REV1 APPROVED BLD BLD2021-1482+Structural_CalcS & PLANS+6.6.2023_12.17.24_PM+3591016REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
6/30/2022
To: Ron Colwill
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N — Edmonds, WA
Rebar and Embed Special Inspection
SSS# s2105014
BLD2021-1482
0
I. Mitchell Pearce, the engineer of record, performed a special inspection of the
concrete shear wall rebar and embedded items on 6/28/2022 at 332 Sunset Ave N.
All concrete shear wall rebar matched what was specified on plan. I measured vertical
and horizontal spacings, clearances, bar size, and bar quantity. No discrepancies were
found.
Additionally, I viewed the uninstalled embed plates with welded studs (detail
CSF1/S2.7). The plates and welded studs conformed to what was specified on plan. As
a side note, the detail specifies the centerline of the stud plate to the edge of wall as
4". Due to the construction constraint of getting a concrete hose inside the wall forms,
this dimension shall be permitted to be reduced to 3".
If you have any questions or require additional information, please call.
APPROVED ALL WORK SUBJECT
PLANS MUST BE TO FIELD
ON JOB SITE INSPECTION FOR
CODE COMPLIANCE
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
V07LOWMCOL C, is
BUILDING OFFICIAL
Jun 21 2023
APPROVED DATE
The following documentation shall be available on
site for the building inspector:
■ ®COE APPROVED ARCHITECTURAL PLAN SET
® COE APPROVED STRUCTURAL PLAN SET
COE REVIEWED CALCULATION PACKET
■ � ENERGY CREDIT WORKSHEET
■ SITE PLAN
= CIVIL PLAN
■ This complete revised calculation packet
■
■ .......... CITY OF EDMONDS BUILDING DEPARTMENT 2D21............. 1........................
24113 56ch Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
7/13/2022
To: Ron Colwill
From: Mitchell Pearce, PE
SOUND STRUCTURAL SOLUTIONS
EKG IN E E R 5
Re: 332 Sunset Ave N — Edmonds, WA
Footing Verification
SSS# s2105014
IV
Three footings measuring 3'-0" x 5'-0" were instead constructed as 3'-6" x 3'-6"
footings. These three locations, shown below, support columns (1-110), (1-116), and
(1-118). These footings have been verified and are satisfactory.
If you have any questions or require additional information, please call.
CF4 CFi*
Z F3-5 52.3 Vl� 10x49
r - - - 1 (1-110) 52.3
HSS4x4x
(1-118)
F3.5
r-
HSS4x4x r6
(1-116)
- - Y i r- -
L - - -rIJ
F3-5 I i ff. TI
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
8/25/2022
To: Ron Colwill
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N — Edmonds, WA
Slab Thermal Break & Roof Framing Revision
SSS# s2105014
The following letter addresses two issues relating to the thermal break between the
exterior decks and the interior slab, and a revision of the roof framing of the connecting
structure between the main house and AADU.
The installation of a thermal break between the exterior deck areas and interior slab
has been requested, specifically along the north deck (NW of main house) and the west
edge of the SE deck (main house). The latter location will not affect the strength of the
slab in a significant way because the rigid foam insulation (thermal break) will run
parallel to the flutes of the decking. However, the thermal break at the north deck will
affect the slab structurally because the rigid insulation will run perpendicular across the
decking flutes.
This interruption of the slab, effectively is a complete loss of flexural capacity of the
slab spanning between beams 1-1 and 1-2. Since the thermal break will occur directly
over the north exterior wall, this wall must become a bearing wall. The north exterior
wall of the office will be a 2x6 stud bearing wall and the slab above the north entry will
be supported by a PSL beam, see attached partial plans and detail WHC. This beam will
be supported by a 6x6 post at the west end and a welded HUCQ hanger to an HSS
column on the east end.
Additionally, due to the desired construction sequencing, the roof of the connecting
structure between the main building and AADU requires a framing revision. The main
roofs that drain onto this roof will be constructed prior to the construction of the
concrete slabs, and therefore the roof of the connecting structure. This creates an issue
where an enormous amount of rain water would fall into this part of the building
including the elevator pit.
The proposed solution is to support the roof of the connecting structure with posts and
beams, so that the slab and wood bearing walls can be constructed at a later time. The
rafters at this roof were also revised to 2x6's at 16"oc. See attached partial plan.
If you have any questions or require additional information, please call.
24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS Sr
E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
Attached:
Partial Plan Level 1
Partial Plan Level 2
Detail WHC
Beam Calculations
24113 56ch Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
W10x49
(1-104)
0�8
B5 BC9 6x6 w/ —
6B4 #ECCQ @ TOP
L5 S2.4 52.5 #ABU @ BTM
S2.5 Mai
CSF1
Ilu
Ilu
52.7
lu
Ilu
Ilu
�BB4B5 BC9
L S2.5 I L W14x66 (12)
W10x49 uur BLOCKOUT END OF
(1 103) Illu WALL AROUND BEAM,
1" CLR TYP ALL SIDES —�
WALL WALL WALL WALL
LINE LINE LINE LINE
A B V
D
BOTH SIDES BB 5 W10x49 (1-110)
W10x49 BB4
%" BASE PLATE CB6 (1-111) S2.5
B5 BC9 14x68 (1 19)hj BC9 I
2.5 S2.4 iiii S2.4
II IIII I I
IR STRINGER WELDED
5%" x 11%" PSL MINI 4) TO BEAM BY A WABO
#HUCQ WELDED TO HSS I iiii CERTIFIED WELDER
COLUMN, DETAIL WHC
I II
HSS4x4x%6CONT.
FROM FND TO ROOF Lji
II
II
II
TYP FDA BC9
S2.7 S2.4
r7 I I N
BB4 W1ox49
BOTH SIDES $2 5 (1-106)
z
LEVEL 1 SHEARWALLS & FRAMING ABOVE - PARTIAL PLAN
3/16" = V-0° DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
zW— —
B2 W1
UT --W—
A6
--T --
BC9 9
S2.4
U
r, � O y
U--] 1 I
I I � �
I toI L lII
I I N III \\
�\\ III
j 3.5" x 12" GLB (2-32)---L--��I
SW
HUC TO 6x6
6x6 w/
(2) LPCZ @ TOP
(2) A35 @ BTM
Ix68 (2-4) I o TYP U.N.O.
I =
I x
M
III
III
III
III
III
0
9
LEVEL 2 & ROOF FRAMING ABOVE - PARTIAL PLAN
(connecting roof)
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
HSS PER
PLAN
SECTION A -A
(6) EQUALLY
SPACED, TYf
W`HC WELDED HANGER TO COLUMN
N.T.S.
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OFEDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
File: 220825_enercalctrib_210208_s2105014.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2,
DESCRIPTION: 2-30 220825
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 +
850 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
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
Repetitive Member Stress Increase
D(0.019995) S(0.033325)
2x6
Span =9.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.333 It, (ROOF)
DESIGN SUMMARY mlz�
Maximum Bending Stress Ratio
=
0.58(k 1
Maximum Shear Stress Ratio
=
0.253 :
1
Section used for this span
2x6
Section used for this span
2x6
fb: Actual
=
856.65psi
fv: Actual
=
43.63 psi
Fb: Allowable
=
1,461.36psi
Fv: Allowable
=
172.50 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
0.183 in
Ratio =
590 >=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.293 in
Ratio =
368 >=240
Max Upward Total Deflection
0.000 in
Ratio =
0 <240
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
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 9.0 ft 1 0.281
0.121
0.90
1.300 1.00
1.15
1.00
1.00 1.00 0.20 321.24
1143.68
0.09
16.36
135.00
+D+S
1.300 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft 1 0.586
0.253
1.15
1.300 1.00
1.15
1.00
1.00 1.00 0.54 856.65
1461.36
0.24
43.63
172.50
+D+0.750S
1.300 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft 1 0.495
0.213
1.15
1.300 1.00
1.15
1.00
1.00 1.00 0.46 722.79
1461.36
0.20
36.81
172.50
+0.60D
1.300 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft 1 0.095
0.041
1.60
1.300 1.00
1.15
1.00
1.00 1.00 0.12 192.75
2033.20
0.05
9.82
240.00
+1.140D
1.300 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft 1 0.180
0.078
1.60
1.300 1.00
1.15
1.00
1.00 1.00 0.23 366.22
2033.20
0.10
18.65
240.00
+1.105D+0.750S
1.300 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft 1 0.372
0.161
1.60
1.300 1.00
1.15
1.00
1.00 1.00 0.48 756.52
2033.20
0.21
38.53
240.00
+0.460D
1.300 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.0 ft 1 0.073
0.031
1.60
1.300 1.00
1.15
1.00
1.00 1.00 0.09 147.77
2033.20
0.04
7.53
240.00
REVISION Project Title:
Engineer:
Jun 06 2023 Project ID:
CITY OFEDMONDS Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam File: 220825_enercalctrib_210208_s2105014.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2,
DESCRIPTION: 2-30 220825
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+S 1 0.2928 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
0.240
0.240
Overall MINimum
0.150
0.150
D Only
0.090
0.090
+D+S
0.240
0.240
+D+0.750S
0.202
0.202
+0.60D
0.054
0.054
S Only
0.150
0.150
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OFEDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
File: 220825_enercalctrib_210208_s2105014.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2,
DESCRIPTION: 2-32 220825
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 +
2400 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1850 psi
Ebend- xx
1800 ksi
Fc - Prll
1650 psi
Eminbend - xx
950 ksi
Wood Species : DF/DF
Fc - Perp
650 psi
Ebend- yy
1600 ksi
Wood Grade : 24F-V4
Fv
265 psi
Eminbend - yy
850 ksi
Ft
1100 psi
Density
31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
(0.135) S(0225
7
3.5x12
Span = 14.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary
Width = 9.0 ft,
(ROOF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.4571
Maximum Shear Stress Ratio
=
0.295 :
1
Section used for this span
3.5x12
Section used for this span
3.5x12
fb: Actual =
1,260.00psi
fv: Actual
=
90.00 psi
Fb: Allowable =
2,760.00psi
Fv: Allowable
=
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
7.000ft
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
0.216 in
Ratio
=
779 >=360
Max Upward Transient Deflection
0.000 in
Ratio
=
0 <360
Max Downward Total Deflection
0.345 in
Ratio
=
486 >=240
Max Upward Total Deflection
0.000 in
Ratio
=
0 <240
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
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.219 0.142
0.90
1.000 1.00
1.00
1.00
1.00 1.00 3.31 472.50
2160.00
0.95
33.75
238.50
+D+S
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.457 0.295
1.15
1.000 1.00
1.00
1.00
1.00 1.00 8.82 1,260.00
2760.00
2.52
90.00
304.75
+D+0.750S
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.385 0.249
1.15
1.000 1.00
1.00
1.00
1.00 1.00 7.44 1,063.13
2760.00
2.13
75.94
304.75
+0.60D
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.074 0.048
1.60
1.000 1.00
1.00
1.00
1.00 1.00 1.98 283.50
3840.00
0.57
20.25
424.00
+1.140D
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.140 0.091
1.60
1.000 1.00
1.00
1.00
1.00 1.00 3.77 538.65
3840.00
1.08
38.48
424.00
+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 = 14.0 ft 1 0.290 0.187
1.60
1.000 1.00
1.00
1.00
1.00 1.00 7.79 1,112.74
3840.00
2.23
79.48
424.00
+0.460D
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.057 0.037
1.60
1.000 1.00
1.00
1.00
1.00 1.00 1.52 217.35
3840.00
0.43
15.53
424.00
REVISION Project Title:
Engineer:
Jun 06 2023 Project ID:
CITY OFEDMONDS Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam File: 220825_enercalctrib_210208_s2105014.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2,
DESCRIPTION: 2-32 220825
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+S 1 0.3450 7.051 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
2.520
2.520
Overall MINimum
1.575
1.575
D Only
0.945
0.945
+D+S
2.520
2.520
+D+0.750S
2.126
2.126
+0.60D
0.567
0.567
S Only
1.575
1.575
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OFEDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
File: 220825_enercalctrib_210208_s2105014.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2,
DESCRIPTION: 2-33 220825
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 +
1350 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1350 psi
Ebend- xx 1600 ksi
Fc - Prll
925 psi
Eminbend - xx 580 ksi
Wood Species : Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade : No.1
Fv
170 psi
Ft
675 psi
Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
1E
6x12
Span = 14.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary
Width = 4.50 ft, (ROOF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.281: 1
Maximum Shear Stress Ratio
=
0.153 :
1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual =
436.53psi
fv: Actual
=
29.88 psi
Fb: Allowable =
1,552.50psi
Fv: Allowable
=
195.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
7.000ft
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
=
1915 >=360
Max Upward Transient Deflection
0.000 in
Ratio
=
0 <360
Max Downward Total Deflection
0.140 in
Ratio
=
1197 >=240
Max Upward Total Deflection
0.000 in
Ratio
=
0 <240
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
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.135 0.073
0.90
1.000 1.00
1.00
1.00
1.00 1.00 1.65 163.70
1215.00
0.47
11.21
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 = 14.0 ft 1 0.281 0.153
1.15
1.000 1.00
1.00
1.00
1.00 1.00 4.41 436.53
1552.50
1.26
29.88
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 = 14.0 ft 1 0.237 0.129
1.15
1.000 1.00
1.00
1.00
1.00 1.00 3.72 368.32
1552.50
1.06
25.21
195.50
+0.60D
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.045 0.025
1.60
1.000 1.00
1.00
1.00
1.00 1.00 0.99 98.22
2160.00
0.28
6.72
272.00
+1.140D
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.086 0.047
1.60
1.000 1.00
1.00
1.00
1.00 1.00 1.89 186.62
2160.00
0.54
12.77
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 = 14.0 ft 1 0.178 0.097
1.60
1.000 1.00
1.00
1.00
1.00 1.00 3.89 385.51
2160.00
1.11
26.39
272.00
+0.460D
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft 1 0.035 0.019
1.60
1.000 1.00
1.00
1.00
1.00 1.00 0.76 75.30
2160.00
0.22
5.15
272.00
REVISION Project Title:
Engineer:
Jun 06 2023 Project ID:
CITY OFEDMONDS Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam File: 220825_enercalctrib_210208_s2105014.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2,
DESCRIPTION: 2-33 220825
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+S 1 0.1403 7.051 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.260
1.260
Overall MINimum
0.788
0.788
D Only
0.473
0.473
+D+S
1.260
1.260
+D+0.750S
1.063
1.063
+0.60D
0.284
0.284
S Only
0.788
0.788
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OFEDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
DESCRIPTION: 1-34 220825
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 +
Load Combination ASCE 7-16 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(0.14)
D(0.13) L(0.12) S(0.05
525x11.875
Span = 10.750 ft
rim. LLVOL:7 U11V1UCIIV UIU_L IULVO_JL I UJV I'T.tlVV
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2,
2900 psi
E : Modulus of Elasticity
2900 psi
Ebend- xx 2200 ksi
2900 psi
Eminbend - xx 11 18.19ksi
750 psi
290 psi
2025 psi
Density 45.07 pcf
)plied Loads Service loads entered. Load Factors will be applied for calculations
Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR)
Uniform Load : D = 0.0650, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.0 ft, (DECK)
Uniform Load : D = 0.010 ksf, Tributary Width =14.0 It, (WALL)
DESIGN SUMMARY
0,1*41-111•
Maximum Bending Stress Ratio =
0.4431 Maximum Shear Stress Ratio =
0.408 : 1
Section used for this span
5.25x11.875
Section used for this span
5.25x11.875
fb: Actual =
1,285.45 psi
fv: Actual =
118.33 psi
Fb: Allowable =
2,900.00psi
Fv: Allowable =
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
5.375ft
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
0.060 in Ratio =
2149 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.172 in Ratio =
751 >=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
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
fib
Fb
V
N
Fv
D Only
0.00
0.00
0.00
0.00
Length = 10.750 ft
1
0.320
0.295
0.90
1.000
1.00
1.00
1.00
1.00
1.00
8.59
835.89
2610.00
3.20
76.95
261.00
+D+L
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.750 ft
1
0.443
0.408
1.00
1.000
1.00
1.00
1.00
1.00
1.00
13.22
1,285.45
2900.00
4.92
118.33
290.00
+D+S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.750 ft
1
0.272
0.250
1.15
1.000
1.00
1.00
1.00
1.00
1.00
9.32
906.13
3335.00
3.47
83.41
333.50
+D+0.750L
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.750 ft
1
0.324
0.298
1.25
1.000
1.00
1.00
1.00
1.00
1.00
12.06
1,173.06
3625.00
4.49
107.98
362.50
+D+0.750L+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.750 ft
1
0.368
0.338
1.15
1.000
1.00
1.00
1.00
1.00
1.00
12.60
1,225.74
3335.00
4.69
112.83
333.50
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.750 ft
1
0.108
0.100
1.60
1.000
1.00
1.00
1.00
1.00
1.00
5.16
501.53
4640.00
1.92
46.17
464.00
REVISION
Project Title:
Engineer:
Jun 06 2023
Project ID:
CITY OFEDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
File: 220825_enercalctrib_210208_s2105014.ec6
Software copyright
ENERCALC, INC. 1983-2020, Build:12.20.8.2,
DESCRIPTION: 1-34 220825
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
F'b V
fv F'v
+1.140D
1.000
1.00
1.00
1.00 1.00 1.00
Ho 0.00
0.00 0.00
Length = 10.750 ft 1 0.205 0.189
1.60
1.000
1.00
1.00
1.00 1.00 1.00
9.80 952.92
4640.00 3.65
87.72 464.00
+1.105D+0.750L+0.750S
1.000
1.00
1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 10.750 ft 1 0.283 0.261
1.60
1.000
1.00
1.00
1.00 1.00 1.00
13.51 1,313.51
4640.00 5.03
120.91 464.00
+0.460D
1.000
1.00
1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 10.750 ft 1 0.083 0.076
1.60
1.000
1.00
1.00
1.00 1.00 1.00
3.95 384.51
4640.00 1.47
35.40 464.00
Overall Maximum Deflections
Load Combination Span
Max. ""
Defl Location in Span
Load Combination
Max.'Y' Defl
Location in Span
+D+L 1
0.1716
5.414
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
4.918
4.918
Overall MINimum
0.269
0.269
D Only
3.198
3.198
+D+L
4.918
4.918
+D+S
3.467
3.467
+D+0.750L+0.750S
4.690
4.690
+D+0.750L
4.488
4.488
+0.60D
1.919
1.919
L Only
1.720
1.720
S Only
0.269
0.269
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
8/26/2022
To: Ron Colwill
Dan Misich - Gagnon Welding 42 Inc.
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N - Edmonds, WA
Roof Decking Fastening
SSS# s2105014
F- n
1 o0373 c�
SS�ON At
The original plans specify Hilti powder -actuated fasteners for the roof and the
composite floor decking attachment to the steel beams. It has been requested, due to
difficulty sourcing these fasteners in a timely manner, that these fasteners be replaced
with puddle welds.
All roof decking shall have the following properties:
Type: 16 Ga N-32 ASC Decking
Support Fastening: 1/2" puddle welds w/ 32/5 pattern
Side -seam Fastening: 3/8" x 1" weld @ 24" on -center
All composite floor decking shall have the following properties:
Type: 18 Ga 3WxH-36 ASC Decking
Support Fastening: 1/2" puddle welds w/ 32/4 pattern
Side -seam Fastening: #12 self -drilling screws @ 24" on -center
Please refer to sheet S3.4 for the panel layout.
Additionally, detail SR5 has been revised relating to the fasteners. This detail required a
specific spacing for lateral shear transfer, see attached revised detail. All other details
specifying X-ENP-19 L15 powder -actuated fasteners shall be 1/2" diameter puddle welds,
per the decking fastening revision.
If you have any questions or require additional information, please call.
Attached:
Detail SR5
24113 56ch Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
%" 0 PUDDLE WELDS @ 24"oc
(6) MIN ALONG LENGTH OF BEAM
DECKING PER PLAN — / 3/16 V 1- 36
2 %" x 4" x CONT.
STAGGERED
3/16 V 1- 36 , W16x26
STAGGERED
%" 0 x 3%" #SDS
SCREWS @ 8"oc,
SHEAR WALL STAGGERED
EDGE NAILS --, [Z
SHEAR WALL
PER PLAN
SHEAR WALL TO ROOF ATTACHMENT
N.T.S.
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
9/1/2022
To: Ron Colwill
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N — Edmonds, WA
Headers, Deck Ledger & Detail SR1 Revision
SSS# s2105014
This letter addresses three separate issues, which include clarification of exterior wall
headers that were not included on the structural plans, a revision of the beam and
thermal break at the north portion of the concrete deck, and a revision to detail SR1
due to preferred construction sequencing.
First issue, the exterior wall headers were not specified on the permitted plans. All of
these headers that encapsulate the concrete slab on deck only support the self -weight
of the wood wall. The following headers shall be used in the exterior walls, U.N.O in
attached partial plans:
Level 2:
Span Length 0'-8':
Span Length 8'-13':
Span Length 13'-17'
Level 1:
Span Length 0'-6':
Span Length 6'-12':
Span Length 12'-18'
Flat 4x6, (1) Trimmer Stud, (1) King Stud
6x8, (1) Trimmer Stud, (2) King Studs
6x12, (1) Trimmer Stud, (2) King Studs
Flat 4x6,
(1) Trimmer Stud, (1) King Stud
6x8,
(1) Trimmer Stud, (2) King Studs
6x12,
(1) Trimmer Stud, (2) King Studs
See attached partial plans of west and northwest portion of building showing headers
and revised information on levels 1 and 2.
Second issue, per your request, the PSL beam (1-34) shall be pushed up to be flush
with the top of slab. This will allow the wall above to connect directly to it and also act
as the thermal break. The deck will be supported with angle -iron ledgers attached to
the wood beam, see detail CL1. A similar situation occurs west of the PSL beam, see
detail CL2.
Third issue, detail SR1/S2.6 shows the shear connection between the steel
beam/collector to wood shear wall. Due to the desired construction sequencing, the
roof decking will be installed prior to the construction of the exterior wood wall,
24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS Sr
E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
therefore eliminating the necessary access to install the SDS screws. The solution to
this is shown in the attached revised detail SR1. There is a small, roughly 2" x 2" space
for a block to attach both the roof decking and an SDS screws that connects to shear
wall blocking.
If you have any questions or require additional information, please call.
Attached:
Partial Plan Levels 1 & 2
Detail CL1 & CL2
Detail SR1
Calculations
24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jui
Cll
DEVEL
6x8 NAILER TO HSS --\
I Uu `u`j
NS2
Y OF EDMONDS W10x49
DPMENT SERVICES
(2104)
S2.7
>EPARTMENT
HS
ML�
W10x49 (2-111)
BC9
BC9
BB4 W14x68 2-1
#HUCQ TO N
S2.4
52.5
6x6, TYP SR2
S2.4
6x8 HDR
6x8 HDR S2.6
r-
I i
NS1 TYP(2
-
---------------
----
1 2x6 TIMMERS
()
6S2.7
Y11H
SS4x4x /6G
7
EA EN
(2) 2x6 KINGS,
6x6 W/ NT. TO FND
I
TYP AT 6x HDRs
(2) #A35 @ (NO TOP CONN.)
TOP & BTM
�I
�I
0I
�I
I
'
BB4
BOTH SIDES
661
RDA
52.4
'
S2.5
BOTH SIDES S2 5
TYP
S2 7
W14x68 (2-2)
W10x49
DF1 rTYPICAL FOR ALL
(2-103)
S2 6 LBEAMS, U.N.O.
°°
z
SHE{
Y
SHALI
I
00
c
c
STU
0
x
00
00
V
�
Q
Z
x
x
N
d
�
�
Z
NS2 BC11
;�
52.7 S2.4
W10x49
'
BB4 BOTH SIDES
(2105)
S2.5
-----------
.4
;
1 W14x68 (2-20)
----
W10x49
--
L____________
- - - - - - - - - - - -
I
__________
------------i
N o
BB1
BOTH SI
I
(2102)
HSS3x3x %6 STUD,
52.5
I
TYP (4) LOCATIONS *
^
'
TYP (4) NS1
j
i
LOCATIONS S2.144
w
Ilo
x I
o
Q
r.
x
'
I
I
SR5
S2.6
BB4
ii
LOC IONS, EA BB7 N
BC9
52.5
j
j
END OF BEAM 2
S 5
5 4
W14x68 (2-21)
L- --- - - - - -
-
------------------
---
LEVEL 2 SHEARWALLS & FRAMING ABOVE - PARTIAL PLAN
3/16" = V-0° DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
REVISION
Jun 06 2023
CITY OF EDMONDS ••--•• •-
DEVELOPMENT SERVICES 1 104)
DEPARTMENT (1 W14x68 (1-1)
> r--------------------------------------
BC9 6x6 W/
32 4 BB4 #ECCQ @ TOP
$2.5 #ABU @ BTM —
BB2 = --------------
32.5 Illlil CL2 bxs
I II � S2.1
II = CSF1
x
lu
W10x49
DF3 (1-103)
DECK LOAD:
DEAD LOAD 65 PSF M
LIVE LOAD 60 PSF M
SNOW LOAD 25 PSF X
W10x49
(1-102)
i
L----------- -
BB4 BOTH SIDES
325 W14x68 (1-2)
BLOCKOUT END OF
WALL AROUND BEAM,
1" CLR TYP ALL SIDES
uviuxty
BASE PLATE (1 111)
CL1 CB5 BC9 YY.....
S2.1 2.5 $2.4
n
— STAIR STRIN
5 q" x 11%" PSL (1-3 TO BEAT
#HUCQ WELDED TO HSS I IIII CERTIf
I
COLUM , D AIL WH
HSS4x4x %6 CONT,
FROM FND TO ROOF
I
TYP FDA
BB4
Z
BOTH SIDES
S2.5
U
W
�
O
N
Q
O
Z
v
00
ao
M
�
a
�
xx
W10x49
(1-106)
rBC91 CB5
M
fG
BB4 �' Wlox49 S2.4 S2.�
32 5 BOTH SIDES °° (1-105) Z W10x41
W14x68 (1-31) * �` ABOVE
CSF1 BB4 BB4
S2.7 52.5 _� S2.`
I I (1) 2x6 TIMMERS BLOCKOUT
2x6 KINGS, ___- OF WALL Af
I rj
P AT 6x HDRs I I H553x3x %6 STUD BEAM, 1" Cl
ABOVE, TYP (4) ALL SIDES
LOCATIONS
I I �
P (4) CB6 CSF1
I L(IC TIONS S2.5 r� $2.7
II II
BBfl-
W14x68 (1-32) i i $2.5 ji.
"-- *
-------=------=—=====----====
----------------------±_____ —
LEVEL 1 SHEARWALLS & FRAMING ABOVE - PARTIAL PLAN
3/16" = V-0° DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
CONCRETE DECK LEDGER
N.T.S.
L4x3x % LEDGER w/ EXTERIOR WALL
%" 0 x 3" #SDS @ 4"oc,
w/ 2" VERTICAL STAGGERED
INTERIOR SIDE DECK SIDE
a.
Q. .
d a. dQ a
a
d 4
34 TYP L4x3x % LEDGER w/
I4
%" 0 x 3" #SDS @ 8"oc
6x8
CONCRETE DECK LEDGER
N.T.S.
EXTERIOR WALL
G
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEAR WALL 1 q" x 2" LSL CONT. BLOCK w/
EDGE NAILS #9 x 1/2" #SD SCREWS @ 16"oc TO LSL BLK
----------------
EXTERIOR WALL/
ROOF DECKING
SHEAR WALL
2x8 DF#2 BLK'G BTWN STUDS w/
#A34 @ 16"oc (#9 #SD SCREWS)
TO DBL TOP PLATE &
%" 0 x 1/2" #SDS @ 12"oc TO LSL BLK �3/161
2 %" x 3" x CONT, J W14x68
SECTION A -A
%6" O x%" SLOTTED HOLES
11i 1" CLR BEAM FLANGE
8 2
n
1g'
4
SR1 SHEAR WALL TO ROOF ATTACHMENT
N.T.S.
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
DESCRIPTION: 2-Oa (220901)
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
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 +
900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900.0 psi
Ebend- xx 1,600.0 ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species : Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade : No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
5.50 X 3.50
Span = 8.0 f:
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.010 ksf, Tributary Width =
3.0 ft, (WALL)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.211: 1 Maximum Shear Stress Ratio =
0.058 : 1
Section used for this span
5.50 X 3.50
Section used for this span
5.50 X 3.50
fb: Actual =
256.47psi
fv: Actual =
9.35 psi
Fb: Allowable =
1,215.00psi
Fv: Allowable =
162.00 psi
Load Combination
D Only
Load Combination
D Only
Location of maximum on span =
4.000ft
Location of maximum on span =
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
0 <360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.088 in Ratio =
1085 >=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C i Cr C m C t C L
D Only
Length = 8.0 ft
1
0.211
0.058
0.90
1.500
1.00
1.00
1.00
1.00
1.00
+0.60D
1.500
1.00
1.00
1.00
1.00
1.00
Length = 8.0 ft
1
0.071
0.019
1.60
1.500
1.00
1.00
1.00
1.00
1.00
+1.140D
1.500
1.00
1.00
1.00
1.00
1.00
Length = 8.0 ft
1
0.135
0.037
1.60
1.500
1.00
1.00
1.00
1.00
1.00
+1.105D
1.500
1.00
1.00
1.00
1.00
1.00
Length = 8.0 ft
1
0.131
0.036
1.60
1.500
1.00
1.00
1.00
1.00
1.00
+0.460D
1.500
1.00
1.00
1.00
1.00
1.00
Length = 8.0 ft
1
0.055
0.015
1.60
1.500
1.00
1.00
1.00
1.00
1.00
Overall Maximum Deflections
Moment Values
M fb Fb
Shear Values
V fv Fv
0.00
0.00
0.00
0.00
0.24
256.47
1215.00
0.12
9.35
162.00
0.00
0.00
0.00
0.00
0.14
153.88
2160.00
0.07
5.61
288.00
0.00
0.00
0.00
0.00
0.27
292.38
2160.00
0.14
10.66
288.00
0.00
0.00
0.00
0.00
0.27
283.40
2160.00
0.13
10.33
288.00
0.00
0.00
0.00
0.00
0.11
117.98
2160.00
0.06
4.30
288.00
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
D Only 1 0.0884 4.029 0.0000 0.000
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 2-Oa (220901)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Overall MAXimum
Overall MINimum
D Only
+0.60D
Support Support
0.072 0.072
0.120 0.120
0.072 0.072
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
File: 220901_enercalc trib_210208_s2105014.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 2-Ob (220901)
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
+
1200 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb-
1200 psi
Ebend- xx 1600 ksi
Fc
- PrII
1000 psi
Eminbend - xx 580 ksi
Wood Species : Douglas Fir -Larch
Fc
- Perp
625 psi
Wood Grade : No.1
Fv
170 psi
Ft
825 psi
Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
1
Span = 13.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : W = 0.020 ksf, Tributary Width
= 5.0 ft, (WIND)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.210 1 Maximum Shear Stress Ratio =
0.052 : 1
Section used for this span
7.50 X 5.50
Section used for this span
7.50 X 5.50
fb: Actual =
402.25psi
fv: Actual =
14.18 psi
Fb: Allowable =
1,920.00psi
Fv: Allowable =
272.00 psi
Load Combination
+0.60W
Load Combination
+0.60W
Location of maximum on span =
6.500ft
Location of maximum on span =
13.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.389 in Ratio =
401 >=100
Max Upward Transient Deflection
-0.389 in Ratio =
401 >=100
Max Downward Total Deflection
0.233 in Ratio =
669>=100
Max Upward Total Deflection
-0.233 in Ratio =
669>=100
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
F'b
V
fv
F'v
0.00
0.00
0.00
0.00
Length =13.0 ft
1
0.90 1.000
1.00
1.00
1.00
1.00
1.00
1080.00
0.00
0.00
153.00
+0.60W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =13.0 ft
1 0.210 0.052
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.27
402.25
1920.00
0.39
14.18
272.00
-0.60W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =13.0 ft
1 0.210 0.052
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.27
402.25
1920.00
0.39
14.18
272.00
+0.450W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =13.0 ft
1 0.157 0.039
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.95
301.69
1920.00
0.29
10.64
272.00
-0.450W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 13.0 ft
1 0.157 0.039
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.95
301.69
1920.00
0.29
10.64
272.00
Overall Maximum Deflections
Load Combination
Span
Max. "" Defl
Location in Span
Load Combination
Max. "+" Defl
Location in
Span
1
0.0000
0.000
-W
-0.3885
6.547
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 2-Ob (220901)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
-0.650
-0.650
Overall MINimum
-0.650
-0.650
+0.60W
0.390
0.390
-0.60W
-0.390
-0.390
+0.450W
0.293
0.293
-0.450W
-0.293
-0.293
W Only
0.650
0.650
-W
-0.650
-0.650
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
DESCRIPTION: 2-Oc (220901)
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
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 + 1,200.0 psi
Load Combination ASCE 7-16 Fb - 1,200.0 psi
Fc - Prll 1,000.0 psi
Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi
Wood Grade : No.1 Fv 170.0 psi
Ft 825.0 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
0
11.250 X 5.50
Span = 17.0 ft
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 31.210 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : W = 0.020 ksf, Tributary Width
= 6.0 ft, (WIND)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.2871 Maximum Shear Stress Ratio
= 0.055 : 1
Section used for this span
11.250 X 5.50
Section used for this span
11.250 X 5.50
fb: Actual =
550.29psi
fv: Actual
= 14.84 psi
Fb: Allowable =
1,920.00psi
Fv: Allowable
= 272.00 psi
Load Combination
+0.60W
Load Combination
+0.60W
Location of maximum on span =
8.500ft
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
0.909 in Ratio =
224>=100
Max Upward Transient Deflection
-0.909 in Ratio =
224>=100
Max Downward Total Deflection
0.545 in Ratio =
374>=100
Max Upward Total Deflection
-0.545 in Ratio =
374>=100
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
Fv
0.00
0.00
0.00
0.00
Length =17.0 ft
1
0.90 1.000
1.00
1.00
1.00
1.00
1.00
1080.00
0.00
0.00
153.00
+0.60W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =17.0 ft
1
0.287 0.055
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.60
550.29
1920.00
0.61
14.84
272.00
-0.60W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =17.0 ft
1
0.287 0.055
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.60
550.29
1920.00
0.61
14.84
272.00
+0.450W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =17.0 ft
1
0.215 0.041
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.95
412.72
1920.00
0.46
11.13
272.00
-0.450W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =17.0 ft
1
0.215 0.041
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.95
412.72
1920.00
0.46
11.13
272.00
Overall Maximum Deflections
Load Combination
Span
Max. "" Defl
Location in Span
Load Combination
Max. "+" Defl
Location in
Span
1
0.0000
0.000
-W
-0.9089
8.562
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 2-Oc (220901)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
-1.020
-1.020
Overall MINimum
-1.020
-1.020
+0.60W
0.612
0.612
-0.60W
-0.612
-0.612
+0.450W
0.459
0.459
-0.450W
-0.459
-0.459
W Only
1.020
1.020
-W
-1.020
-1.020
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
DESCRIPTION: 1-Oa (220901)
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
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 + 900.0 psi
Load Combination ASCE 7-16 Fb - 900.0 psi
Fc - Prll 1,350.0 psi
Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
1
5.50 X 3.50
Span = 6.0 ft
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 31.210 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.010 ksf, Tributary Width
=16.0 ft, (WALL)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.63a 1 Maximum Shear Stress Ratio =
0.231 : 1
Section used for this span
5.50 X 3.50
Section used for this span
5.50 X 3.50
fb: Actual =
769.42psi
fv: Actual =
37.40 psi
Fb: Allowable =
1,215.00psi
Fv: Allowable =
162.00 psi
Load Combination
D Only
Load Combination
D Only
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
0.000 in Ratio =
0 <360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.149 in Ratio =
482 >=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C i Cr C m C t C L
D Only
Length = 6.0 ft
1
0.633
0.231
0.90
1.500
1.00
1.00
1.00
1.00
1.00
+0.60D
1.500
1.00
1.00
1.00
1.00
1.00
Length = 6.0 ft
1
0.214
0.078
1.60
1.500
1.00
1.00
1.00
1.00
1.00
+1.140D
1.500
1.00
1.00
1.00
1.00
1.00
Length = 6.0 ft
1
0.406
0.148
1.60
1.500
1.00
1.00
1.00
1.00
1.00
+1.105D
1.500
1.00
1.00
1.00
1.00
1.00
Length = 6.0 ft
1
0.394
0.144
1.60
1.500
1.00
1.00
1.00
1.00
1.00
+0.460D
1.500
1.00
1.00
1.00
1.00
1.00
Length = 6.0 ft
1
0.164
0.060
1.60
1.500
1.00
1.00
1.00
1.00
1.00
Overall Maximum Deflections
Moment Values
M fb Fb
Shear Values
V fv Fv
0.00
0.00
0.00
0.00
0.72
769.42
1215.00
0.48
37.40
162.00
0.00
0.00
0.00
0.00
0.43
461.65
2160.00
0.29
22.44
288.00
0.00
0.00
0.00
0.00
0.82
877.14
2160.00
0.55
42.64
288.00
0.00
0.00
0.00
0.00
0.80
850.21
2160.00
0.53
41.33
288.00
0.00
0.00
0.00
0.00
0.33
353.94
2160.00
0.22
17.21
288.00
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
D Only 1 0.1493 3.022 0.0000 0.000
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 1-Oa (220901)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Overall MAXimum
Overall MINimum
D Only
+0.60D
Support Support
0.288 0.288
0.480 0.480
0.288 0.288
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
DESCRIPTION: 1-Ob (220901)
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
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 + 1,200.0 psi
Load Combination ASCE 7-16 Fb - 1,200.0 psi
Fc - Prll 1,000.0 psi
Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi
Wood Grade : No.1 Fv 170.0 psi
Ft 825.0 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
7.50 X 5.50
Span = 10.0 ft
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 31.210 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.010 ksf, Tributary Width
=16.0 ft, (WIND)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.58a 1 Maximum Shear Stress Ratio =
0.190 : 1
Section used for this span
7.50 X 5.50
Section used for this span
7.50 X 5.50
fb: Actual =
634.71 psi
fv: Actual =
29.09 psi
Fb: Allowable =
1,080.00psi
Fv: Allowable =
153.00 psi
Load Combination
D Only
Load Combination
D Only
Location of maximum on span =
5.000ft
Location of maximum on span =
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
0 <360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.218 in Ratio =
551 >=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C i Cr C m C t C L
D Only
Length =10.0 ft
1
0.588
0.190
0.90
1.000
1.00
1.00
1.00
1.00
1.00
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
Length =10.0 ft
1
0.198
0.064
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+1.140D
1.000
1.00
1.00
1.00
1.00
1.00
Length =10.0 ft
1
0.377
0.122
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+1.105D
1.000
1.00
1.00
1.00
1.00
1.00
Length =10.0 ft
1
0.365
0.118
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+0.460D
1.000
1.00
1.00
1.00
1.00
1.00
Length =10.0 ft
1
0.152
0.049
1.60
1.000
1.00
1.00
1.00
1.00
1.00
Overall Maximum Deflections
Moment Values
M fb Fb
Shear Values
V fv Fv
0.00
0.00
0.00
0.00
2.00
634.71
1080.00
0.80
29.09
153.00
0.00
0.00
0.00
0.00
1.20
380.83
1920.00
0.48
17.45
272.00
0.00
0.00
0.00
0.00
2.28
723.57
1920.00
0.91
33.16
272.00
0.00
0.00
0.00
0.00
2.21
701.36
1920.00
0.88
32.15
272.00
0.00
0.00
0.00
0.00
0.92
291.97
1920.00
0.37
13.38
272.00
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
D Only 1 0.2176 5.036 0.0000 0.000
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 1-Ob (220901)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Overall MAXimum
Overall MINimum
D Only
+0.60D
Support Support
0.480 0.480
0.800 0.800
0.480 0.480
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
DESCRIPTION: 1-Oc (220901)
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
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 +
1,200.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1,200.0 psi
Ebend- xx 1,600.0 ksi
Fc - Prll
1,000.0 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
825.0 psi
Density 31.210 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
6x12
Span = 18.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.010 ksf, Tributary Width
=16.0 ft, (WALL)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.5941 Maximum Shear Stress Ratio =
0.223 : 1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual =
641.43psi
fv: Actual =
34.15 psi
Fb: Allowable =
1,080.00psi
Fv: Allowable =
153.00 psi
Load Combination
D Only
Load Combination
D Only
Location of maximum on span =
9.000ft
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
0.000 in Ratio =
0 <360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.341 in Ratio =
633 >=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C i Cr C m C t C L
D Only
Length =18.0 ft
1
0.594
0.223
0.90
1.000
1.00
1.00
1.00
1.00
1.00
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
Length =18.0 ft
1
0.200
0.075
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+1.140D
1.000
1.00
1.00
1.00
1.00
1.00
Length =18.0 ft
1
0.381
0.143
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+1.105D
1.000
1.00
1.00
1.00
1.00
1.00
Length =18.0 ft
1
0.369
0.139
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+0.460D
1.000
1.00
1.00
1.00
1.00
1.00
Length =18.0 ft
1
0.154
0.058
1.60
1.000
1.00
1.00
1.00
1.00
1.00
Overall Maximum Deflections
Moment Values
M fb Fb
Shear Values
V fv Fv
0.00
0.00
0.00
0.00
6.48
641.43
1080.00
1.44
34.15
153.00
0.00
0.00
0.00
0.00
3.89
384.86
1920.00
0.86
20.49
272.00
0.00
0.00
0.00
0.00
7.39
731.23
1920.00
1.64
38.93
272.00
0.00
0.00
0.00
0.00
7.16
708.78
1920.00
1.59
37.74
272.00
0.00
0.00
0.00
0.00
2.98
295.06
1920.00
0.66
15.71
272.00
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
D Only 1 0.3408 9.066 0.0000 0.000
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 1-Oc (220901)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Overall MAXimum
Overall MINimum
D Only
+0.60D
Support Support
0.864 0.864
1.440 1.440
0.864 0.864
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
DESCRIPTION: 1-Oc WIND (220901)
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
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 + 1,200.0 psi
Load Combination ASCE 7-16 Fb - 1,200.0 psi
Fc - Prll 1,000.0 psi
Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi
Wood Grade : No.1 Fv 170.0 psi
Ft 825.0 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
1
11.250 X 5.50
Span = 18.0 ft
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 31.210 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : W = 0.020 ksf, Tributary Width
= 6.0 ft, (WALL)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.321: 1 Maximum Shear Stress Ratio
= 0.058 : 1
Section used for this span
11.250 X 5.50
Section used for this span
11.250 X 5.50
fb: Actual =
616.94psi
fv: Actual
= 15.71 psi
Fb: Allowable =
1,920.00psi
Fv: Allowable
= 272.00 psi
Load Combination
+0.60W
Load Combination
+0.60W
Location of maximum on span =
9.000ft
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
1.142 in Ratio =
189>=100
Max Upward Transient Deflection
-1.142 in Ratio =
189>=100
Max Downward Total Deflection
0.685 in Ratio =
315>=100
Max Upward Total Deflection
-0.685 in Ratio =
315>=100
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
Fv
0.00
0.00
0.00
0.00
Length =18.0 ft
1
0.90 1.000
1.00
1.00
1.00
1.00
1.00
1080.00
0.00
0.00
153.00
+0.60W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =18.0 ft
1 0.321 0.058
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.92
616.94
1920.00
0.65
15.71
272.00
-0.60W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =18.0 ft
1 0.321 0.058
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.92
616.94
1920.00
0.65
15.71
272.00
+0.450W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =18.0 ft
1 0.241 0.043
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.19
462.70
1920.00
0.49
11.78
272.00
-0.450W
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =18.0 ft
1 0.241 0.043
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.19
462.70
1920.00
0.49
11.78
272.00
Overall Maximum Deflections
Load Combination
Span
Max. "" Defl
Location in Span
Load Combination
Max.'Y' Defl
Location in
Span
1
0.0000
0.000
-W
-1.1424
9.066
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 1-Oc WIND (220901)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
-1.080
-1.080
Overall MINimum
-1.080
-1.080
+0.60W
0.648
0.648
-0.60W
-0.648
-0.648
+0.450W
0.486
0.486
-0.450W
-0.486
-0.486
W Only
1.080
1.080
-W
-1.080
-1.080
REVISION
Jun 06 2023 SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
10/6/2022
To: Ron Colwill
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N — Edmonds, WA
Exterior Stair Design (Mancave)
SSS# s2105014
This letter addresses the architectural revision of the mancave stairs. The stairs going
to the roof deck have been moved outside the building and wrap around the north and
east sides of the exterior. The stairs will be of steel construction and be supported by a
series of cantilever beams, ledgers, and knee braces. See sheet S2.8 for details and
S3.1 and S3.3 for revised plans.
Additionally, the roof overhang detail has been revised for the north and south portions
of the AADU. See detail AFA/S2.8.
If you have any questions or require additional information, please call.
Attached:
Key Plans
Beam Calculations
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
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OREVISION: EXTERIOR STAIR DESIGN,10/6/2022
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REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-1) - 221003
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
D(0.030) L(0.060) S(0.03750) D(0.03750) L(0.060) S(0.03750) D(0.03750) L(0.060) S(0.03750)
C9x20
Span =4.90ft
C9x20
Span = 11.90 ft
C9x20
Span = 5.90 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.0250, L = 0.040, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF)
Load for Span Number 3
Uniform Load : D = 0.0250, L = 0.040, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF)
DESIGN SUMMARY
•11111111
Maximum Bending Stress Ratio
=
0.056: 1
Maximum Shear Stress Ratio =
0.012 : 1
Section used for this span
C9x20
Section used for this span
C9x20
Ma: Applied
2.379 k-ft
Va : Applied
0.8835 k
Mn / Omega: Allowable
42.166 k-ft
Vn/Omega : Allowable
72.431 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination +1.105D+0.750L+0.750S
Location of maximum on span
11.900 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.017 in Ratio =
8,482
> 360 Span: 3: L Only
Max Upward Transient Deflection
-0.001 in Ratio = 129258
> 360 Span: 3: L Only
Max Downward Total Deflection
0.035 in Ratio =
4010
> 180 Span: 3 : +D+0.750L+0.750S
Max Upward Total Deflection
-0.002 in Ratio =
68571
> 180 Span: 3: +D+0.750L+0.750S
Maximum Forces & Stresses for Load Combinations
Load Combination Max
Stress
Ratios
Summary of Momen Values
Summary ot Shear Va
Les
Segment Length Span #
M
V Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
D Only
Dsgn. L = 4.90 ft 1
0.014
0.004
-0.60
0.60 70.42 42.17 1.00 1.00
0.31
120.96
72.43
Dsgn. L = 11.90 ft 2
0.024
0.005 0.23
-1.00
1.00 70.42 42.17 1.00 1.00
0.38
120.96
72.43
Dsgn. L = 5.90 ft 3
0.024
0.005
-1.00
1.00 70.42 42.17 1.00 1.00
0.34
120.96
72.43
+D+L
Dsgn. L = 4.90 ft 1
0.031
0.009
-1.32
1.32 70.42 42.17 1.00 1.00
0.64
120.96
72.43
Dsgn. L = 11.90 ft 2
0.049
0.010 0.41
-2.05
2.05 70.42 42.17 1.00 1.00
0.76
120.96
72.43
Dsgn. L = 5.90 ft 3
0.049
0.010
-2.05
2.05 70.42 42.17 1.00 1.00
0.69
120.96
72.43
+D+S
Dsgn. L = 4.90 ft 1
0.025
0.007
-1.05
1.05 70.42 42.17 1.00 1.00
0.51
120.96
72.43
Dsgn. L = 11.90 ft 2
0.039
0.009 0.34
-1.65
1.65 70.42 42.17 1.00 1.00
0.62
120.96
72.43
Dsgn. L = 5.90 ft 3
0.039
0.008
-1.65
1.65 70.42 42.17 1.00 1.00
0.56
120.96
72.43
+D+0.750L
Dsgn. L = 4.90 ft 1
0.027
0.008
-1.14
1.14 70.42 42.17 1.00 1.00
0.56
120.96
72.43
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-1) - 221003
Maximum Forces & Stresses for Load Combinations
Load Combination
Max
Stress
Ratios
Summary of Moment
Values
Summary of Shear
Values
Segment Length
Span #
M
V
Mmax +
Mmax -
Ma Max
Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
Dsgn. L = 11.90 ft
2
0.042
0.009
0.37
-1.78
1.78
70.42
42.17 1.00 1.00
0.66
120.96
72.43
Dsgn. L = 5.90 ft
3
0.042
0.008
-1.78
1.78
70.42
42.17 1.00 1.00
0.60
120.96
72.43
+D+0.750L+0.750S
Dsgn. L = 4.90 ft
1
0.035
0.010
-1.48
1.48
70.42
42.17 1.00 1.00
0.71
120.96
72.43
Dsgn. L = 11.90 ft
2
0.054
0.012
0.45
-2.27
2.27
70.42
42.17 1.00 1.00
0.84
120.96
72.43
Dsgn. L = 5.90 ft
3
0.054
0.011
-2.27
2.27
70.42
42.17 1.00 1.00
0.77
120.96
72.43
+0.60D
Dsgn. L = 4.90 ft
1
0.009
0.003
-0.36
0.36
70.42
42.17 1.00 1.00
0.19
120.96
72.43
Dsgn. L = 11.90 ft
2
0.014
0.003
0.14
-0.60
0.60
70.42
42.17 1.00 1.00
0.23
120.96
72.43
Dsgn. L = 5.90 ft
3
0.014
0.003
-0.60
0.60
70.42
42.17 1.00 1.00
0.20
120.96
72.43
+1.140D
Dsgn. L = 4.90 ft
1
0.016
0.005
-0.68
0.68
70.42
42.17 1.00 1.00
0.35
120.96
72.43
Dsgn. L = 11.90 ft
2
0.027
0.006
0.26
-1.14
1.14
70.42
42.17 1.00 1.00
0.43
120.96
72.43
Dsgn. L = 5.90 ft
3
0.027
0.005
-1.14
1.14
70.42
42.17 1.00 1.00
0.39
120.96
72.43
+ 1.105 D+0. 750 L+0.750 S
Dsgn. L = 4.90 ft
1
0.037
0.010
-1.54
1.54
70.42
42.17 1.00 1.00
0.74
120.96
72.43
Dsgn. L = 11.90 ft
2
0.056
0.012
0.48
-2.38
2.38
70.42
42.17 1.00 1.00
0.88
120.96
72.43
Dsgn. L = 5.90 ft
3
0.056
0.011
-2.38
2.38
70.42
42.17 1.00 1.00
0.81
120.96
72.43
+0.460D
Dsgn. L = 4.90 ft
1
0.007
0.002
-0.28
0.28
70.42
42.17 1.00 1.00
0.14
120.96
72.43
Dsgn. L = 11.90 ft
2
0.011
0.002
0.10
-0.46
0.46
70.42
42.17 1.00 1.00
0.17
120.96
72.43
Dsgn. L = 5.90 ft
3
0.011
0.002
-0.46
0.46
70.42
42.17 1.00 1.00
0.16
120.96
72.43
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span Load Combination
Max. "+" Defl
Location in Span
+D+0.750L+0.750S
1
0.0145
0.000
0.0000
0.000
+D+0.750L+0.750S
2
0.0010
5.077 +D+0.750L+0.750S
-0.0021
10.234
+D+0.750L+0.750S
3
0.0353
5.900
0.0000
10.234
Vertical Reactions
Support notation : Far left is #'
Values in KIPS
Load Combination
Support 1
Support 2
Support 3 Support 4
Overall MAXimum
1.314
1.615
Overall MINimum
0.332
0.429
D Only
0.553
0.715
+D+L
1.177
1.453
+D+S
0.943
1.176
+D+0.750L+0.750S
1.314
1.615
+D+0.750L
1.021
1.269
+0.60D
0.332
0.429
L Only
0.624
0.738
S Only
0.390
0.461
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-2) - 221003
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
D(0.210) L(0.240) S(0.150)
D(O.03750) L(O.060) S(O.03750) D(O.030) L(O.060) S(O.03750)
C9x20
Span = 16.750 ft
C9x20
Span = 5.90 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0250, L = 0.040, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF)
Uniform Load : D = 0.0350, L = 0.040, S = 0.0250 ksf, Extent = 2.90 -->> 5.90 ft, Tributary Width = 6.0 ft, (ROOF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.217 : 1
Maximum Shear Stress Ratio =
0.032 : 1
Section used for this span
C9x20
Section used for this span
C9x20
Ma: Applied
9.158 k-ft
Va : Applied
2.331 k
Mn / Omega: Allowable
42.166 k-ft
Vn/Omega : Allowable
72.431 k
Load Combination +1.105D+0.750L+0.750S
Load Combination +1.105D+0.750L+0.750S
Location of maximum on span
16.750 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.107 in Ratio =
1,318
> 360 Span: 2: L Only
Max Upward Transient Deflection
-0.020 in Ratio =
9,870
> 360 Span: 2: L Only
Max Downward Total Deflection
0.217 in Ratio =
651
> 180 Span: 2 : +D+0.750L+0.750S
Max Upward Total Deflection
-0.038 in Ratio =
5227
> 180 Span: 2 : +D+0.750L+0.750S
Maximum Forces & Stresses for Load Combinations
Load Combination Max tress
atlos
Summary of Moment Values
Summary Ot 6hear Va
Lies
Segment Length Span # M
V Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
D Only
Dsgn. L = 16.75 ft 1 0.086
0.013 0.61
-3.64
3.64 70.42 42.17 1.00 1.00
0.93
120.96
72.43
Dsgn. L = 5.90 ft 2 0.086
0.013
-3.64
3.64 70.42 42.17 1.00 1.00
0.93
120.96
72.43
+D+L
Dsgn. L = 16.75 ft 1 0.186
0.028 1.13
-7.85
7.85 70.42 42.17 1.00 1.00
2.00
120.96
72.43
Dsgn. L = 5.90 ft 2 0.186
0.028
-7.85
7.85 70.42 42.17 1.00 1.00
2.00
120.96
72.43
+D+S
Dsgn. L = 16.75 ft 1 0.149
0.022 0.93
-6.27
6.27 70.42 42.17 1.00 1.00
1.60
120.96
72.43
Dsgn. L = 5.90 ft 2 0.149
0.022
-6.27
6.27 70.42 42.17 1.00 1.00
1.60
120.96
72.43
+D+0.750L
Dsgn. L = 16.75 ft 1 0.161
0.024 1.00
-6.80
6.80 70.42 42.17 1.00 1.00
1.73
120.96
72.43
Dsgn. L = 5.90 ft 2 0.161
0.024
-6.80
6.80 70.42 42.17 1.00 1.00
1.73
120.96
72.43
+D+0.750L+0.750S
Dsgn. L = 16.75 ft 1 0.208
0.031 1.24
-8.78
8.78 70.42 42.17 1.00 1.00
2.23
120.96
72.43
Dsgn. L = 5.90 ft 2 0.208
0.031
-8.78
8.78 70.42 42.17 1.00 1.00
2.23
120.96
72.43
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Steel Beam
Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-2) - 221003
Maximum Forces & Stresses for Load Combinations
Load Combination
max stress
Katlos
summary oT moment
values
summary oT snear values
Segment Length
Span #
M
V Mmax +
Mmax -
Ma Max
Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
+0.60D
Dsgn. L = 16.75 ft
1
0.052
0.008 0.36
-2.19
2.19
70.42
42.17 1.00 1.00
0.56
120.96 72.43
Dsgn. L = 5.90 ft
2
0.052
0.008
-2.19
2.19
70.42
42.17 1.00 1.00
0.56
120.96 72.43
+1.140D
Dsgn. L = 16.75 ft
1
0.098
0.015 0.69
-4.15
4.15
70.42
42.17 1.00 1.00
1.05
120.96 72.43
Dsgn. L = 5.90 ft
2
0.098
0.015
-4.15
4.15
70.42
42.17 1.00 1.00
1.05
120.96 72.43
+1.105D+0.750L+0.750S
Dsgn. L = 16.75 ft
1
0.217
0.032 1.31
-9.16
9.16
70.42
42.17 1.00 1.00
2.33
120.96 72.43
Dsgn. L = 5.90 ft
2
0.217
0.032
-9.16
9.16
70.42
42.17 1.00 1.00
2.33
120.96 72.43
+0.460D
Dsgn. L = 16.75 ft
1
0.040
0.006 0.28
-1.68
1.68
70.42
42.17 1.00 1.00
0.43
120.96 72.43
Dsgn. L = 5.90 ft
2
0.040
0.006
-1.68
1.68
70.42
42.17 1.00 1.00
0.43
120.96 72.43
Overall Maximum Deflections
Load Combination
Span Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
D Only
1
0.0023
3.350
+D+0.750L+0.750S
-0.0385
12.797
+D+0.750L+0.750S
2
0.2174
5.900
0.0000
12.797
Vertical Reactions
Support notation :
Far left is #'
Values
in KIPS
Load Combination
Support 1
Support 2 Support 3
Overall MAXimum
0.570
3.852
Overall MINimum
0.157
0.974
D Only
0.264
1.624
+D+L
0.515
3.452
+D+S
0.421
2.766
+D+0.750L+0.750S
0.570
3.852
+D+0.750L
0.452
2.995
+0.60D
0.158
0.974
L Only
0.251
1.828
S Only
0.157
1.142
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-3) - 221003 LOAD A
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
D(0.210) L(0.240) S(0.150)
D(O.1050) L(O.420) S(O.1750) D(O.030) L(O.060) S(O.03750)
C9x20
Span = 16.750 ft
C9x20
Span = 5.90 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.060, S = 0.0250 ksf, Tributary Width = 7.0 ft, (DECK)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF)
Uniform Load : D = 0.0350, L = 0.040, S = 0.0250 ksf, Extent = 2.90 -->> 5.90 ft, Tributary Width = 6.0 ft, (ROOF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.384: 1
Maximum Shear Stress Ratio =
0.075 : 1
Section used for this span
C9x20
Section used for this span
C9x20
Ma: Applied
16.171 k-ft
Va : Applied
5.441 k
Mn / Omega: Allowable
42.166 k-ft
Vn/Omega : Allowable
72.431 k
Load Combination +1.105D+0.750L+0.750S
Load Combination +1.105D+0.750L+0.750S
Location of maximum on span
16.750 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.351 in Ratio =
571
> 360 Span: 2: L Only
Max Upward Transient Deflection
-0.300 in Ratio =
472
> 360 Span: 2: L Only
Max Downward Total Deflection
0.426 in Ratio =
471
> 180 Span: 2 : +D+0.750L+0.750S
Max Upward Total Deflection
-0.289 in Ratio =
489
> 180 Span: 2 : +D+L
Maximum Forces & Stresses for Load Combinations
Load Combination Max tress
atlos
Summary of Moment Values
Summary Ot 6hear Va
Lies
Segment Length Span # M
V Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
D Only
Dsgn. L = 16.75 ft 1 0.086
0.017 2.75
-3.64
3.64 70.42 42.17 1.00 1.00
1.26
120.96
72.43
Dsgn. L = 5.90 ft 2 0.086
0.013
-3.64
3.64 70.42 42.17 1.00 1.00
0.93
120.96
72.43
+D+L
Dsgn. L = 16.75 ft 1 0.365
0.069 15.39
-7.85
15.39 70.42 42.17 1.00 1.00
5.03
120.96
72.43
Dsgn. L = 5.90 ft 2 0.186
0.028
-7.85
7.85 70.42 42.17 1.00 1.00
2.00
120.96
72.43
+D+S
Dsgn. L = 16.75 ft 1 0.181
0.040 7.62
-6.27
7.62 70.42 42.17 1.00 1.00
2.89
120.96
72.43
Dsgn. L = 5.90 ft 2 0.149
0.022
-6.27
6.27 70.42 42.17 1.00 1.00
1.60
120.96
72.43
+D+0.750L
Dsgn. L = 16.75 ft 1 0.290
0.056 12.22
-6.80
12.22 70.42 42.17 1.00 1.00
4.09
120.96
72.43
Dsgn. L = 5.90 ft 2 0.161
0.024
-6.80
6.80 70.42 42.17 1.00 1.00
1.73
120.96
72.43
+D+0.750L+0.750S
Dsgn. L = 16.75 ft 1 0.377
0.073 15.89
-8.78
15.89 70.42 42.17 1.00 1.00
5.31
120.96
72.43
Dsgn. L = 5.90 ft 2 0.208
0.031
-8.78
8.78 70.42 42.17 1.00 1.00
2.23
120.96
72.43
REVISION
Project Title:
Engineer:
Jun 06 2023
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Steel Beam
Project File: 221003_enercalc
trib_210208_s2105014.ec6
LIC# : KW-06017385, Build:20.22.2.2
SOUND STRUCTURAL SOLUTIONS
(c) ENERCALC INC 1983-2022
DESCRIPTION: Steel Stairs (0-3) - 221003 LOAD A
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Summary of Moment Values
Summary of Shear Va Lies
Segment Length Span #
M
V Mmax +
Mmax -
Ma Max Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
+0.60D
Dsgn. L = 16.75 ft 1
0.052
0.010 1.65
-2.19
2.19 70.42
42.17 1.00 1.00
0.76
120.96 72.43
Dsgn. L = 5.90 ft 2
0.052
0.008
-2.19
2.19 70.42
42.17 1.00 1.00
0.56
120.96 72.43
+1.140D
Dsgn. L = 16.75 ft 1
0.098
0.020 3.14
-4.15
4.15 70.42
42.17 1.00 1.00
1.44
120.96 72.43
Dsgn. L = 5.90 ft 2
0.098
0.015
-4.15
4.15 70.42
42.17 1.00 1.00
1.05
120.96 72.43
+ 1.105 D+0. 750 L+0.750 S
Dsgn. L = 16.75 ft 1
0.384
0.075 16.17
-9.16
16.17 70.42
42.17 1.00 1.00
5.44
120.96 72.43
Dsgn. L = 5.90 ft 2
0.217
0.032
-9.16
9.16 70.42
42.17 1.00 1.00
2.33
120.96 72.43
+0.460D
Dsgn. L = 16.75 ft 1
0.040
0.008 1.27
-1.68
1.68 70.42
42.17 1.00 1.00
0.58
120.96 72.43
Dsgn. L = 5.90 ft 2
0.040
0.006
-1.68
1.68 70.42
42.17 1.00 1.00
0.43
120.96 72.43
Overall Maximum Deflections
Load Combination
Span Max. "-" Defl Location
in Span
Load Combination
Max. "+" Defl Location in Span
+D+0.750L+0.750S
1
0.4263
8.040
0.0000
0.000
2
0.0000
8.040
L Only
-0.2996
5.900
Vertical Reactions
Support
notation : Far left is #
Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
4.260
7.542
Overall MINimum
0.498
1.314
D Only
0.829
2.189
+D+L
4.095
7.032
+D+S
2.138
4.483
+D+0.750L+0.750S
4.260
7.542
+D+0.750L
3.279
5.822
+0.60D
0.498
1.314
L Only
3.266
4.843
S Only
1.308
2.294
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-3) - 221003 LOAD C
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
D(0.210) L(0.240) S(0.150)
D(O.1050) S(O.1750) D(O.030) L(O.060) S(O.03750)
C9x20
Span = 16.750 ft
C9x20
Span = 5.90 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (DECK)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF)
Uniform Load : D = 0.0350, L = 0.040, S = 0.0250 ksf, Extent = 2.90 -->> 5.90 ft, Tributary Width = 6.0 ft, (ROOF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.217 : 1
Maximum Shear Stress Ratio =
0.040 : 1
Section used for this span
C9x20
Section used for this span
C9x20
Ma: Applied
9.158 k-ft
Va : Applied
2.887 k
Mn / Omega: Allowable
42.166 k-ft
Vn/Omega : Allowable
72.431 k
Load Combination +1.105D+0.750L+0.750S
Load Combination
+D+S
Location of maximum on span
16.750 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.175 in Ratio =
808
> 360 Span: 2 : S Only
Max Upward Transient Deflection
-0.088 in Ratio =
1,603
> 360 Span: 2: L Only
Max Downward Total Deflection
0.185 in Ratio =
764
> 180 Span: 2 : +D+L
Max Upward Total Deflection
-0.078 in Ratio =
1813
> 180 Span: 2 : +D+S
Maximum Forces & Stresses for Load Combinations
Load Combination Max tress
atlos
Summary of Moment Values
Summary Ot 6hear Va
Lies
Segment Length Span # M
V Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
D Only
Dsgn. L = 16.75 ft 1 0.086
0.017 2.75
-3.64
3.64 70.42 42.17 1.00 1.00
1.26
120.96
72.43
Dsgn. L = 5.90 ft 2 0.086
0.013
-3.64
3.64 70.42 42.17 1.00 1.00
0.93
120.96
72.43
+D+L
Dsgn. L = 16.75 ft 1 0.186
0.028 1.34
-7.85
7.85 70.42 42.17 1.00 1.00
2.00
120.96
72.43
Dsgn. L = 5.90 ft 2 0.186
0.028
-7.85
7.85 70.42 42.17 1.00 1.00
2.00
120.96
72.43
+D+S
Dsgn. L = 16.75 ft 1 0.181
0.040 7.62
-6.27
7.62 70.42 42.17 1.00 1.00
2.89
120.96
72.43
Dsgn. L = 5.90 ft 2 0.149
0.022
-6.27
6.27 70.42 42.17 1.00 1.00
1.60
120.96
72.43
+D+0.750L
Dsgn. L = 16.75 ft 1 0.161
0.024 1.64
-6.80
6.80 70.42 42.17 1.00 1.00
1.73
120.96
72.43
Dsgn. L = 5.90 ft 2 0.161
0.024
-6.80
6.80 70.42 42.17 1.00 1.00
1.73
120.96
72.43
+D+0.750L+0.750S
Dsgn. L = 16.75 ft 1 0.208
0.037 5.13
-8.78
8.78 70.42 42.17 1.00 1.00
2.67
120.96
72.43
Dsgn. L = 5.90 ft 2 0.208
0.031
-8.78
8.78 70.42 42.17 1.00 1.00
2.23
120.96
72.43
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Steel Beam
Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-3) - 221003 LOAD C
Maximum Forces & Stresses for Load Combinations
Load Combination
max stress
Katlos
summary oT moment
values
summary oT snear values
Segment Length
Span #
M
V Mmax +
Mmax -
Ma Max
Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
+0.60D
Dsgn. L = 16.75 ft
1
0.052
0.010 1.65
-2.19
2.19
70.42
42.17 1.00 1.00
0.76
120.96 72.43
Dsgn. L = 5.90 ft
2
0.052
0.008
-2.19
2.19
70.42
42.17 1.00 1.00
0.56
120.96 72.43
+1.140D
Dsgn. L = 16.75 ft
1
0.098
0.020 3.14
-4.15
4.15
70.42
42.17 1.00 1.00
1.44
120.96 72.43
Dsgn. L = 5.90 ft
2
0.098
0.015
-4.15
4.15
70.42
42.17 1.00 1.00
1.05
120.96 72.43
+1.105D+0.750L+0.750S
Dsgn. L = 16.75 ft
1
0.217
0.039 5.42
-9.16
9.16
70.42
42.17 1.00 1.00
2.80
120.96 72.43
Dsgn. L = 5.90 ft
2
0.217
0.032
-9.16
9.16
70.42
42.17 1.00 1.00
2.33
120.96 72.43
+0.460D
Dsgn. L = 16.75 ft
1
0.040
0.008 1.27
-1.68
1.68
70.42
42.17 1.00 1.00
0.58
120.96 72.43
Dsgn. L = 5.90 ft
2
0.040
0.006
-1.68
1.68
70.42
42.17 1.00 1.00
0.43
120.96 72.43
Overall Maximum Deflections
Load Combination
Span Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+S
1
0.1958
7.839
0.0000
0.000
+D+L
2
0.1854
5.900
+D+S
-0.0011
0.047
Vertical Reactions
Support notation :
Far left is #
Values in KIPS
Load Combination
Support 1
Support 2 Support 3
Overall MAXimum
2.138
4.904
Overall MINimum
-0.251
1.314
D Only
0.829
2.189
+D+L
0.578
3.515
+D+S
2.138
4.483
+D+0.750L+0.750S
1.622
4.904
+D+0.750L
0.641
3.183
+0.60D
0.498
1.314
L Only
-0.251
1.325
S Only
1.308
2.294
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-4) - 221003
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Minor Axis Bending
0440
C9x20
Span = 17.0 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.040, L = 0.0440 k/ft, Tributary Width = 1.0 ft, (ROOF)
DESIGN SUMMARY
Maximum Bending Stress Ratio
=
0.804: 1
Maximum Shear Stress Ratio =
0.045 : 1
Section used for this span
C9x20
Section used for this span
C9x20
Ma: Applied
3.757 k-ft
Va : Applied
0.8840 k
Mn / Omega: Allowable
4.671 k-ft
Vn/Omega : Allowable
19.661 k
Load Combination
+D+L
Load Combination
+D+L
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
1.187 in Ratio =
171 <360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360 Span: 1 : L Only
Max Downward Total Deflection
2.809 in Ratio =
73 <180 Span: 1 : +D+L
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max
tress
atlos
Summary of Moment Values
Summary ot bhear Va
Lies
Segment Length Span #
M
V Mmax + Mmax - Ma Max Mny Mny/Omega Cb Rm
Va Max
VnyVny/Omega
D Only
Dsgn. L = 17.00 ft 1
0.464
0.026 2.17
2.17 7.80 4.67 1.00 1.00
0.51
32.83
19.66
+D+L
Dsgn. L = 17.00 ft 1
0.804
0.045 3.76
3.76 7.80 4.67 1.00 1.00
0.88
32.83
19.66
+D+0.750L
Dsgn. L = 17.00 ft 1
0.719
0.040 3.36
3.36 7.80 4.67 1.00 1.00
0.79
32.83
19.66
+0.60D
Dsgn. L = 17.00 ft 1
0.278
0.016 1.30
1.30 7.80 4.67 1.00 1.00
0.31
32.83
19.66
+1.140D
Dsgn. L = 17.00 ft 1
0.529
0.030 2.47
2.47 7.80 4.67 1.00 1.00
0.58
32.83
19.66
+1.105D+0.750L
Dsgn. L = 17.00 ft 1
0.768
0.043 3.59
3.59 7.80 4.67 1.00 1.00
0.84
32.83
19.66
+0.460D
Dsgn. L = 17.00 ft 1
0.213
0.012 1.00
1.00 7.80 4.67 1.00 1.00
0.23
32.83
19.66
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L 1 2.8092 8.549 0.0000 0.000
Vertical Reactions Support notation : Far left is #' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.884 0.884
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION
Vertical Reactions
Steel Stairs (0-4) - 221003
Support notation : Far left is # Values in KIPS
Load Combination
Support 1
Support 2
Overall MINimum
0.306
0.306
D Only
0.510
0.510
+D+L
0.884
0.884
+D+0.750L
0.791
0.791
+0.60D
0.306
0.306
L Only
0.374
0.374
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-5) - 221003 LOAD A
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
D(0.05625) L(0.2250) S(0.09375) D(0.030) L(0.060) S(0.03750)
C9x20 C9x20
Span = 16.750 ft Span = 5.90 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.060, S = 0.0250 ksf, Tributary Width = 3.750 ft, (DECK)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.040, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF)
DESIGN SUMMARY
• '
Maximum Bending Stress Ratio
=
0.243 : 1
Maximum Shear
Stress Ratio =
0.039 : 1
Section used for this span
C9x20
Section used for this span
C9x20
Ma: Applied
10.249 k-ft
Va : Applied
2.841 k
Mn / Omega: Allowable
42.166 k-ft
Vn/Omega : Allowable
72.431 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination +1.105D+0.750L+0.750S
Location of maximum on span
16.750 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.209 in Ratio =
961
> 360
Span: 2: L Only
Max Upward Transient Deflection
-0.212 in Ratio =
668
> 360
Span: 2: L Only
Max Downward Total Deflection
0.281 in Ratio =
714
> 180
Span: 2: +D+0.750L+0.750S
Max Upward Total Deflection
-0.269 in Ratio =
526
> 180
Span: 2 : +D+0.750L+0.750S
Maximum Forces & Stresses for Load Combinations
Load Combination Max
tress
atlos
Summary of Moment
Values
Summary Ot 6hear Va
Lies
Segment Length Span #
M
V Mmax + Mmax -
Ma Max
Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
D Only
Dsgn. L = 16.75 ft 1
0.054
0.010 2.26
-0.87
2.26
70.42 42.17 1.00 1.00
0.69
120.96
72.43
Dsgn. L = 5.90 ft 2
0.021
0.004
-0.87
0.87
70.42 42.17 1.00 1.00
0.30
120.96
72.43
+D+L
Dsgn. L = 16.75 ft 1
0.228
0.036 9.63
-1.91
9.63
70.42 42.17 1.00 1.00
2.64
120.96
72.43
Dsgn. L = 5.90 ft 2
0.045
0.009
-1.91
1.91
70.42 42.17 1.00 1.00
0.65
120.96
72.43
+D+S
Dsgn. L = 16.75 ft 1
0.124
0.021 5.22
-1.52
5.22
70.42 42.17 1.00 1.00
1.51
120.96
72.43
Dsgn. L = 5.90 ft 2
0.036
0.007
-1.52
1.52
70.42 42.17 1.00 1.00
0.52
120.96
72.43
+D+0.750L
Dsgn. L = 16.75 ft 1
0.185
0.030 7.79
-1.65
7.79
70.42 42.17 1.00 1.00
2.15
120.96
72.43
Dsgn. L = 5.90 ft 2
0.039
0.008
-1.65
1.65
70.42 42.17 1.00 1.00
0.56
120.96
72.43
+D+0.750L+0.750S
Dsgn. L = 16.75 ft 1
0.237
0.038 10.01
-2.14
10.01
70.42 42.17 1.00 1.00
2.77
120.96
72.43
Dsgn. L = 5.90 ft 2
0.051
0.010
-2.14
2.14
70.42 42.17 1.00 1.00
0.73
120.96
72.43
+0.60D
Dsgn. L = 16.75 ft 1
0.032
0.006 1.35
-0.52
1.35
70.42 42.17 1.00 1.00
0.41
120.96
72.43
Dsgn. L = 5.90 ft 2
0.012
0.002
-0.52
0.52
70.42 42.17 1.00 1.00
0.18
120.96
72.43
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: Steel Stairs (0-5) - 221003 LOAD A
Maximum Forces & Stresses for Load Combinations
Load Combination
max stress
Katlos
summary oT moment
values
summary oT snear values
Segment Length
Span #
M
V Mmax +
Mmax -
Ma Max
Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
+1.140D
Dsgn. L = 16.75 ft
1
0.061
0.011 2.57
-0.99
2.57
70.42
42.17 1.00 1.00
0.79
120.96 72.43
Dsgn. L = 5.90 ft
2
0.024
0.005
-0.99
0.99
70.42
42.17 1.00 1.00
0.34
120.96 72.43
+1.105D+0.750L+0.750S
Dsgn. L = 16.75 ft
1
0.243
0.039 10.25
-2.23
10.25
70.42
42.17 1.00 1.00
2.84
120.96 72.43
Dsgn. L = 5.90 ft
2
0.053
0.010
-2.23
2.23
70.42
42.17 1.00 1.00
0.76
120.96 72.43
+0.460D
Dsgn. L = 16.75 ft
1
0.025
0.004 1.04
-0.40
1.04
70.42
42.17 1.00 1.00
0.32
120.96 72.43
Dsgn. L = 5.90 ft
2
0.009
0.002
-0.40
0.40
70.42
42.17 1.00 1.00
0.14
120.96 72.43
Overall Maximum Deflections
Load Combination
Span Max. "-" Defl Location in Span
Load Combination
Max. "+" Deft Location in Span
+D+0.750L+0.750S
1
0.2814
8.241
0.0000
0.000
2
0.0000
8.241
+D+0.750L+0.750S
-0.2691
5.900
Vertical Reactions
Support notation :
Far left is #'
Values in KIPS
Load Combination
Support 1
Support 2 Support 3
Overall MAXimum
2.513
3.495
Overall MlNimum
0.352
0.591
D Only
0.587
0.986
+D+L
2.409
3.286
+D+S
1.333
2.031
+D+0.750L+0.750S
2.513
3.495
+D+0.750L
1.953
2.711
+0.60D
0.352
0.591
L Only
1.822
2.301
S Only
0.746
1.045
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: ROOF EAVE MEMBER 221005
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
• • 7WT • 9
HS83x2x1 /4
Span = 14.330 ft
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.010, S = 0.0250, W = -0.050 ksf, Tributary Width = 2.0 ft, (ROOF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
=
0.434: 1
Maximum Shear Stress Ratio =
0.029 : 1
Section used for this span
HSS3x2x1/4
Section used for this span
HSS3x2x1/4
Ma: Applied
1.979 k-ft
Va : Applied
0.5525 k
Mn / Omega: Allowable
4.566 k-ft
Vn/Omega : Allowable
19.262 k
Load Combination
+D+S
Load Combination
+D+S
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
1.536 in Ratio =
111
> 100. Span: 1 : W Only
Max Upward Transient Deflection
-1.536 in Ratio =
111
> 100. Span: 1 : -W
Max Downward Total Deflection
1.344 in Ratio =
128
> 100. Span: 1 : +D-0.60W
Max Upward Total Deflection
-0.675 in Ratio =
255
> 100. Span: 1 : +0.60D+0.60W
Maximum Forces & Stresses for Load Combinations
Load Combination Max
tress
atlos
Summary of Moment Values
Summary ot 6hear Va
Lies
Segment Length Span #
M
V Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
D Only
Dsgn. L = 14.33 ft 1
0.152
0.010 0.70
0.70 7.63 4.57 1.00 1.00
0.19
32.17
19.26
+D+S
Dsgn. L = 14.33 ft 1
0.434
0.029 1.98
1.98 7.63 4.57 1.00 1.00
0.55
32.17
19.26
+D+0.750S
Dsgn. L = 14.33 ft 1
0.363
0.024 1.66
1.66 7.63 4.57 1.00 1.00
0.46
32.17
19.26
+D+0.60 W
Dsgn. L = 14.33 ft 1
0.185
0.012
-0.84
0.84 7.63 4.57 1.00 1.00
0.24
32.17
19.26
+D+0.450W
Dsgn. L = 14.33 ft 1
0.101
0.007
-0.46
0.46 7.63 4.57 1.00 1.00
0.13
32.17
19.26
+D+0.750S+0.450W
Dsgn. L = 14.33 ft 1
0.110
0.007 0.50
0.50 7.63 4.57 1.00 1.00
0.14
32.17
19.26
+0.60D+0.60W
Dsgn. L = 14.33 ft 1
0.246
0.016
-1.12
1.12 7.63 4.57 1.00 1.00
0.31
32.17
19.26
+1.140D
Dsgn. L = 14.33 ft 1
0.174
0.011 0.79
0.79 7.63 4.57 1.00 1.00
0.22
32.17
19.26
+1.105D+0.750S
Dsgn. L = 14.33 ft 1
0.379
0.025 1.73
1.73 7.63 4.57 1.00 1.00
0.48
32.17
19.26
+0.460D
Dsgn. L = 14.33 ft 1
0.070
0.005 0.32
0.32 7.63 4.57 1.00 1.00
0.09
32.17
19.26
REVISION
Project Title:
Engineer:
Jun 06 2023
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Steel Beam
Project File: 221003_enercalc trib_210208_s2105014.ec6
LIC# : KW-06017385, Build:20.22.2.2 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022
DESCRIPTION: ROOF EAVE MEMBER 221005
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
-W
1
1.5430 7.206 0.0000 0.000
Vertical Reactions
Support notation : Far left is #' Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.717
0.717
Overall MINimum
0.117
0.117
D Only
0.194
0.194
+D+S
0.552
0.552
+D+0.750S
0.463
0.463
+D+0.60W
-0.236
-0.236
+D-0.60W
0.624
0.624
+D+0.450W
-0.128
-0.128
+D-0.450W
0.517
0.517
+0.60D+0.60W
-0.313
-0.313
+0.60D-0.60W
0.546
0.546
+0.60D
0.117
0.117
S Only
0.358
0.358
W Only
-0.717
-0.717
-W
0.717
0.717
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: 2-34 221004
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 +
1,350.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb-
1,350.0 psi
Ebend- xx 1,600.Oksi
Fc - Prll
925.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.1
Fv
170.0 psi
Ft
675.0psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.015) S(0.025) W(-0.06)
D(0.1275) S(0.2125) W(-0.51)
6x12
6x12
Span = 5.0 ft
Span =
4.330 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 = 0.0150,
S = 0.0250, W = -0.060 ksf, Tributary
Width = 1.0 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.0150,
S = 0.0250, W = -0.060 ksf, Tributary
Width = 8.50 ft, (ROOF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.222 1
Maximum Shear Stress Ratio
=
0.195 : 1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual
= 479.17psi
fv: Actual
=
53.03 psi
Fb: Allowable
= 2,160.00psi
Fv: Allowable
=
272.00 psi
Load Combination
+D+0.75OS-0.45OW
Load Combination
+D+0.75OS-0.45OW
Location of maximum on span
= 5.000ft
Location of maximum on span
=
5.000ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.086 in Ratio =
1208 > 360 Span: 2: -W
Max Upward Transient Deflection -0.086 in Ratio =
1208> 360 Span: 2: W Only
Max Downward Total Deflection
0.073 in Ratio =
1422 > 240 Span: 2: +D-0.60W
Max Upward Total Deflection
-0.039 in Ratio =
2686 > 240 Span: 2: +0.60D+0.60W
Maximum Forces & Stresses
for Load Combinations
Load Combination Max Stress Katios
Moment Values
Shear a ues
Segment Length Span # M
V Cd CFN Ci Cr
Cm C t CL M fb
F'b V
fV F'v
D Only
0.00 0.00
0.00 0.00
Length = 5.0 ft 1 0.097
0.086 0.90 1.000 1.00 1.00
1.00 1.00 1.00 1.20 118.31
1215.00 0.55
13.09 153.00
Length = 4.330 ft 2 0.097
0.086 0.90 1.000 1.00 1.00
1.00 1.00 1.00 1.20 118.31
1215.00 0.55
13.09 153.00
+D+S
1.000 1.00 1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 5.0 ft 1 0.203
0.179 1.15 1.000 1.00 1.00
1.00 1.00 1.00 3.19 315.50
1552.50 1.47
34.91 195.50
Length = 4.330 ft 2 0.203
0.179 1.15 1.000 1.00 1.00
1.00 1.00 1.00 3.19 315.50
1552.50 1.47
34.91 195.50
+D+0.750S
1.000 1.00 1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 5.0 ft 1 0.171
0.151 1.15 1.000 1.00 1.00
1.00 1.00 1.00 2.69 266.20
1552.50 1.24
29.46 195.50
Length = 4.330 ft 2 0.171
0.151 1.15 1.000 1.00 1.00
1.00 1.00 1.00 2.69 266.20
1552.50 1.24
29.46 195.50
+D+0.60W
1.000 1.00 1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: 2-34 221004
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear a ues
Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v
Length = 5.0 ft
1
0.077
Length = 4.330 ft
2
0.077
+D-0.60W
Length = 5.0 ft
1
0.186
Length = 4.330 ft
2
0.186
+D+0.450W
Length = 5.0 ft
1
0.044
Length = 4.330 ft
2
0.044
+D-0.450W
Length = 5.0 ft
1
0.153
Length = 4.330 ft
2
0.153
+D+0.750S+0.450W
Length = 5.0 ft
1
0.025
Length = 4.330 ft
2
0.025
+D+0.750S-0.45OW
Length = 5.0 ft
1
0.222
Length = 4.330 ft
2
0.222
+0.60D+0.60W
Length = 5.0 ft
1
0.099
Length = 4.330 ft
2
0.099
+0.60D-0.60W
Length = 5.0 ft
1
0.164
Length = 4.330 ft
2
0.164
+1.140D
Length = 5.0 ft
1
0.062
Length = 4.330 ft
2
0.062
+1.105D+0.750S
Length = 5.0 ft
1
0.129
Length = 4.330 ft
2
0.129
+0.460D
Length = 5.0 ft
1
0.025
Length = 4.330 ft
2
0.025
Overall Maximum Deflections
0.067
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.67
165.64
2160.00
0.77
18.33
272.00
0.067
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.67
165.64
2160.00
0.77
18.33
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.164
1.60 1.000
1.00
1.00
1.00
1.00
1.00
4.06
402.26
2160.00
1.88
44.52
272.00
0.164
1.60 1.000
1.00
1.00
1.00
1.00
1.00
4.06
402.26
2160.00
1.88
44.52
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.039
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.96
94.65
2160.00
0.44
10.47
272.00
0.039
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.96
94.65
2160.00
0.44
10.47
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.135
1.60 1.000
1.00
1.00
1.00
1.00
1.00
3.35
331.27
2160.00
1.55
36.66
272.00
0.135
1.60 1.000
1.00
1.00
1.00
1.00
1.00
3.35
331.27
2160.00
1.55
36.66
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.022
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.54
53.24
2160.00
0.25
5.89
272.00
0.022
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.54
53.24
2160.00
0.25
5.89
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.195
1.60 1.000
1.00
1.00
1.00
1.00
1.00
4.84
479.17
2160.00
2.24
53.03
272.00
0.195
1.60 1.000
1.00
1.00
1.00
1.00
1.00
4.84
479.17
2160.00
2.24
53.03
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.087
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.15
212.96
2160.00
0.99
23.57
272.00
0.087
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.15
212.96
2160.00
0.99
23.57
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.144
1.60 1.000
1.00
1.00
1.00
1.00
1.00
3.59
354.94
2160.00
1.66
39.28
272.00
0.144
1.60 1.000
1.00
1.00
1.00
1.00
1.00
3.59
354.94
2160.00
1.66
39.28
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.055
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.36
134.88
2160.00
0.63
14.93
272.00
0.055
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.36
134.88
2160.00
0.63
14.93
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.113
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.81
278.63
2160.00
1.30
30.83
272.00
0.113
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.81
278.63
2160.00
1.30
30.83
272.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.022
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.55
54.42
2160.00
0.25
6.02
272.00
0.022
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.55
54.42
2160.00
0.25
6.02
272.00
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
1 0.0000 0.000 -W-0.0112 2.933
-W 2 0.0860 4.330 0.0000 2.933
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
-0.806
3.314
Overall MINimum
-0.806
3.314
D Only
-0.202
0.829
+D+S
-0.537
2.210
+D+0.750S
-0.453
1.864
+D+0.60W
0.282
-1.160
+D-0.60W
-0.685
2.817
+D+0.450W
0.161
-0.663
+D-0.450W
-0.564
2.320
+0.60D+0.60W
0.363
-1.492
+0.60D-0.60W
-0.605
2.486
+0.60D
-0.121
0.497
S Only
-0.336
1.381
W Only
0.806
-3.314
-W
-0.806
3.314
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: 1-35 221004
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 +
2600 psi E :
Modulus of Elasticity
Load Combination ASCE 7-16
Fb-
2600 psi
Ebend- xx
2000ksi
Fc - Prll
2510 psi
Eminbend - xx 1016.535ksi
Wood Species iLevel Truss Joist
Fc - Perp
750 psi
Wood Grade MicroLam LVL 2.0 E
Fv
285 psi
Ft
1555 psi
Density
42.01 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(1) L(2.3) S(1.1)
D(2.2) L(4.8) S(2.3)
D(0.14)
(0.13) L(0.12) S(0.05)
5.25x11.25
Span = 8.0 ft
Applied Loads
Service
loads entered. Load Factors
will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0650, L = 0.060,
S = 0.0250 ksf, Tributary Width
= 2.0 ft, (DECK)
Uniform Load : D = 0.010 ksf, Tributary
Width = 14.0 ft, (WALL)
Point Load : D = 2.20, L = 4.80, S =
2.30 k @ 6.20 ft, (XR 0-3)
Point Load : D = 1.0, L = 2.30, S = 1.10 k @ 3.30 ft, (XR 0-5)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.622 1 Maximum Shear Stress Ratio
=
0.744 : 1
Section used for this span
5.25x11.25 Section used for this span
5.25x11.25
fb: Actual =
1,617.11 psi
fv: Actual
=
211.97 psi
Fb: Allowable =
2,600.00psi
Fv: Allowable
=
285.00 psi
Load Combination
+D+L Load Combination
+D+L
Location of maximum on span =
4.555ft Location of maximum on span
=
8.000ft
Span # where maximum occurs =
Span # 1 Span #
where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.087 in Ratio = 1106 > 360
Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio = 0 <360
n/a
Max Downward Total Deflection
0.151 in Ratio = 636 > 240
Span: 1 : +D+0.750L+0.750S
Max Upward Total Deflection
0 in Ratio = 0 <240
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Katios
Moment Values
Shear a ues
Segment Length Span # M V
Cd CFN Ci Cr Cm C t
CL M fb
F'b
V fv F'v
D Only
0.00
0.00 0.00 0.00
Length = 8.0 ft 1 0.269 0.317
0.90 1.000 1.00 1.00 1.00 1.00
1.00 5.80 628.77
2340.00
3.20 81.21 256.50
+D+L
1.000 1.00 1.00 1.00 1.00
1.00
0.00
0.00 0.00 0.00
Length = 8.0 ft 1 0.622 0.744
1.00 1.000 1.00 1.00 1.00 1.00
1.00 14.92 1,617.11
2600.00
8.35 211.97 285.00
+D+S
1.000 1.00 1.00 1.00 1.00
1.00
0.00
0.00 0.00 0.00
Length = 8.0 ft 1 0.366 0.437
1.15 1.000 1.00 1.00 1.00 1.00
1.00 10.11 1,095.34
2990.00
5.63 143.08 327.75
+D+0.750L
1.000 1.00 1.00 1.00 1.00
1.00
0.00
0.00 0.00 0.00
Length = 8.0 ft 1 0.421 0.503
1.25 1.000 1.00 1.00 1.00 1.00
1.00 12.64 1,369.85
3250.00
7.06 179.28 356.25
+D+0.750L+0.750S
1.000 1.00 1.00 1.00 1.00
1.00
0.00
0.00 0.00 0.00
Length = 8.0 ft 1 0.575 0.689
1.15 1.000 1.00 1.00 1.00 1.00
1.00 15.88 1,720.30
2990.00
8.89 225.68 327.75
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam Project File: 221003_enercalc trib_210208_s2105014.ec6
DESCRIPTION: 1-35 221004
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Katlos
Moment values
snear values
Segment Length Span #
M
V
Cd CF/V
C i
Cr
Cm
C t
CL
M
fb F'b
V
fv
F'v
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.091
0.107
1.60 1.000
1.00
1.00
1.00
1.00
1.00
3.48
377.26 4160.00
1.92
48.72
456.00
+1.140D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.172
0.203
1.60 1.000
1.00
1.00
1.00
1.00
1.00
6.61
716.79 4160.00
3.65
92.58
456.00
+1.105D+0.750L+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.429
0.514
1.60 1.000
1.00
1.00
1.00
1.00
1.00
16.48
1,786.22 4160.00
9.22
234.21
456.00
+0.460D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.070
0.082
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.67
289.23 4160.00
1.47
37.35
456.00
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span
Load Combination
Max.
"+° Defl Location in
Span
+D+0.750L+0.750S
1
0.1508
4.175
0.0000
0.000
Vertical Reactions
Support notation
: Far left
is #1
Values
in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
5.369
8.886
Overall MINimum
1.364
2.436
D Only
2.163
3.198
+D+L
5.074
8.346
+D+S
3.526
5.634
+D+0.750L+0.750S
5.369
8.886
+D+0.750L
4.346
7.059
+0.60D
1.298
1.919
L Only
2.911
5.149
S Only
1.364
2.436
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
2/ 16/2023
To: Ron Colwill
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N — Edmonds, WA
Slab rebar and shear wall nailing Inspection
SSS# s2105014
-<. ' 4
`9
I. Mitchell Pearce, the engineer of record, performed an inspection of the rebar of the
lower slab on metal deck (excluding the upper east slab), as well as an inspection of the
exterior shear wall nailing on 2/16/2023 at 332 Sunset Ave N.
All slab on metal deck rebar of the lower slab conformed to what was specified on plan
(reference sheet S3.2).
The exterior shear wall nailing around the perimeter of the structure conformed to the
specified design.
If you have any questions or require additional information, please call.
24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
2/ 16/2023
To: Ron Colwill
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N — Edmonds, WA
Site Walk Issues/Revisions Addressed
SSS# s2105014
This letter addresses four items, which include the design of the wine cellar structure,
attic access above the master spa, revised shear wall bottom connections to slab, and
an added window that was not part of the original design.
First item, the wine cellar at the west side of the main stair requires a structure to
house the climate control equipment for the wine cellar. This will consist of a wood
platform and walls extending up to the ceiling. The supporting structure will consist of
welded tube steel to the surrounding steel columns. See Partial Plan #1 and details TC1
and TSL.
Second item, the wood shear wall along wall line E will have an attic access door
penetrating the middle top portion of the wall. This penetration will require strapping
around the opening per detail FTO, as well as, requiring a shear wall upgrade to SW
C22, which is a double side shear wall. See Partial Plan #2 and detail FTO
Additionally, detail SR3 (attached) has been revised to confirm to current conditions.
Third item, the shear wall bottom connections (to the elevated slab) have been revised
in the shear wall schedule. The originally specified powder actuated fasteners have
been substituted for Titen HD screws. The screws must be'/4" diameter and 3-1/2"
long. See attached revised shear wall schedule.
Fourth item, there was a 2'-0" wide window that was added to the south elevation (wall
line 5) adjacent to wall line B. Holdowns will be required on each side of this added
window. This could either be done with MSTC66 straps to HTT5KT epoxied holdowns
below, or the threaded rod from the anchor could extend up to the second floor and be
fastened to the holdown at the upper level. See Partial Plan #3 and attached detail EPX.
If you have any questions or require additional information, please call.
24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023 SOUND STRUCTURAL SOLUTIaNS
CITY OF EDMONDS E K G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
Attached:
Partial Plan #1, Details TC1 and TSL
Partial Plan #2, Detail FTO, Detail SR3
Partial Plan #3, Detail EPX
Revised Shear Wall Schedule
Calculations
5x8 BAILER TO HSS 2x6 MIN LEDGER w/
NS2 SDWS 0.22" x 4" @
1 6"oc, TYP
BOTH SIDES �.
TSL
HSS4x4xY6 (NO TAP C4NN,) W10x4 (2-111)
-- -----T-T-T---T-T-'
_ �, 1 w�4xj COgTIr Ou 2 )
SR2 o VifINE 1 10[4 1 1 1
CELLAR = x i �127-
===TC 1 6
j1 HSS4x4x Y5 HSS6x3x 3116 t
------------
11 I(NO
NT. TO FND MITERED CORNER wr
11 OPCONK, TC1 3'16" 1NELD ALL
AROUND
3/16" FILLET WELD,
1" LONG SEGMENT
ON ALL 4 SIDES
Partial Plan #1
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
TUBE STEEL CONNECTION
N.T.S.
im
TUBE STEEL LEDGER
N.T.S.
3x %6
" O CARRIAGE BOLTS
@ 16"oc
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SOUND STRUCTURAL SOLUTIONS
I N G I N I I R 5
6x8 COMMON
MEMBER WITH
L------tea
R
52,
r---7 E:
NEW 4" 0"H
I ATTIC ACCESS
DOUBLE -SIDED
H EARWALL
nn-mx z16
TU D
Partial Plan #2
W 1009
(2-107)
24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
Sn
NEW 2'-0" WIDE
i --- sw
HTT5KT wi T.R.
EPX rI EXTENDED TO LEVEL 2
Partial Plan #3
24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ROOF DECKING PER PLAN
DF#2 2x12 TOP PLATE
SHEAR WALL
EDGE NAILS
SPLICE TOP PLATES w/
#SDWS 0.22" 0 x 3"
SCREWS @ 4"oc
DOUBLE SIDED SHEAR
WALL PER PLAN
TEKSo #12 x 2%" SELF -TAPPING
SCREWS @ 12"oc (PART # 21750)
DF#2 PLATE
SHEAR WALL TO ROOF ATTACHMENT
N.T.S.
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
NOTES:
-HTT5KT holdown
-(26) #10 x 2%" LSD
-5/8" diameter threaded rod (A307)
-12" embed into the concrete, u.n.o.
-Simpson AT-XP epoxy
-Follow the manufacturers' specifications for
installing the anchor and hardware
http;//www.strongtie.com/products/anchorsystems/adhesives/adhesive_
anchoring_install.html#
s a�4 dg
[rnin.}
4-80
4 cycles
[nin•
s e 4 c
{min.}
80
psi min.
psl min.
EPX I EPDXY - HTT4 RETROFIT
N.T.S. EXPD
EXTEND STRAP ACROSS
FULL WIDTH OF ADJACENT
SHEARWALL TYP
FORCE TRANSFER AROUND OPENINGS ELEVATION VIEW
N.T.S. FfOC
REVISION
SOUND STRUCTURAL $ULUTIUNS
Jun 06 2023
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES h5h
DEPARTMENT
SHEARWALL SCHEDULE
SWEXP
Notes apply as called Gut in table below.
6 Abutting panel edges require a 2-2x (lamination connection same as WALL BASE PLATE), 3x, Gr greater stud.
7 See detail DSW.
8 The plate washer shall extend to within 1/2" of the edge of the bottom plate that receives the sheathing or rim.
At dGuble-sided shearwalls, stagger On both plate edges.
SHEAR FLOW CONNECTIONS j SPACING
S
SILL -TO -SLAB
ROOF -TO -
CALL
WALL
OUT
*Titen-HD 1 j4"0 x
Per Plan
A
3-1j2" @ 16"oc
*Titen-HD 1 j4"0 x
Per Plan
B
3-1j2" @ 12"oc
*Titen-HD 1 j4"0 x
Per Plan
C
3-1j2" @ 6"oc
*Titen-HD 1 j4"0 x
Per Plan
D
3-1j2" @ 4"oc
WALL SHEATHING
CALL
OUT
SHEATHING
THICKNESS
EDGE
NAILS
G
15/32"
10d @ 5"Gc
4
15132"
10d @ 4"oc
3
15/32" 6
10d @ 3"oc
2
15/32" 6
10d @ 2"Gc
22
15/32" both
sides 6,
10d @ 2"Gc
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION SW74
Jun 06 2023 S SOUND STRUCTURAL SOLUTIaNS
CITY OF EDMONDS E K G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
Calculations:
Revised Lateral Calculations
EPX epoxy anchorage
Wine Cellar Calculations
Titen HD Calc
FTO Calculation
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
RE
Jur
CITY
DEVELC
DI
II��Q
Story (x)
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
OF ED ONDS
1
Trans
---
%
V w
V E
w
h
dr
dra
df
dfa
Twx+1
Twx
TeX+1
Tex
PARTMENT WIND SEISMIC
VTx 1011 3309
Wood Shrinkage
v 64 210
v, amp'd 64 210
Cntrl'g 210
Max Tx 415 2317
A (in) 0.048 0.128
1.00
66%
64
210
10.33
12.5
415
2317
1.00
34%
52
171
6.67
12
386
1856
L VF vs
17.00 210 210
Wall Line
Story (x)
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
3
1
Trans
---
%
vw
VE
w
h
dr
dra
df
dfa
Twx+1
Twx
Tex+1
Tex
WIND E-QUAKE
VTx 2625 8590
Wood Shrinkage
v 86 282
v, amp'd 86 282
Cntrl'g 282
Max Tx 0 2502
A (in) 0.034 0.088
1.00
100%
86
282
30.50
12
-65
2502
L VF VS
30.50 282 282
Wall Line
Story (x)
1
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
5
1
1 Trans
---
%
V W
V E
w
h
dr
dra
df
dfa
Twx+1
Twx
Tex+1
Tex
WIND E-QUAKE
VTx 1178 3854
Wood Shrinkage
v 62 203
v, amp'd 62 203
Cntrl'g 203
Max Tx 384 2148
A (in) 0.042 0.116
0.92
14%
33
109
4.92
13
240
1259
0.90
12%
1 33
108
4.42
12.5
1 246
1 1215
0.99
21 %
43
141
5.75
12
312
1532
1.00
53%
62
203
10.00
12
384
2148
L VF vs
25.08 203 203
210929_SSSIate ral_210615_AP I_s2105014_W EST
FIR
RE
Jur
CITY
DEVELC
DI
K
(x)
Direction
WSP
Dist
Wind
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic UpliftShear
Long
---
%
vw
V E
w
h
dr
dra
df
dfa
Twx+l
TwX
TeX+,
TeX
PARTMENT WIND E-QUAKE
VTx 3494 8945
Wood Shrinkage
v 214 548
v, amp'd 214 548
Cntrl'g 548
Max Tx 2435 6659
A (in) 0.157 0.276
0.99
35%
1 204
522
6.04
12.5
2320
6338
1.00
40%
214
548
6.46
12.5
2435
6659
0.94
25%
176
451
5.00
12.5
2013
5483
L VF vs
17.50 548 548
Wall Line
Story (x)
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
E
1
Long
---
%
vw
VE
w
h
dr
dra
df
dfa
Twx+j
Twx
Tex+,
Tex
WIND E-QUAKE
VTx 4539 11500
Wood Shrinkage
v 324 821
v, amp'd 324 821
Cntrl'g 821
Max Tx 3245 9060
A (in) 0.124 0.216
1.00
100%
324
821
14.00
11.5
3245
9060
L VF VS
14.00 821 821
210929_SSSIate ral_210615_AP I_s2105014_W EST
FIR
REVISION
Jun OVWir Wall Summary
CITY OF EDMONDS
DEVELOP
DE
M
P THE
A
J ro Width SW vF Stressed vs Stressed
1 1 17.00 B 2 210 47% 210 27%
3 1 30.50 A 2 220 66% 282 37%
5 1 25.08 B 2 203 45% 203 26%
B 1 17.50 D 22 548 46% 548 36%
E 1 14.00 C 22 821 91% 821 53%
Gray Scaled Areas draw attention to the fact that 80%
demand (corresponding to a 125 /o
Holdown Summary
J
Gray Scaled Areas draw attention to the fact that 80%
demand (corresponding to a 125 /o
Holdown Summary
J
T
Z5
(n
Uplift W
Uplift E
Holdown
1 1
415
2317
HTT5KT
3 1
0
2502
HDU14 (b)
5 1
384
2148
HTT5KT
B 1
2435
6659
HDU14 (b)
E 1
3245
9060
HDU14 (b)
210929_SSS latera I_210615_AP I_s2105014_W EST
SW
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVEL
D
Pi606
OVn/
Wind
Wind
Wind
Seismic
Seismic
Seismic
Strap
Capacity
Capacity
Capacity
Capacity
Capacity
Capacity
Capacity
Midwall
Corner
Endwall
Midwall
Corner
Endwall
5445 @
DNA
DNA
DNA
DNA
DNA
DNA
43%
14445 @
DNA
DNA
DNA
DNA
DNA
DNA
17%
5445 @
DNA
DNA
DNA
DNA
DNA
DNA
39%
14445 @
DNA
DNA
DNA
DNA
DNA
DNA
46%
14445 @
DNA
DNA
DNA
DNA
DNA
DNA
63%
210929_SSS latera I_210615_AP I_s2105014_W EST
SW
REVISION 10 10 SOUND STRUCTURAL SOLUTIONS
Jun 06 2023 E N G I N E E R S
CITY OF EDMONDS
DEVELOPMEN I SERVICES
DEPARTMENT
f'e := 2500 lb f ya := 36000 lb
in in
Wall Geometry Anchor Values:
twall := 6 in hef :=12 in
cal:= 3 2n
cat := 3 in da := 0.625 in .... .
ca_,,,,Zn := min (cal , ca2) = 3 in
2 l.s
Nbl := ke • Aa • f'e • 2n lb '..h of . lb = 35334 lb
....in ............................................................................
s
r....212�......hef . 3 .. .
Nb_min := 16 • as • f c • • lb = 50318 lb *shall not exceed if hef 11" 25"
lb in
Nb := min (Nb_m2n , Nbl) = 35334 lb
4'cpN :=1.0
....................... .................................................
Ca
l *Ed e effect mod factor, (
edN:=0.7+0.3• .........=0,75 .............................. g ,17.4.2.5b).
1.5•hef
den,:=1.4 *assumes no cracking
AN, := twall • hef • 1.5.2 = 216 in *These change based on geometry
.........................................................................
.................................................
ANea := 9 • he 2 =1.296 in
ANc /' /'
Ncb :- • 4'cpN • 4'edN • b N' Nb = 6183 lb
ANea
ONeb := 0.75.Oeb • Neb = 3478 lb
ASD_comparablel := 4Neb • 0.7 = 2435 lb *Seismic ASD
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Pagel of 5
02/14/23
REVISION W74 0 10 1 SOUND STRUCTURAL SOLUTIONS
Jun 06 2023 E N G I N E E R S
CITY OF EDMONDS
DEVELOPMEN I SERVICES
DEPARTMENT
.........................................................................
Concrete Breakout Strength - Wind:
k,:=17 ........ ......................................................................................
Aa :=1
Ocb := 0.75
2 1.5
Nbl:=ka•Aa• fic, 2n..., hef,lb=35334..1.b...............................................................
lb (.in.
5.......................................................................................
2 3
Nb_min :=16 • Aa •Cfin hef • lb = 50318 lb *shalI not exceed if hef 11' - 25b in
Nb := min (Nb_,.in , Nbl) .35334 lb
4'cpN :=1.0
,dN:=0.7+0.3• cal =0.75 *Edge effect mod factor, (17.4.2.5b)
1.5•hef
�b,N:=1.4 *assumes no cracking at service
AN, := twall • hef • 1.5.2 = 216 in.. ............................ *These change based on geometry
ANco := 9 • he f2 =1296 in
AN, /• /
Ncb := • b,pN • ,dN • 4''cN • Nb = 6183 lb
Nco
................................................
0Neb := 0eb • Neb = 4638 lb
................................................................................................................
ASD_comparable2 := 4Neb • 0.6 = 2783 lb *Wind ASD
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 2 of 5
02/14/23
REVISION 10 10 1 SOUND STRUCTURAL SOLUTIONS
Jun 06 2023 E N G I N E E R S
CITY OF EDMONDS
DEVELOPMEN I SERVICES
DEPARTMENT
.........................................................................
Bond Strength - Seismic:
A.:=1 .............................................................................................................
833 lb
an 2
lb
..........................................................................
Tuncr'= 1458
. 2
in ......
.................................................................................................................
Nba'= k' Tuncr' 7r' Cla • he f = 34353 lb
Oba 0.75
ONcb := Oba' Nba = 25765 lb
AN. := (Ca1 + Ca2) • (CNa + CNa) = 86 in
T/edNa:=0.7+0.3..a... -man =0.83
cNa. ..............................................................................
...............................................................................................................
cac := 2 • he f = 24 in
TfepNa:=1.0 *assumes.un.cracked..with supplemental. reinfo.rc.eme.nt.....................
N= . Na =
a:075 • �ba' edNa' cpNa' N ba6647 lb
ANaa •
ASD_comparab1e3 := 4Na • 0.7 = 4653 lb *Seismic ASD
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 3 of 5
02/14/23
REVISION 10 10 1 SOUND STRUCTURAL SOLUTIONS
Jun 06 2023 E N G I N E E R S
CITY OF EDMONDS
DEVELOPMEN I SERVICES
DEPARTMENT
.........................................................................
Bond Strength - Wind:
A.:=1 .............................................................................................................
833 lb
an 2
lb
..........................................................................
Tuncr'= 1458
. 2
in ......
.................................................................................................................
Nba'= k' Tuncr' 7r' Cla • he f = 34353 lb
Oba 0.75
ONcb := Oba' Nba = 25765 lb
AN. := (Ca1 + Ca2) • (CNa + CNa) = 86 in
T/edNa:=0.7+0.3..a... -man =0..83
cNa. ..............................................................................
...............................................................................................................
cac := 2 • he f = 24 in
TfepNa:=1.0 *assumes.un.cracked..with supplemental. reinfo.rc.eme.nt.....................
ANa.................................................................................................................
oNa Oba • • TfedNa • TfcpNa' Nba = 8863 lb
ANao
ASD_comparable4:= 4Na • 0.6 = 5318 lb *Wind ASD
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 4 of 5
02/14/23
REVISION 10 10 1 SOUND STRUCTURAL SOLUTIONS
Jun 06 2023 E N G I N E E R 5
CITY OF EDMONDS
DEVELOPMEN
DEPARTMENT
.........................................................................
Steel T.R. Strength:
................................................................................................................
0 := 0.75
ONsa:=0 4 •dal •fya=8283 lb
ASD_comparable5 : — q5Nsa • 0.7= 5798 lb *Seismic ASD
ASD_comparable6 := ONsa • 0.6 = 4970 lb *Wind ASD
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 5 of 5
02/14/23
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wine Cellar Structure:
0qLk6
Undo Redo Copy
- -
(Paste
^ v • Format Painter
Find
Delete Clipboard Clipboard
Export Import ❑Invert Selection
Result Case 1 Z• D+L
it I
Load Case Edit Load
Manager Case
Edit
Load Cases
P roj ect Ma na g er ............................................................................. 4
Results Results Flter Cut
Results
Results Node Result
Selected
Node PJM
Displacements
DX Orn
DY Orn
DZ Orn
RX Odeg
RY -A 707IS deg
RZ Odeg
Reactions
FX OK
FY OK
FZ 1.1236 K
MIX -35041K-ft
MY OK-ft
MZ OK-ft
Report V
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELDO��f�EQ1l�gtress Calculator
Moment
Dead, D
2209
Live, L
1295
Snow, S
0
Wind, W
0
Seismic, E
0
Moment Combo: D + L
Shear Combo: D + L
SHEAR
Dead, D
753
Live, L
371
Snow, S
0
Wind, W
0
Seismic, E
0
Shear & Bending Moment on Rectangular Shaft - Fillet Welded
lb
lb
lb
lb
lb
Demand
3504 lb -It
1124 lb
Member Demand
Width = 3 in Moment = 42048 lb -in
Mb Depth = 6 in Shear = 1124 lb
FiMtw*W (h) Max Thickness = 0.5 in Weld Throat (6) = 10371 psi
4.24M,5 Fillet Weld Size = 3 /16-ths Weld Throat (r) = 471 psi
6tb2+31(b*R Weld Throat (max) = 10381 psi
Min Weld Size OK Weld to Base (max) = i 7341 psi
Max Weld Size ---
Weld Strength
Allowable Stress
Unity
FExx = 70 ksi
n = 2.00 21000 psi
49% OK
Base Material Strength (Min)
F Y=
50
ksi
n = 1.50 20000 psi
37% OK
Fu =
I 65
ksi
n = 2.00 1 19500 psi
38% OK
REVISION
Jun 06 2023
DEVELC]FIM2W VnAzainn UnhiaC ANCT/AF;%PA Nr)C - Titpn_
D
0.25
in
Diameter of Fastener
FYb
100000
psi
Dowel Bending yield Strength
O
0Max
Angle of load to grain
Ko
Typem
Concrete
Main Member material type
Types
Wood
Side Member material type
Gm
2.4
Specific Gravity of Main Member
Gs
0.43
Specific Gravity of Side Member
Im
2
in
Main Member dowel bearing length
Is
1.5
in
Side Member dowel bearing length Angle of Load to grain
Fem
psi
Main Member dowel bearing strenc Mo 0 °
Fes
psi
Side Member dowel bearing streng So 0 °
ki 0.66
k2 1.39 Single Shear Double Shear
k3 1.04 Z= 373lbs Z= Ibs
Re 1.56
11.3 Lateral Design Values ANSI/AF&PA NDS-2005 [71]
D
0.25
in
Diameter of Fastener
FYb
100000
psi
Dowel Bending yield Strength
O
0
0
Max Angle of load to grain
Ke
1.00
Type,
Concrete
Main Member material type
Types
Wood
Side Member material type
Gm
2.4
Specific Gravity of Main Member
Gs
0.43
Specific Gravity of Side Member
Im
2
in
Main Member dowel bearing length
Is
1.5
in
Side Member dowel bearing length
Dowel bearing strength using Hankenson Formula as Req'd
Fem
7500
psi
Main Member
Fes
4800
psi
Side Member
J
� e
— `®- -- —
Figure !2 - Connection Loaded ar Angie to Groin
Angle of Load to grain
0°
0°
Controlling Values of Z Single Shear Double Shear
Z= 373lbs Z= Ibs
Yield Mode Single Shear Double Shear Rd
Im D. I m' F ern * D. I m, F em « 2.2
Rd - - ~ Rd 0. -
Z= 1704.5 (11.3-1) Z= 1704.5 (11.3-7)
IS D. I s' F es 1r j 2- D- I s' F es N No2.2
Z= » Z=
Rd Rd IN
Z= 818 (11.3-2) Z= 1636 (11.3-6)
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMErERVICES
DEPAR NT
k 1' D' 1 s' F es F •.
Z= y
Rd
Z= 538 (11.3-3)
IIIm k2-D-1 m'Fem
Z (1+2-Re)Rd
40 1 T.
Z= 573 (11.3-4)
2.2
2.2
IIIs k 3. D.1 s' F em 2k 3. D.1 s' F em «
z= z=
(2 + R e)R d .► (2 + R e)R d «�
Z= 373 (11.3-5) Z= 746 (11.3-9)
IV D2 2'Fem'FYb 40 2D2 2.. Fem Fyb
_ 'I
Z Rd 3-(1+Re) L .—_iZ Rd 3•(1+Re) M[ ~
Z= 397 (11.3-6) Z= 794 (11.3-1o)
Calculated variables ki 0.6576 k2 1.3870 k3 1.04 Re 1.5625
Reviewed and Tested by DSF & RVS on 10/16/08
28.418 3.6458333 2.563 Re 1.563
5.125 51562.5 90000.000 Rt 1.333
3.28
44531.251
50625.000
Z
FTO - FORCE TRANSFER AROUND OPENING
Location
Wall Line:
E
Story:
2
SW
Framing
Sheathing
Edge Nails
Edge Nailing
Shear Wall Allowable
# plf
22 1280
DF
7/16 in
2 1 in
ExraDFWA03M
NLL WIDTH OF MWIM
SHEWRALLTYP
�iMeklj�,C, MITI,
X
91N 70 TOP PIAIESES,
MOPRATS
a ceEnmr;,m-
h uTIM
rAMSOSR�
EOP
FORCE TRANSFER AROUND OPENINGS
ELEVATION VIEW_-
FTO
N T.S.
FTOA
W1
Wo
W2
Wo
W3
Wo
W4
Wo
WS
Length (ft)
6
2.00
6
Shear (plf)
359
---
359
---
---
---
---
---
---
Shear (plf)
878
---
878
---
---
---
---
---
---
Diekmann Technique Results
Segment
Shear
Top Panels
VvW
387
VvE
945
BTM
Panels
VvW
387
VvE
945
Side Panels
VhW
359
VhE
878
Strap
# 10d
Allowable
CS16
11
1705
Strap Forces
Wind
FW
387
Seismic
FE
945
Of
Of
Of
Of
Of
Of
Co: 160
lb
lb
lb
O
N
o> SIDS
1.0
o
o lditional Dead Load
0
lb
,o aoQ
o
W�W
OC
W
Shear Wall Sheathing
Asp. Ratio
2bs/h
Allowable
Stressed
Check
0.8
1.00
1792
21.6%
OK
0.8
1.00
1280
73.8%
OK
0.3
1.00
1792
21.6%
OK
0.3
1.00
1280
73.8%
OK
0.4
1.00
1792
20.0%
OK
0.4
1.00
1280
68.6%
OK
Max nails per member: 11
Stressed
Check
22.7%
OK
Stra s
55.4%
OK
Straps
Additional
Uplift ABV
TWx+i
0
TEx+1
0
lb
lb
W 14 ft
VW 4308 lb
VE 10533 lb
Ht 2.5 ft
Ho 2.50 ft
Hb 7.25 ft
H 1 12.25 Ift
Uplift
TWx
3770
TEx
9216
lb
lb
REVISION
Jun 06 2023 SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E K G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
2/24/2023
To: Ron Colwill
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N — Edmonds, WA
Upper Slab rebar Inspection & Attic Designs
SSS# s2105014
jso 6
W((P
I. Mitchell Pearce, the engineer of record, performed an inspection of the rebar of the
upper slab on metal deck on 2/21/2023 at 332 Sunset Ave N.
All slab on metal deck rebar of the lower slab conformed to what was specified on plan
(reference sheet S3.2).
In addition to this inspection, attached is a partial plan of the attic above the master
spa and the attic above the pantry.
If you have any questions or require additional information, please call.
Attached:
Parital Plan — Master Spa Attic
Partial Plan — Pantry Attic
Calculations
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
sW IS2.6
A3
4 4 POST w/
A (a TOP
DPW14500 0.14011x 5"
DEFLECTOR SCREWS
4"oo MAX, PROVIDE
117-1"GAP, T PAT
ALL REAM -WALL
LOCATIONS
sDPwt45M - Svung-Dri ' SDM Deflector Screw
0.1 40" ■ 5' — Orange
HIJC HANGER,
WELDED TO HSS
LO
m
-- aXi2
BA412 � II
HANGER Itf j
i
ATTIC -
DEAD: 15 psf
LIVE: 20 psf
I
I
I2x1 0
JOISTS
I a 10" oo I
I I
I I�
`r. -�
2x10 LEDGER
T__ t
SW xM5TC65
PARTIAL PLAN - MASTER SPA ATTIC
24113 56ch Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
I
i HDR I WALL r4
I ATTI
I DEA : 15 p;
j LIVEJ 20 psf
SOUND STRUCTURAL SOLUTIONS
I N G I N I I R 5
W831 1N1005 {2.13)
( -113)
x10 LEDGER wl
(2) SDWS 0.22„ „
SCREWS 16"oc MA
— ------------
SW
A6
PARTIAL PLAN - PANTRY ATTIC
24113 56ch Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
REVISION
Project Title:
Jun 06 2023
Engineer:
Project ID:
CITY OF EDMONDS
Project Descr:
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam Project File: 230224_enercalc trib_210208_s2105014.ec6
DESCRIPTION: 2-35
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 +
900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend- xx 1600ksi
Fc - Prll
1350 psi
Eminbend - xx 580ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
180 psi
Ft
575 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
oS)
.06) U0.08
«Pa
Span = 14.750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, L =
0.020 ksf, Tributary Width
= 4.0 ft, (ATTIC)
Uniform Load : D = 0.0070 ksf,
Tributary Width = 4.0 ft, (WALL)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.750 1
Maximum Shear Stress Ratio =
0.262 : 1
Section used for this span
4x12
Section used for this span
4x12
fb: Actual
= 742.61 psi
fv: Actual =
47.20 psi
F'b
= 990.00psi
F'v =
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
= 7.375ft
Location of maximum on span =
0.000ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.129 in Ratio =
1372 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.271 in Ratio =
653 > 240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
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 = 14.750 ft
1
0.437
0.153
0.90
1.00
1.00
1.00
1.100
1.00
1.00
1.00
2.39
389.0
891.0
0.65
24.7
162.0
+D+L
1.00
1.00
1.00
1.100
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 14.750 ft
1
0.750
0.262
1.00
1.00
1.00
1.00
1.100
1.00
1.00
1.00
4.57
742.6
990.0
1.24
47.2
180.0
+D+0.750L
1.00
1.00
1.00
1.100
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 14.750 ft
1
0.529
0.185
1.25
1.00
1.00
1.00
1.100
1.00
1.00
1.00
4.02
654.2
1,237.5
1.09
41.6
225.0
+0.60D
1.00
1.00
1.00
1.100
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 14.750 ft
1
0.147
0.052
1.60
1.00
1.00
1.00
1.100
1.00
1.00
1.00
1.44
233.4
1,584.0
0.39
14.8
288.0
+1.140D
1.00
1.00
1.00
1.100
1.00
1.00
1.00
0.0
0.00
0.0
0.0
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 230224_enercalc trib_210208_s2105014.ec6
DESCRIPTION: 2-35
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
Cr
M
fb
F'b
V
fv
F'v
Length = 14.750 ft 1
0.280
0.098
1.60
1.00
1.00
1.00
1.100
1.00
1.00
1.00
2.73
443.4
1,584.0
0.74
28.2
288.0
+1.105D+0.750L
1.00
1.00
1.00
1.100
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 14.750 ft 1
0.439
0.153
1.60
1.00
1.00
1.00
1.100
1.00
1.00
1.00
4.28
695.1
1,584.0
1.16
44.2
288.0
+0.460D
1.00
1.00
1.00
1.100
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 14.750 ft 1
0.113
0.039
1.60
1.00
1.00
1.00
1.100
1.00
1.00
1.00
1.10
178.9
1,584.0
0.30
11.4
288.0
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L 1
0.2708
7.429 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
1.239
1.239
Max Upward from Load Combinations
1.239
1.239
Max Upward from Load Cases
0.649
0.649
D Only
0.649
0.649
+D+L
1.239
1.239
+D+0.750L
1.092
1.092
+0.60D
0.389
0.389
L Only
0.590
0.590
REVISION
Jun 06 2023 SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
6/2/2023
To: Ron Colwill
From: Mitchell Pearce, PE
Re: 332 Sunset Ave N — Edmonds, WA
Exterior Stair Design & Shearwall Retrofit
SSS# s2105014
This letter addresses a plan set revision [3], dated 6/2/2023, that includes the design of
the exterior steel stair that goes to the roof -top deck, as well as, three plan deviations
regarding shear walls. These deviations include, a 13" wall jog along wall line 3, a new
door location going into the mother-in-law kitchen, and a new door location going into a
bathroom along wall line I. The latter two deviations do not require retrofits, see
attached revised lateral calculations. The 13" wall jog required a retrofitted solution
involving rebuilding the jogged wall portion, see detail SST/S2.9.
Additionally, the elevated concrete slab plan on sheet S3.2 has been revised to show
the saw cuts that were made.
If you have any questions or require additional information, please call.
Attached:
Key Plans
Calculations
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Z
SD4 STAIR DETAIL
N.T.S.
SDB STAIR DETAIL
UN.T.S.
SD2 STAIR DETAIL
N.T.S.
u+
�es�mdY
STAIR CATWALK PLAN
N.T.S.
N^sia�vosto caaxa
ms / ms
mm
12
/ s
FK13D KNEE BRACE
A
y f�17T
OEM
STAIR TO WALL CONNECTION
N.T.S.
SCP STAIR TOP CONNECTION PLAN
N.T.S.
nSwa�Y
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S3.1
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Exterior Steel Stair Finite Element Model:
I—V
Service Case L +Zoom In
ZOom Out
74i I 'I
Load Case Edit Load Zoorn Rotate Rotate
Manager Case All 'kZoom Area Horizontal Vertical
Ladd Cases
l � hAodel Yew FIN Result View Design View U Report View 1 �5 Member C.raph
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ft e.% Result Case . +L — I q
Zaam In7 7
Zaam Cat
CD
Load Cage E d Ft Lead Zoom Rotate Rotate
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I
kz�
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Unity Map
AA Akk Desk n Cases!
Design Case: $
Load Case ':'-lit Lead
Manager Ca=e
Lead CaSES
' Zoom In
MI 7Zoom
Zoom Out Rotate Rotate
All . jZoom Area Horizontal Vertical
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c,I
0
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Unity Map
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0 Unityvalues
0 Unity Values 1
REVISION
Jun 06 2023
SOUND STRUCTURAL SOLUTIONS
CITY OF EDMONDS E N G I N E E R 5
DEVELOPMENT SERVICES
DEPARTMENT
DEAD/LIVE
Fx=0/0=0
Fy = 837/1824 =
Fz = 445/995 =
24113 56ch Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
RE
Jur
CITY
DEVELC
DI
K
(x)
Direction
WSP
Dist
Wind
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic UpliftShear
Trans
---
%
V w
V E
w
h
dr
dra
df
dfa
Twx+1
Twx
TeX+1
Tex
PARTMENT WIND SEISMIC
VTx 106 742
Wood Shrinkage
v 14 99
v, amp'd 14 101
Cntrl'g 101
Max Tx 23 723
A (in) 0.009 0.091
0.98
50%
14
99
3.75
8
23
723
0.98
50%
14
99
3.75
8
23
723
L VF vs
7.50 99 101
Wall Line
Story (x)
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
7
1
Trans
---
%
vw
VE
w
h
dr
dra
df
dfa
Twx+1
Twx
Tex+1
Tex
WIND E-QUAKE
VTx 867 6054
Wood Shrinkage
v 73 512
v, amp'd 73 512
Cntrl'g 512
Max Tx 302 3877
A (in) 0.020 0.093
1.00
100%
73
512
11.83
8
302
3877
L VF VS
11.83 512 512
Ll
I
Wall Line
Story (x)
1
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
$
1
1 Trans
---
%
V W
V E
w
h
dr
dra
df
dfa
Twx+1
Twx
Tex+1
Tex
WIND E-QUAKE
VTx 141 984
Wood Shrinkage
v 19 134
v, amp'd 21 146
Cntrl'g 146
Max Tx 82 1018
A (in) 0.015 0.094
0.85
30%
17
116
2.50
8
73
884
0.92
41%
19
134
3.00
8
82
1018
0.85
30%
17
116
2.50
8
73
884
L VF vs
8.00 134 146
230531 _SSSlateral_210615_AP I_s2105014_EAST
FIR
RE
Jur
CITY
DEVELC
DI
K
(x)
Direction
WSP
Dist
Wind
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic UpliftShear
Long
---
%
vw
VE
w
h
dr
dra
df
dfa
Twx+1
Twx
TeX+,
TeX
PARTMENT WIND E-QUAKE
VTx 1072 2871
Wood Shrinkage
v 82 219
v, amp'd 82 219
Cntrl'g 219
Max Tx 342 1517
A (in) 0.029 0.060
1.00
100%
82
219
13.08
8
342
1517
L VF vs
13.08 219 219
Wall Line
Story (x)
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
H
1
Long
---
%
vw
VE
w
h
dr
dra
df
dfa
Twx+j
Twx
Tex+,
Tex
WIND E-QUAKE
VTx 713 1909
Wood Shrinkage
v 56 149
v, amp'd 56 149
Cntrl'g 149
Max Tx 137 956
A (in) 0.018 0.040
1.00
100%
56
149
12.83
8
137
956
L VF VS
12.83 149 149
Wall Line
Story (x)
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
1
1 Long
---
%
vW
VE
w
h
dr
dra
df
dfa
Twx+1
Twx
Tex+,
Tex
WIND E-QUAKE
VTx 682 1825
Wood Shrinkage
v 55 148
v, amp'd 55 148
Cntrl'g 148
Max Tx 149 964
A (in) 0.019 0.042
1.00
100%
55
148
12.29
8
149
964
L VF vs
12.29 148 148
Wall Line
Story (x)
Direction
WSP
Dist
Wind
Shear
Seismic
Shear
SW Dimensions
Tributary Dead
Loads
Wind Uplift
Seismic Uplift
J
1
1 Long
---
%
vw
VE
w
h
dr
dra
df
dfa
Twx+j
Twx
Tex+,
Tex
WIND E-QUAKE
VTx 1239 3318
Wood Shrinkage
v 82 219
v, amp'd 82 219
Cntrl'g 219
Max Tx 331 1507
A (in) 0.038 0.086
1.00
89%
82
219
13.50
8
331
1507
1.00
11%
1 34
90
4.00
8
1 173
1 647
L VF VS
17.50 219 219
230531 _SSSlateral_210615_AP I_s2105014_EAST
FIR
REVISION
Jun OVWir Wall Summary
CITY OF EDMONDS
DEVELOP
DE
M
P THE
A
J ro Width SW vF Stressed vs Stressed
6 1 7.50 A 2 99 30% 101 13%
7 1 11.83 A 2 282 85% 512 66%
8 1 8.00 A 2 134 40% 146 19%
G 1 13.08 A 2 219 66% 219 29%
H 1 12.83 A 2 195 59% 149 19%
1 1 12.29 A 2 148 45% 148 19%
J 1 17.50 A 2 219 66% 219 28%
Gray Scaled Areas draw attention to the fact that 80%
demand (corresponding to a 125 /o
Holdown Summary
J
Gray Scaled Areas draw attention to the fact that 80%
demand (corresponding to a 125 /o
Holdown Summary
J
T
Z5
(n
Uplift W
Uplift E
Holdown
6 1
23
723
OCS16
7 1
39
3877
#ATU D14
8 1
82
1018
G 1
342
1517
HTT5KT
H 1
274
956
HTT5KT
1 1
149
964
J 1
331
1507
MSTC40 (b)
230531 _SSSlateral_210615_AP I_s2105014_EAST
SW
REVISION
Jun 06 2023
CITY OF EDMONDS
DEVEL
D
Pi606
OVn/
Wind
Wind
Wind
Seismic
Seismic
Seismic
Strap
Capacity
Capacity
Capacity
Capacity
Capacity
Capacity
Capacity
Midwall
Corner
Endwall
Midwall
Corner
Endwall
1705 @
DNA
DNA
DNA
DNA
DNA
DNA
42%
52315 @
DNA
DNA
DNA
DNA
DNA
DNA
7%
5445 @
DNA
DNA
DNA
DNA
DNA
DNA
28%
5445 @
DNA
DNA
DNA
DNA
DNA
DNA
18%
3080 @
DNA
i
DNA
DNA
DNA
DNA
DNA
49%
i
230531 _SSSlateral_210615_AP I_s2105014_EAST
SW