APPROVED BLD-BLD2020-1359+Gravity Calculations+12.11.2020_8.56.23_AMRECEIVED
GRAVITY CALCULATIONS
rLOR55
RE5IDENGE
DE51GN LOA 5
[LOOK:
LIVE: 40 PSF
DEAD: 10 PSF
ROOF:
LIVE: 25 PSF
DEAD: 15 PSF
DECK:
LIVE: 60PSF
DEAD: 10 PSF
501L FEARING:
1500 PSF
8985 REGISTERED
ARCHITECT
J RC SEN
STATE IF WASHINGTDN
PREPARED 13Y:
J3 ARCHITECTS LX
Zo(P-41Z-OZID&
IZ-07-Zo
Dec 14 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
REVIEWED
BY
CITY OF EDMONDS
................................................
BUILDINGDEPARTMENT
A
Ail
EXISTING 51NGLE
FAMILY RE5IDENGE
EXISTING SHEARWALL TD
REMAIN: y/J NAILS @ 4"
O.G. EDGES M I?" O.G.
FIELD W/ 5/8" ANCHORS
O.G. 6 HDUS
A �e
HOLDOWN EA END.
EXI5T.
L
VERIFY 5/8"
4`eM�Z
EXISTING
TYPE X' 'GWB @
U
GARAGE UNDER NEW
4
f
CLOSET.CH
FOR
f
��
--1]
1
FLOOR WNe ABOVE
EXISTING 9HEAR— TO
ry+�
REMAIN: b,4 NAILS @ G"
EXI5T" GARAGE E%i5� OL ��_SS & IZ" OG
PIOA W/ 5/e" ANCHORS
O.G
VZ" GWB AT CLOSET
WAIL UP TO ROOF
I o
SHEATHING
I o
EXI5TING 9HEARWALL
EM TO RAIN: bJ NAILS
@ G" O.G. EDGES & 12"
O.G. FImD W/ 5/8"
ANCHORS O.C.
I
I
I
I WALK
I
I
I
I
I
E%15TING """WALL
j EXISTING OHD
TO REMAIN: gJ NA @
— - — - — - — - — - —
Ir— 6" O.G EDGES & 12" O.G
FIELD W/ 5/8" ANCHORS
@ 5 -0. O.G
EXISTING 5HEARWALL TO
A
EXI5TING 9HEARWALL TO
REMAIN: gJ NAILS @ 4"
REMAIN: 8J NAILS @ 4" OL.
O.G EDGES J. 12" O.G
EDGES L IZ" O.G. PIP1.D W/
MELD W/ 5/8" ANCHORS
5/8" ANCHORS @ 9'-G" O.C.
OG J. 5THD10
DRIVE
& STHDI0 HOLDOWN EA END.
HOLDOWN EA END.
EXISTING ASPHALT
T
5ImFOON M5T02$
NCW TOP M TO
REMOVE
TRU55 TAI
LOWER
4.10 OUTL
TO
CX
ADI
BeamChek v2020 licensed to: J3 ARCHITECTS LLC Reg # 5234-65730 O
FLORES FLOOR BM
Date: 12/05/20
Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 3.1 in R2= 3.1 in (1.5) DL Defl= 0.28 in Recom Camber= 0.43 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
14.0 ft
Reaction 1 LL
879 # Reaction 2 LL 879 #
Beam Wt per ft
13.08 #
Reaction 1 TL
1987 # Reaction 2 TL 1987 #
Bm Wt Included
183 #
Maximum V
1987 #
Max Moment
10400 '#
Max V (Reduced)
1861 #
TL Max Defl
L / 240
TL Actual Defl
L / 370
LL Max Defl
L / 360
LL Actual Defl
L / 985
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
94.17
53.81
0.45
0.17
52.00
11.63
0.70
0.47
OK
OK
OK
OK
55%
22%
65%
37%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
2400
240
1.8
650
Adjusted Values
2400
240
1.8
650
Cv Volume
1.000
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000 Rb
= 0.00
Le = 0.00 Ft
Loads Uniform LL: 40 Uniform TL: 50 = A
Point LL Point TL Distance Par Unif TL Start End
1198 B = 1970 7.0 H = 80 0 14.0
H
Uniform Load A
Pt loads:
0 0
R1 = 1987 R2 = 1987
SPAN =14FT
Uniform and partial uniform loads are Ibs per lineal ft.
FLORES
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
BeamChek v2020 licensed to: J3 ARCHITECTS LLC Reg # 5234-65730 (9)
FLR FRAMING
Date: 12/05/20
1-3/4x 9-1/4 1.55E
TJ TimberStrand LSL @ 24 in oc
Lu = 0.0 Ft
NDS 2015, Repetitive Use
Min Bearing Area
R1= 0.8 in
R2= 0.8 in (1.5)
DL Defl=
0.14 in
Beam Span
14.0 ft
Reaction 1 LL
560 #
Reaction 2 LL 560 #
Beam Wt per ft
0 #
Reaction 1 TL
700 #
Reaction 2 TL 700 #
Bm Wt Included
0 #
Maximum V
700 #
Max Moment
2450 '#
Max V (Reduced)
623 #
TL Max Defl
L / 240
TL Actual Defl
L / 327
LL Max Defl
L / 360
LL Actual Defl
L / 449
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
24.96
16.19
0.51
0.37
11.87
3.01
0.70
0.47
OK
OK
OK
OK
48%
19%
73%
80%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
2325
310
1.6
900
Adjusted Values
2477
310
1.6
900
CIF Size Factor
1.024
Cd Duration
1.00
1.00
Cr Repetitive
1.04
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000 Rb
= 0.00
Le = 0.00 Ft
Uniform LL: 80 Uniform TL: 100 = A
Uniform Load A
0 0
R1 = 700 R2 = 700
SPAN =14FT
Uniform and partial uniform loads are Ibs per lineal ft.
FLORES
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
BeamChek v2020 licensed to: J3 ARCHITECTS LLC Reg # 5234-65730 O
FLR FRAMING
Date: 12/05/20
(2) 2x 8 DF-L #1 @ 24 in oc
Lu = 0.0 Ft
NDS 2015, Repetitive Use
Min Bearing Area R1= 1.1 in
R2= 1.1 in (1.5)
DL Defl=
0.16 in
Beam Span 14.0 ft
Reaction 1 LL
560 #
Reaction 2 LL 560 #
Beam Wt per ft 0 #
Reaction 1 TL
700 #
Reaction 2 TL 700 #
Bm Wt Included 0 #
Maximum V
700 #
Max Moment 2450 '#
Max V (Reduced)
N/A
TL Max Defl L / 240
TL Actual Defl
L / 287
LL Max Defl L / 360
LL Actual Defl
L / 394
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
26.28
21.75
0.59
0.43
21.30
5.83
0.70
0.47
OK
OK
OK
OK
81%
27%
84%
91%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
1000
180
1.7
625
Adjusted Values
1380
180
1.7
625
CIF Size Factor
1.200
Cd Duration
1.00
1.00
Cr Repetitive
1.15
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000 Rb
= 0.00
Le = 0.00 Ft
Uniform LL: 80 Uniform TL: 100 = A
Uniform Load A
0 0
R1 = 700 R2 = 700
SPAN =14FT
Uniform and partial uniform loads are Ibs per lineal ft.
0
BeamChek v2020 licensed to: J3 ARCHITECTS LLC Reg # 5234-65730
FLORES POST
Prepared by: Date: 12/05/20
Selection (3) 2x 4 Hem -Fir #2 Nailed Built -Up Wood Column
Conditions NDS 2015, Using values for 2x and 4x solid sawn, Dimension Lumber.
Laminate built-up nailed columns per NDS 15.3.3.1 or per local code.
Data Load 2000 # Column Area 15.75 in Kf 1.00
Actual Height 7.0 ft le dl Effective Ht 84 in c 0.80
Unbraced L1 7.0 ft le d2 Effective Ht 84 in KcE 0.30
Unbraced L2 7.0 ft Ke Buckling Mode 1.0 FcE 678
Attributes and Values Controlling d is 3.5 inches
Fc 11 (psi) E (psi x mil)
Reference Values 1300 1.3
le/d psi Area (in2) Adjusted Values 598 1.3
Actual 24 127 15.75 CIF Size Factor 1.15
Critical 50 598 3.34 Cd Duration 1.00
Status OK OK OK Cm Wet Use 1.00 1.00
Ratio 48% 21 % 21 % Cp Stability 0.40
Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 127 psi.
BeamChek v2020 licensed to: J3 ARCHITECTS LLC Reg # 5234-65730 O
FLORES RIDGE
Date: 12/05/20
Selection 4x 10 DF-L #2 Lu = 0.0 Ft Lu @OH = 0.0 Ft
Conditions NDS 2015, Overhang
Min Bearing Area R1= 1.5 in R2= 3.2 in (1.5) DL Defl= -0.02 in.
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
7.6 ft
Reaction 1 LL
587 #
Reaction 2 LL
1198 #
Beam Wt per ft
7.87 #
Reaction 1 TL
966 #
Reaction 2 TL
1970 #
Bm Wt Included
80 #
Maximum V
1222 #
Overhang Length
2.6 ft
Max Moment
1619 '#
Max V (Reduced)
1000 #
Total Beam Length
10.2 ft
TL Max Defl
L / 240
TL Actual Defl
L / > 1000
OH TL Actual Defl
L / < -1000
LL Max Defl
L / 360
LL Actual Defl
L / >1000
OH LL Actual Defl
L / < -1000
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
OH TL Defl
OH LL Defl
49.91
32.38
0.05
0.03
-0.05
-0.03
15.64
7.25
0.38
0.25
0.26
0.17
OK
OK
OK
OK
OK
OK
31%
22%
13%
10%
20%
15%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
900
180
1.6
625
Adjusted Values
1242
207
1.6
625
CF Size Factor
1.200
Cd Duration
1.15
1.15
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000 Rb
= 0.00
Le = 0.00 Ft
Cl Stability @ OH
1.0000 Rb
= 0.00
Le = 0.00 Ft
Loads Uniform LL: 175 Uniform TL: 280 = A (Uniform Ld on Backspan)
Par Unif LL Par Unif TL Start End
175 K = 280 (OH) 0 2.6
Uniform Load A K
0 0
R1 = 966 R2 = 1970
BACKSPAN = 7.6 FT OH = 2.6 FT
Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2.
BeamChek v2020 licensed to: J3 ARCHITECTS LLC Reg # 5234-65730
FLORES RIDGE
Date: 12/05/20
Selection (2) 2x 12 HF #2 Lu = 0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 2.7 in2 R2= 2.7 in (1.5) DL Defl= 0.03 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
7.6 ft
Reaction 1 LL
665 # Reaction 2 LL 665 #
Beam Wt per ft
8.2 #
Reaction 1 TL
1095 # Reaction 2 TL 1095 #
Bm Wt Included
62 #
Maximum V
1095 #
Max Moment
2081 '#
Max V (Reduced)
825 #
TL Max Defl
L / 240
TL Actual Defl
L / >1000
LL Max Defl
L / 360
LL Actual Defl
L / >1000
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
63.28
33.75
0.06
0.03
25.54
7.17
0.38
0.25
OK
OK
OK
OK
40%
21%
15%
11%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc! (psi)
Reference Values
850
150
1.3
405
Adjusted Values
978
173
1.3
405
CF Size Factor
1.000
Cd Duration
1.15
1.15
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000 Rb
= 0.00
Le = 0.00 Ft
Uniform LL: 175 Uniform TL: 280 = A
Uniform Load A
0 0
R1 = 1095 R2 = 1095
SPAN = 7.6 FT
Uniform and partial uniform loads are Ibs per lineal ft.