REV1 REVIEWED BLD2022-1670+Structural_Analysis_or_Calculations+8.8.2023_4.54.29_PM+3714547N
REVIEWED
BY
CITY OF EDMONDS
REVISION
Aug 09 2023
Stephen Tapp
Architect/P.E.
RESUB
2330 East Madison Street
Aug 09 2023
°
Seattle, Washington 98112
(206) 320-0534
(206) 459-5151
BLD2022-0989
Structural Calculations
(additional beam calculations and
lateral analysis of main floor)
DATE: 8/8/23
for
Morts Residential Remodel/
New Deck
1034 B Street South
Edmonds, Washington 98020
fk
Date: August 2023
Project: T22J6
Building Code Reference: 2018 IRC
8/8/2023 4:12 PM - 1 -
P
STEPHEN TAPP
ARCHITECT/P.E.
2330 East Madison Street
SEATTLE, WA 98112
(206) 320-0534
JOB
SHEET NO. _
CALCULATED
CHECKED BY.
SCALE _
STT
Of —
DATE
_
DATE
P3 P2
-- --- -'
_ -- ---
P1
P4 _♦
llI
I P5
I �I
wind load elevation West -East
LOAD
TRIB
SYMBOL
PRSM
HEIGHT
AREA
Vey
P,
14 psf
4.5 ft
51 ft
3213#
P2
32 psf
4.4 ft
51 ft
7109#
P3
-19 psf
4A It
51 ft
-4236#
P4
12 psf
5.5 ft
51 ft
3366#
P5
12 psf
5.5 It
42 ft
2772#
TOTAL =
12224#
D PRODUCT 207
n
Page of
Shear Wall Analysis
Job :
Morts Remodel
Architect:
Stephen Tapp
Job #:
T23D1
Date:
Au -23
Level: Main Roof Diaphragm
Direction: North - South
Vseismic @ Level=
Vseismic total=
Vseismic with redundancy=
Total Load to be resolved # =
10260
Grid B
C
D
E
Span(FT.) 8.67
25.83
13
Wind load(#/LF) 216
216
216
216
Seismic load(#/LF) 0
0
0
0 0 0 0 0
Load#1 (LB)
Load#2(LB)
Load#3(LB)
P(wind+L1,L2,L3)= 936.36
3726
4193.64
1404 0 0 0 0
P(seismic+L1,L2,L3)= 0
0
0
0 0 0 0 0
Wall Length(FT.) Steel
6
15
23
Unit Shear(#/LF) Frame
621
279.576
61.04348 #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Wall Type
P1-2"
P1-6"
P1-6"
Area Ab(sq.ft.)
shear ratio r= #VALUE!
#DIV/0!
#DIV/0!
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Redundancy factor #VALUE!
#DIV/0!
#DIV/0!
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Section Length(FT)
4
9.75
6.5
Panel Height(FT)
11
9
9
(M)from upper level
0
0
0
OTM(#')
#VALUE!
27324
24532.79
3571.043
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
Panel Length(LF)
4
9
17.83
Panel Wt.(#/LF)
200
150
100
Wt. on Panel(#/LF)
150
150
135
Reduction(%)
40
40
40
40
40
40
40
40
RM(#')
-1680
-7290
-22412.6
0
0
0
0
Resultant(#')
#VALUE!
25644
17591.79
-18841.5
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
Uplift @ Panel
#VALUE!
6411
1954.644
-1056.73
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
Edae(#`
-Simpson'
crost14
crostc16
n/a
Restraint
strap
strap
1. See building elevations for wind load distribution.
8/7/2023, 12:38 PM
Page of
Shear Wall Analysis
Job :
Morts Remodel
Architect:
Stephen Tapp
Job #:
T23D1
Date:
Au -23
Level: Main Roof Diaphragm
Direction: West - East
Vseismic @ Level=
Vseismic total=
Vseismic with redundancy=
Total Load to be resolved # = 9435
Grid
Span(FT.)
Wind load(#/LF)
Seismic load(#/LF)
Load#l(LB)
Load#2(LB)
Load#3(LB)
P(wind+L1,L2,L3)=
P(seismic+L 1, L2, L3)=
Wall Length(FT.)
Unit Shear(#/LF)
Wall Type
1 3
51
185 185
0 0
0 0 0 0 0
0
4717.5 4717.5 0 0 0 0 0 0
0 0 0 0 0 0 0 0
21 19.8
224.6429 238.2576 #DIV/O! #DIV/O! #DIV/O! #DIV/01 #DIV/O! #DIV/O!
P1-6" P1-6"
Area Ab(sq.ft.)
shear ratio r= #DIV/O! #DIV/O! #DiV/01 #DIV/O! #DIV/01 #DIV/O! #DIV/O! #DIV/O!
Redundancy factor #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O!
Section Length(FT)
21
12.4
Panel Height(FT)
9
9
(M)from upper level
0
0
OTM(#')
42457.5
26589.55
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
Panel Length(LF)
21
12.4
Panel Wt.(#/LF)
135
135
Wt. on Panel(#/LF)
135
135
Reduction(%)
40
40
40
40
40
40
40
40
RM(#')
-12454.6
0
0
0
0
0
0
Resultant(#')
42457.5
14134.99
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
Uplift @ Panel
2021.786
1139.918
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
Edge(#)
Simpson'
crostc16
crostc16
Restraint
strap
strap
Notes:
1. See building elevations for wind load distribution
8/7/2023, 1:07 PM
STEPHEN TAPP
ARCHITECT/P.E.
2330 East Madison Street
SEATTLE, WA 98112
(206) 320-0534
Morts Remodel
SHEET NO. OF
CALCULATED BY S l
CHECKED BY
SCALE
DATE
DATE
6.26.23
Morts Remodel
1034 B Avenue
Edmonds, Washington
Wood Beam
tapp
DESCRIPTION: HDR-100A
CODE REFERENCES
Project Title: Morts Remodel/Deck
Engineer: STT
Project ID:
Project Descr: remodel kitchen, living and hall areas, build new
deck to the west
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design
Fb + 2,900.0 psi E : Modulus of Elasticity
Load Combination: ASCE 7-05
Fb - 2,900.0 psi Ebend- xx
2,200.Oksi
Fc - PHI 2,900.0 psi Eminbend - xx
1,118.19ksi
Wood Species iLevel Truss Joist
Wood Grade Parallam PSL 2.2E
Fc - Perp 750.0 psi
Fv 290.0 psi
Ft 2,025.0psi Density
45.070pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.2) 8(0.4)
I 1)(0.41) S(0.68)
I
7x18
i
Span =
20.0 ft
LL
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.410, S = 0.680, Tributary Width = 1.0 ft
Uniform Load : D = 0.20, S = 0.40 , Tributary Width = 1.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio = 0.841: 1 Maximum Shear Stress Ratio =
0.515 :1
Section used for this span 7x18
Section used for this span
7x18
fb: Actual = 2,682.54 psi
fv: Actual =
171.82 psi
Pb = 3,188.23psi
F'v =
333.50 psi
I Load Combination +D+S
Load Combination
+D+S
Location of maximum on span = 10.000ft
Location of maximum on span =
0.000 ft
1 Span # where maximum occurs = Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.523 in Ratio =
459 > 360
Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360
n/a
Max Downward Total Deflection
0.818 in Ratio =
293 >=180
Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
max stress
Kauos
moment
values
snear
values
Segment Length
Span #
M
V
CD
CM
Ct CLx CF
Cfu C i Cr
M
fb
Fb
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 20.0 ft
1
0.388
0.238
0.90
1.00
1.00
1.00 0.956
1.00 1.00 1.00
30.50
968.3
2,495.1
5.21
62.0
261.0
+D+S
1.00
1.00
1.00 0.956
1.00 1.00 1.00
0.0
0.00
0.0
0.0
Length = 20.0 ft
1
0.841
0.515
1.15
1.00
1.00
1.00 0.956
1.00 1.00 1.00
84.50
2,682.5
3,188.2
14.43
171.8
333.5
+D+0.750S
1.00
1.00
1.00 0.956
1.00 1.00 1.00
0.0
0.00
0.0
0.0
Length = 20.0 ft
1
0.707
0.433
1.15
1.00
1.00
1.00 0.956
1.00 1.00 1.00
71.00
2,254.0
3,188.2
12.13
144.4
333.5
+0.60D
1.00
1.00
1.00 0.956
1.00 1.00 1.00
0.0
0.00
0.0
0.0
Length = 20.0 ft
1
0.131
0.080
1.60
1.00
1.00
1.00 0.956
1.00 1.00 1.00
18.30
581.0
4,435.8
3.13
37.2
464.0
Morts Remodel
1034 B Avenue
Edmonds, Washington
Wood Beam
DESCRIPTION: HDR-100A
Overall Maximum Deflections
Project Title: Morts Remodel/Deck
Engineer: STT
Project ID:
Project Descr remodel kitchen, living and hall areas, build new
deck to the west
Load Combination Span
Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1
0.8176 10.073 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
16.900 16.900
Max Upward from Load Combinations
16.900 16.900
Max Upward from Load Cases
10.800 10.800
D Only
6.100 6.100
+D+S
16.900 16.900
+D+0.750S
14.200 14.200
+0.60D
3.660 3.660
S Only
10.800 10.800
Morts Remodel
1034 B Avenue
Edmonds, Washington
Wood Beam
DESCRIPTION: HDR-100B
CODE REFERENCES
Project Title: Morts Remodel/Deck
Engineer: STT
Project ID:
Project Descr: remodel kitchen, living and hall areas, build new
deck to the west
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination: ASCE 7-05
Fb -
2,900.0 psi
Ebend- xx 2,200.0ksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,118.19ksi
Wood Species iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade Parallam PSL 2.2E
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.070pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
MOM
lied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.10 , Tributary
Width = 1.0 ft
DESIGN SUMMARY
%Maximum Bending Stress Ratio =
0.2241
Section used for this span
7x9.25
ifb: Actual =
601.06psi
F'b =
2,686.51 psi
Load Combination
D Only
Location of maximum on span =
10.000ft
Span # where maximum occurs =
Span # 1
7x9.25
Span = 20.0 ft
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span
Span # where maximum occurs
Desinn C
= 0.082 :1
7x9.25
21.48 psi
261.00 psi
D Only
0.000 ft
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Upward Transient Deflection
0 in Ratio =
0 <360 rile
Max Downward Total Deflection
0.357 in Ratio = 673 -180 Span: 1 :
D Only
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces S Stresses for Load
Combinations
Load Combination max Stress Ratios
Moment
Values Shear
Values
Segment Length Span # M V CD
CM Ct CLx CF
Cfu C i C r
M
fb F'b V
fv F'v
D Only
0.0 0.00
0.0 0.0
Length = 20.0 ft 1 0.224 0.082 0.90
1.00 1.00 1.00 1.029
1.00 1.00 1.00
5.00
601.1 2,686.5 0.93
21.5 261.0
+0.60D
1.00 1.00 1.00 1.029
1.00 1,00 1.00
0.0 0.00
0.0 0.0
Length = 20.0 It 1 0.076 0.028 1.60
1.00 1.00 1.00 1.029
1.00 1.00 1.00
3.00
360.6 4,776.0 0.56
12.9 464.0
Overall Maximum Deflections
Load Combination Span Max.
"-" Deft Location in Span
Load Combination
Max. "+" Defl Location in Span
D Only 1
0.3565 10.073
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
1.000 1.000
n
Morts Remodel
1034 B Avenue
Edmonds, Washington
Wood Beam
DESCRIPTION: HDR-100B
Project Title:
Morts Remodel/Deck
Engineer:
STT
Project ID:
Project Descr:
remodel kitchen, living and hall areas, build new
deck to the west
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Max Upward from Load Combinations 0.600 0.600
Max Upward from Load Cases 1.000 1.000
D Only 1.000 1.000
+0.60D 0.600 0.600