net gain of over a foot
of wall length. We are reasonably assuming that the proposed new openings and addition will result in a
negligible loss or gain in lateral resisting capacity.
The proposed south elevation also contains revised openings. The existing shear wall total lengths sum
to approximately 26.75 feet. With the addition and the proposed new openings, the shear wall total
lengths sum to approximately 30.75 feet, which is a net gain of approximately 4 feet of wall length. We
are reasonably assuming that the proposed new openings and addition will result in a negligible loss or
gain in lateral resisting capacity.
Seismic Resisting Capacity of Addition
The following calculation is being used to show that the addition will be capable of supporting itself
laterally. This is a conservative calculation that assumes that the entire added seismic shear is resisted
only by the newly added shear walls.
Cs:=0.133
wt := 7660 lb
V:-wt•Cs=1019lb
wt2=3310 lb
wt2 - 13 ft V2 :- • V = 666 lb
wt2.13 ft+(wt—wt2)•5.25 ft
V2,:=0.7•V2=4661b
Seismic Response Modification Coefficient
Total added weight
Total added base shear
Added weight tributary to roof diaphragm
Added shear tributary to roof diaphragm
ASD factored shear
Conservatively assume all added shear is resisted by each new exterior wall in both the
transverse and longitudinal directions. Worst case scenario is the lingitudinal direction
with a total shearwall length of 3.5'.
v:= V2 =133 ib Capacity of A6 shear wall is 150 plf
3.5 ft ft
T:=v -7.5 ft=998 lb Overturning < 1000 lb, no holdowns necessary
SSSOUND STRUCTURAL SOLUTIONS
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
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
Printed: 9 APR 2020, 3:54PM
Wood Beam
File=F:ISSSENG-11Jobs1CORONA-11S20020291200408_enercalctrib_s2002O29.ec6.
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
DESCRIPTION: 1-1 BEAM
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
1,350.0 psi
E: Modulus of Elasticity
Load Combination 1 BC 2015
Fb -
1,350.0 psi
Ebend- xx 1,600.0 ksi
Fc - Prll
925.0 psi
Eminbend - xx 580.0 ksi
Wood Species : Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade : No.1
Fv
170.0 psi
Ft
675.0 psi
Density 31.210 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
6x10
Span = 9.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary
Width =18.0 ft, (ROOF)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.681: 1 Maximum Shear Stress Ratio =
0.476 : 1
Section used for this span
6x10
Section used for this span
6x10
fb : Actual =
1,057.43psi
fv : Actual =
93.01 psi
FIB: Allowable =
1,552.50psi
Fv : Allowable =
195.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
4.500ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.106 in Ratio =
1016>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.170 in Ratio =
635>=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
Cm
C t
C L
M
fb
F'b
V
fv
Pv
D Only
0.00
0.00
0.00
0.00
Length = 9.0 ft
1
0.326
0.228
0.90
1.000
1.00
1.00
1.00
1.00
1.00
2.73
396.53
1215.00
1.22
34.88
153.00
+D+S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft
1
0.681
0.476
1.15
1.000
1.00
1.00
1.00
1.00
1.00
7.29
1,057.43
1552.50
3.24
93.01
195.50
+D+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft
1
0.575
0.401
1.15
1.000
1.00
1.00
1.00
1.00
1.00
6.15
892.20
1552.50
2.73
78.48
195.50
+1.140D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft
1
0.209
0.146
1.60
1.000
1.00
1.00
1.00
1.00
1.00
3.12
452.05
2160.00
1.39
39.76
272.00
+1.105D+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft
1
0.432
0.302
1.60
1.000
1.00
1.00
1.00
1.00
1.00
6.44
933.84
2160.00
2.86
82.14
272.00
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft
1
0.110
0.077
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.64
237.92
2160.00
0.73
20.93
272.00
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 9 APR 2020, 3:54PM
Wood Beam
File=F:ISSSENG�-11Jobs1CORONA-11S20020291200408_enercalctrib_s2002O29.ec6.
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
DESCRIPTION: 1-1 BEAM
Load Combination Max Stress Ratios
Moment Values Shear Values
Segment Length Span # M V
C d C FN
C i C r
C m C t C L
M fb F'b V fv F'v
+0.460D
1.000
1.00 1.00
1.00 1.00 1.00
0.00 0.00 0.00 0.00
Length = 9.0 ft 1 0.084 0.059
1.60 1.000
1.00 1.00
1.00 1.00 1.00
1.26 182.41 2160.00 0.56 16.04 272.00
Overall Maximum Deflections
Load Combination Span
Max. "" Defl
Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+S 1 0.1700 4.533 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.240
3.240
Overall MINimum
2.025
2.025
D Only
1.215
1.215
+D+S
3.240
3.240
+D+0.750S
2.734
2.734
+0.60D
0.729
0.729
S Only
2.025
2.025
Title Block Line 1 Project Title:
You can change this area Engineer:
using the "Settings" menu item Project ID:
and then using the "Printing & Project Descr:
Title Block" selection.
Title Block Line 6 Printed: 8 APR 2020, 11:13AM
General Beam Analysis File=F:ISSSENG�-11Jobs1CORONA-11S20020291200408_enercalctrib_s2002O29.ec6 .
y Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
DESCRIPTION: 1-2 EXISTING GIRDER TRUSS
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 26.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in"4
D(O.2251 S(O.375)
X
Span
= 26.0 ft
Applied Loads
Service loads entered. Load Factors will
be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary
Width =15.0 ft, (ROOF)
DESIGN SUMMARY
Maximum Bending =
50.700 k-ft
Maximum Shear =
7.80 k
Load Combination
+D+S
Load Combination
+D+S
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Location of maximum on span
13.000 ft
Location of maximum on span
26.000 ft
Maximum Deflection
Max Downward Transient Deflection
1.340 in
232
Max Upward Transient Deflection
0.021 in
14666
Max Downward Total Deflection
2.144 in
145
Max Upward Total Deflection
0.008 in
40740
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Summary of Moment Values (k-ft)
Shear Values (k)
Segment Length Span # M V
Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm
Va Max
Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 26.00 ft 1
50.70
50.70
7.80
D Only
Dsgn. L = 26.00 ft 1
19.01
19.01
2.93
+D+S
Dsgn. L = 26.00 ft 1
50.70
50.70
7.80
+D+0.750S
Dsgn. L = 26.00 ft 1
42.78
42.78
6.58
+1.140D
Dsgn. L = 26.00 ft 1
21.67
21.67
3.33
+1.105D+0.750S
Dsgn. L = 26.00 ft 1
44.77
44.77
6.89
+0.60D
Dsgn. L = 26.00 ft 1
11.41
11.41
1.76
+0.460D
Dsgn. L = 26.00 ft 1
8.75
8.75
1.35
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl
Location in Span Load Combination Max. °+" Defl Location in Span
+D+S
1
2.1443
13.130 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
7.800
7.800
Overall MINimum
D Only
2.925
2.925
+D+S
7.800
7.800
+D+0.750S
6.581
6.581
+0.60D
1.755
1.755
S Only
4.875
4.875
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
Printed: 9 APR 2020, 1:57PM
Wood Beam
File=F:ISSSENG-11Jobs1CORONA-11S20020291200408_enercalctrib_s2002O29.ec6.
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
DESCRIPTION: 1-3 BEAM
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method:
Allowable Stress Design
Fb +
Load Combination IBC 2015
Fb -
Fc - Prll
Wood Species
: iLevel Truss Joist
Fc - Perp
Wood Grade
: Parallam PSL 2.2E
Fv
Ft
Beam Bracing
: Beam is Fully Braced against lateral -torsional buckling
D(2_93),S(R_e8)
S(0.45
5.25x 14.0
Span = 14.250 ft
2,900.0 psi
2,900.0 psi
2,900.0 psi
750.0 psi
290.0 psi
2,025.0 psi
E : Modulus of Elasticity
Ebend- xx 2,200.0 ksi
Eminbend - xx 1,118.19 ksi
Density 45.070 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =18.0 ft, (ROOF)
Point Load : D = 2.930, S = 4.880 k @ 2.750 ft, (XL 1-2)
Point Load : D=1.220, S = 2.030 k @ 2.750 ft, (XR 1-1)
DESIGN SUMMARY •
Maximum Bending Stress Ratio =
0.7821 Maximum Shear Stress Ratio =
0.860 : 1
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb : Actual =
2,564.20psi
fv : Actual =
286.85 psi
FB : Allowable =
3,278.42 psi
Fv : Allowable =
333.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
4.161 ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.312 in Ratio =
548>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.499 in Ratio =
343>=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
Fb
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length=14.250 ft
1
0.375
0.412
0.90
0.983
1.00
1.00
1.00
1.00
1.00
13.75
961.92
2565.72
5.27
107.61
261.00
+D+S
0.983
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=14.250 ft
1
0.782
0.860
1.15
0.983
1.00
1.00
1.00
1.00
1.00
36.65
2,564.20
3278.42
14.06
286.85
333.50
+D+0.750S
0.983
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=14.250 ft
1
0.660
0.726
1.15
0.983
1.00
1.00
1.00
1.00
1.00
30.92
2,163.63
3278.42
11.86
242.04
333.50
+1.140D
0.983
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=14.250 ft
1
0.240
0.264
1.60
0.983
1.00
1.00
1.00
1.00
1.00
15.67
1,096.59
4561.28
6.01
122.68
464.00
+1.105D+0.750S
0.983
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
Printed: 9 APR 2020, 1:5-
Wood Beam File=F:ISSSENG-11Jobs1CORONA-11S20020291200408_enercalctrib_s2002O29.ec6.
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
DESCRIPTION: 1-3 BEAM
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN C i
C r
C m
C t
C L
M fb
Pb V
fv F'v
Length=14.250 ft 1 0.496 0.546
1.60 0.983 1.00
1.00
1.00
1.00
1.00
32.37 2,264.63
4561.28 12.41
253.34 464.00
+0.60D
0.983 1.00
1.00
1.00
1.00
1.00
0.00 0.00
0.00 0.00
Length=14.250 ft 1 0.127 0.139
1.60 0.983 1.00
1.00
1.00
1.00
1.00
8.25 577.15
4561.28 3.16
64.57 464.00
+0.460D
0.983 1.00
1.00
1.00
1.00
1.00
0.00 0.00
0.00 0.00
Length = 14.250 ft 1 0.097 0.107
1.60 0.983 1.00
1.00
1.00
1.00
1.00
6.32 442.48
4561.28 2.43
49.50 464.00
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location
in Span
Load Combination
Max. °+° Defl
Location in Span
+D+S 1
0.4985
6.709
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
14.056
7.264
Overall MINimum
8.783
4.540
D Only
5.273
2.725
+D+S
14.056
7.264
+D+0.750S
11.860
6.129
+0.60D
3.164
1.635
S Only
8.783
4.540
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 17 APR 2020, 12:00PM
Wood Beam File=F:1SSSENG-11Jobs1CORONA-11S20020291200408_enercalctrib_s2002029.ec6.
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
DESCRIPTION: 1-4
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
850 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb -
850 psi
Ebend- xx 1300 ksi
Fc - Prll
1300 psi
Eminbend - xx 470 ksi
Wood Species : Hem -Fir
Fc - Perp
405 psi
Wood Grade : No.2
Fv
150 psi
Ft
525 psi
Density 26.84 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
0
2-2x6
Span =6.0ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary
Width = 6.50 ft, (ROOF)
DESIGN SUMMARY
3 •
Maximum Bending Stress Ratio =
0.730 1 Maximum Shear Stress Ratio =
0.411 : 1
Section used for this span
2-2x6
Section used for this span
2-2x6
fb : Actual =
928.26psi
fv : Actual =
70.91 psi
FB : Allowable =
1,270.75psi
Fv: Allowable =
172.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
3.000ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.088 in Ratio =
816>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.141 in Ratio =
510>=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
Cd
C FN
C i
Cr
C m
C t
C L
M
fb
Fb
V
fv
Fv
D Only
0.00
0.00
0.00
0.00
Length = 6.0 ft
1
0.350
0.197
0.90
1.300
1.00
1.00
1.00
1.00
1.00
0.44
348.10
994.50
0.29
26.59
135.00
+D+S
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft
1
0.730
0.411
1.15
1.300
1.00
1.00
1.00
1.00
1.00
1.17
928.26
1270.75
0.78
70.91
172.50
+D+0.750S
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft
1
0.616
0.347
1.15
1.300
1.00
1.00
1.00
1.00
1.00
0.99
783.22
1270.75
0.66
59.83
172.50
+1.140D
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft
1
0.224
0.126
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.50
396.83
1768.00
0.33
30.31
240.00
+1.105D+0.750S
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft
1
0.464
0.261
1.60
1.300
1.00
1.00
1.00
1.00
1.00
1.03
819.77
1768.00
0.69
62.62
240.00
+0.60D
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft
1
0.118
0.066
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.26
208.86
1768.00
0.18
15.95
240.00
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
Printed: 17 APR 2020, 1:
Wood Beam File=F:1SSSENG-11Jobs1CORONA-11S20020291200408_enercalctrib_s2002O29.ec6.
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
I.I1 • • •
DESCRIPTION: 1-4
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd C FN
C i Cr
C m C t C L M fb
Fb V
fv Fv
+0.460D
1.300
1.00 1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 6.0 ft 1 0.091 0.051
1.60 1.300
1.00 1.00
1.00 1.00 1.00 0.20 160.13
1768.00 0.13
12.23 240.00
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span
Load Combination
Max. "+" Defl
Location in Span
+D+S 1
0.1410
3.022
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.780
0.780
Overall MINimum
0.488
0.488
D Only
0.293
0.293
+D+S
0.780
0.780
+D+0.750S
0.658
0.658
+0.60D
0.176
0.176
S Only
0.488
0.488
SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
FOUNDATION
ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
FTG - FOOTING, TYPICAL
Soil Bearing Capacity
2000 Psf
n Faomic. rrruu
�...�.
._ F,cA
FOOTING SCHEDULE
CENTER UNDER CONCENTRATED LOAD U.N.O.
FOOTING SIZE
REINFORCEMENT
ID
WIDTH
LENGTH
THICKNESS
LONGITUDE
TRANSVERSE
(Transverse)
(Longitude)
F3
T-0"
T-0"
10"
(4) #4's
(4) #4's
Total Load
17,999
FWS - FOUNDATION WALL STEM
Dead
Live
Snow
Roof
15
25
Deck
20
60
25
Floor
12
40
Wall
10
Other
40
Footing
145
Bearing Capacity
2000
R� a�a
F"-
•M14
=��
�
.ate
J.
TiWi7Fii7l�r`�
r'i: auc i ��-Yyw�..` � ffiMrYi,...Y a
"-' Ram;.
j -Az! riym-% a-rM
-
GRID LINE: F---] FROM GRIDS:
Trib
Load Type
Dead
Load
Live
Load
Snow
Load
15
Roof
225
0
375
0
Deck
0
0
0
6
Floor
72
240
0
20
Wall
1 200
0
0
3.9
Footing
564
0
0
Other
0
0
0
Total
1061
240
375
Minimum
USE (in)
Stress
Ftg Width
9.1
16
57%
Stem, t: 8 in
Min Stem, ht: 16 in
Max Stem, ht: 54 in
FTG, t: 8 in
Min Stem Wt: 1 129 plf
Max Stem Wt: 1 435 plf
D+0.75L+0.75S 1522 plf
Approximate Max 1145 lb
Point Load
SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
DETAIL ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
BHS - BEAM & HEADER SUPPORT
2x BM Species
HF
Stud Species
HF
Stud Height
8
Wk Braced
Yes
PERPENDICULAR - REQUIRED STUDS:
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
2-2x4
2-2x6
2-2x8
3-1/2 (MANF)
3-2x (SAWN)
6x (SAWN)
3 - 2x4
3-2x6
3-2x8
5-1/4" (MANF)
6-3/4 (GLB)
4 - 2x4
4-2x6
4-2x8
7 (MANF)
G.T.
3 - 2x4
3-2x6
3-2x8
PARALLEL
- REQUIRED
STUDS:
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
2-2x4
2-2x6
2-2x8
3-1/2 (MANF)
3-2x (SAWN)
6x (SAWN)
3 - 2x4
3-2x6
3-2x8
5-1/4" (MANF)
6-3/4 (GLB)
4 - 2x4
4 - 2x6
7 (MANF)
G.T.
3 - 2x4
HEADER -
REQUIRED TRIMMERS:
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
1 - 2x4
1 - 2x6
1 - 2x8
3-1/2 MANF
3-2x (SAWN)
6x (SAWN)
- - -
2-2x6
2-2x8
5-1/4" MANF
8x (SAWN)
6-3/4 (GLB)
- - -
- - -
3 - 2x8
7 MANF
CAPACITY:
H = 8 ft HF
BEAM
2x4
2x6
2x8
72x (SAWN)
4x (SAWN)
3-1/2 (MANF)
4252#
6682#
3645#
4252#
PC
6682#
PC
4252#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
6378#
10023#
8201#
6378#
PC
10023#
PC
9568#
PC
6-3/4 (GLB)
7 (MANF)
8505#
PC
13365#
PC
16402#
PC
G.T.
4252#
6682#
5467#
CAPACITY:
H = 8 ft HF
BEAM
2x4
2x6
2x8
72x (SAWN)
4x (SAWN)
3-1/2 (MANF)
3645#
3645#
3645#
4252#
PC
4252#
PC
4252#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
- - -
8201#
8201#
_ _ _
9568#
PC
9568#
PC
6-3/4 (GLB)
7 (MANF)
_
1
_ _ _
I
16402#
I PC
G.T.
7290#
1 5467#
1 5467#
CAPACITY:
H = 8 ft HF
HEADER
2x4
2x6
2x8
7-2x (SAWN)
4x (SAWN)
3-1/2 MANF
1822#
1822#
1822#
2126#
PC
2126#
PC
2126#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" MANF
- - -
5467#
5467#
6378#
PC
6378#
PC
8x (SAWN)
6-3/4 (GLB)
7 MANF
- - -
- - -
12301#
PC
3.4.3 NOTCHED BEAM CALCULATION
Job#
(e) When a bending member is notched on the
compression face at the end as shown in Figur
3D, the adjusted design shear, V,', shall be cal
culated as follows: l
V1 =3F b[d---(addn J J" !el (3.4-5)
where:
e = the distance the notch extends inside the
inner edge of the support and must be less
than or equal to the depth remaining at the
notch, e < d, If e > d, d, shall be used to cal-
culate fv using Equation 3.4-2.
d„ = depth of member remaining at a notch
meeting the provisions of 3.2.3. If the end
of the beam is beveled, as shown by the
dashed line in Figure 3D, d is measured
from the inner edge of the support.
Figure 3D Bending Member End -
Notched on Compression
Face
f
� do
NDS 2005 - page 16
BEAM #: I1-1
b=
5.5
d=
9.5
e=
12
dn=
5.5
Fv allow=
195
psi
Vr'= 3933 Ibs
Vactual= 3250 Ibs
RESULT I BEAM OK