REVIEWED BLD2023-0693+Calculations+6.13.2023_7.11.57_AM+3604944PROJECT: PEGGY McCORMICK JOB # LB23-22
BY Mikhail Lefelman DATE: 05,25,23. ISHEET 1 OF 16
NEW DECK ENGINEERING CALCULATIONS
House Plan: ARK DESIGN
Client: PEGGY McCORMICK
425 361-5965
Location: 1011 B AVE S.
EDMONDS. WA 98020
Table of Contents
Design Criteria
Deck Engineering Calculations
N%, v.
Details $ Notes
REVIEWED
BY
CITY OF EDMONDS
y 348 s-
7c�u
L�
�J• 25 2-3
THE STAMP VALID
IN RED INK ONLY
THESE CALCULATIONS APPLY ONLY TO THE
STRUCTURES CALLED OUT ON THE PLANS
ENGINEER IS NOT RESPONSIBLE FOR THE
SITE. SOIL CONDITION AND REST
OF EXISTING BUILDING
Page No.
2.
2-15:
16;
V ML Engineering LLC
14607 N.E 61 Street ' Redmond. WA 98052 ' (425) 558-9982 - Email. miefelman@frontier.com
a YlWaA'lp i 2091 � �� Y;.b,6�
BLD2023-0693
RECEIVED
Jun 13 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT: PE6GY Me 'Aa m lele JOB # L/32 3-2 2
By, Af1mleAle GEFEL /1,41L DATE: 0s.24,49 SHEET A' OF , 6
{l�,.tLfc�����al�Zd�?
I
r
■.
Z
NONNION
00
so
ME
1�=C::1111IN
=�C.
'
.......
Fz
4 i/? ; D S ezjk6*' r
I i u i. n .�
- Z-3x oy2uo,8=960>
I/�l -�j-j '3' W- 146
/
41J
Gc -290 r/a 33 t30 = 24 0
2,
d �I 8 P /. L 31463
b
SDS ry ���.aarSr.
L7 (Icy 7A, B G, 7, Z- -4-a tvl ,435 ro krH._�arS?.
12,
DL= 1_ lis#d/
*
1.2F -
21 j;
. 63 7 96 4
�xV�,T 2x'1G8y=3368 S�i� 200opSF
srz
fZ=a°l�FIIG �t9r9v"z-
V ML Engineering LLC >
14607 N E 6151 Sweet' Redmond. WA 98052 Ph-. (425) 558-9962' Email- mlefelman@"nber.mm
PROJECT:
PF66Y MPCOeM/04e
JOB# LB2�r«
BY:
M/KNl1/C
LEFfL1--1kl/
DATE:0'5',24.2SHEET OF 1
u
P�SJ' t°1
9"=578��
- tzG=2��l39s _2�9c
Lo
Fi 44
4 F g NF
>6'p,, {?fat
a i>49
moommmmmommomommm
::::�
J2
2f 6 LZ
D SO fi 2xl(� Y,7
y91�� l t2 2
33 - 3 l4
f z6-G6 r.
V ML Engineering LLC 6xG /, r 4e6,, 10BSG6
14607 N.E. 61st Street' Re montl. WA 98052 Ph: (425) 558-9982' E-mail mWelman@frontier wm
10
WoudWorkS®
�'vmmLE'�""-
25)558ring LLC
DECK2(42m)558-9982 DECK
MayPROJECT
24.202323:27
DECK JST TYP.Wwb
Design Check Calculation Sheet
Wood Works S¢er 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location (£tl
Magnitude
Unit
Mr,
Start End
Start End
Loadl
Dead
Full UDL
No
13.0
pit
Load2
Live
Full UDL
Yes
80.0
plf
Self-wei ht
Dead
Full UDL
No
2.2
1£
Maximum Reactions (Ibs) and Bearing Lengths (in) :
8'-8.92"
Unfactored•
Dead
86
50
Live
453
290
Factored:
Total
540
340
Bearing:
Length
Min re 'd
3.50
1.06••L
3.50
1 11
-Minimum bearing length governed by the required width of the supporting member.
Lumber -soft, Hem -Fir, No.2, 2x8 (1.1/2"x7414")
Supports: All - Lumber -soft Sill plate. Hem -Fir N0.2
Floor joist spaced at 16.0" rtc; Total length: 9`, Clear span: V-10.25", 8'-6.75"; Volume = 0.7 cu.ft.
Wet service; Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer
to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Analysis
Value
Design
Value
Unit
Anal sis/Desi
n
Shear
fv
= 38
Fv' =
116
psi
fv Fv'
0. 3
Bending(+)
fb
= 481
Fb' =
938
psi
fb/Fb' =
0.51
Bending(-)
fb
= 174
Fb' =
755
psi
fb/Fb' =
0.23
Deflection:
Interior Live
0.07
- < L/999
0.22 -
L/360
in
0.31
Total
0.08
= < L/999
0.34 =
L/240
in
0.24
Cantil. Live
-0.07
L/359
0.13 =
L/180
in
0.50
Total
-0.07
= L/324
0.20 =
L/120
in
0.37
Design Notes:
1. Analysis and design are in accordance With the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle
2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
S. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not
govern design.
COMPANY PROJECT
® Wood Wo r ks V ML Engineedrg LLC LB2 K
( ML 5589Engine82 DECK
May 24, 2023 23:28 BMi.wwb
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Lcad
Type
Distribution
Pat-
Location [ftl
Magnitude
Unit
tern
Start End
Start End
Loadl
Deatl
Full UDL
No
46.0
pit
Loatl2
Live
Full UDL
Yes
218.0
plf
121f
Self -weight
Dead
Bull UDL
No
2.2
Maximum Reactions (Ibis) and Bearing Lengths (in) :
S-11.2r 4'-11.2r
Unfactored;
Deatl
92
199
Live
504
768
Factored:
Total
595
917
Bearing:
Length
1.46
3.so
Min re 'd
1.46
1.88
Lumber -soft, Hem -Fir, Not, 2x8 (1-112"x7-1/4")
Supports: All - Lumber -soft Sill plate, Hem -Fir No.3
Total length: 5'; Clear span: T-8.81", U-10.25"; Volume = 0.4 run.
Wet service; Incised; Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code cheek.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Anal sis Value
Design
Value
Unit
Anal
sis/Desi
Shear
fv =
56
Fv' =
116
psi
fv Fv' =
0.48
Bending(+)
fb =
514
Fb' =
816
psi
fb/Fb' -
0.63
Bending(-)
fb =
135
Eb' -
771
psi
fb/Fb' =
0.18
Deflection:
Interior Live
0.03
< L/999
0.13 -
L/360
in
0.19
Total
0.03
=
< L/999
0.20 =
L/240
in
0.15
Cantil. Live
-0.02
=
L/582
0.07 -
L/180
in
0.31
Total
-0.02
=
L/513
0.10 -
L/120
in
0.23
Design Notes:
1. Analysis and design are in accordance with the ICC Intemational Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle
2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not
govern design.
rA
/�■ COMPANY PROJECT
® WoodWorkse VML Engineering LLC DECK
(425) 558-9982 DECK
May: 2023 23:28 BM2.wwb
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location t)
Magnitude
Unit
tern
Start En(fd
Start End
Load(
Dead
Full UDL
No
65.0
plf
Load2
Live
Full UOL
Yes
341.0
plf
Itilf
Self-wei ht
Dead
Full UDL
No
10.8
Maximum Reactions fibs) and Bearing Lengths fin) :
10'
9'-9.81"
Unfact0red:
lead
467
289
Live
2102
1395
Factored:
Total
2569
1684
Bearing:
Length
Min re 'd
2.75
1.61•'
2.75
1.13
-Minimum bearing length governed by the required width of the supporting memuer.
Timberasoft, Hem -Fir, No.2, 6x10 (6-112"x94/2")
Supports: All - Lumber -soft Sill plate, Hem -Fir No.2
Total length: 19; Clear span: V-10.63", T-7.88"; Volume = 3.6 m.ft.; Beam or stringer
Wet service; Incised; Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NOS 2018:
Criterion
Analysis
Value
Design
Value
Unit
Anal sis/Desi
l
Shear
Ev
= 39
Fv' -
112
psi
tv/Fv' =
0.35
Bending(+l
Eb
= 451
Fb' =
540
psi
fb/Fb' =
0.84
Bending(-)
fb
121
Fb'
540
psi
fb/Fb' =
0.22
Deflection:
Interior Live
0.07
= < L/999
0.26 =
L/360
in
0.27
Total
1.01
< L/999
0.39
L/240
in
0.21
,anti,. Live
-0.06
= L/420
0.13 =
L/180
in
0.43
To[a1
-0.07
L/364
0.20 =
L/120
in
0.33
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement,
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle
213 of 2 span beams and to the full length of cantilevers and other spans.
4. Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1,
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not
P WeF
COMPANY
® V ML Engineering LLC
Wood Works (425)558-9982
May 24, 2023 23:30
Design Check Calculation Sheet
WoodWorks Sher 2019 (Update 4)
Loads:
PROJECT
LB23-22
C1
Columnl.wwc
Load
Type
Distribution
Location [ft]
Magnitude
Unit
Start End
Start End
boadl
Dead
Axial
(Ecc. = 0.92")
578
lbs
Load2
Live
Axial
(Ecc. = 0.92")
1
2790
1
lbs
Self -weight
Dead
Axial
64
lb -
Reactions (lbs):
10'-Y
Sa
0'
Unfactored:
Lateral:
Dead
4
-4
Live
21
-21
Axial:
Dead
642
642
Live
2790
2790
Factored:
R->L
-25
Load comb
Y2
L->R
25
Timber -soft, Hem -Fir, No.2, 6x6 (54/2"x5-1/2")
Support: Non -wood
Total length: 10'-3.0"; Volume = 2.2 cu.ft; Post or timber
Pinned base; Load face = width(b); Wet service; Incised; Ke x Lb: 1.0 x 10.25 = 10.25 ft; Ke x Ld: 1.0 x 10.25 =
10.25 ft;
This section PASSES the design code cheek.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Analysis
Value
Design
Value
Unit
Anal sis/Desi
n
Shear
fv
= I
Fv' =
112
psi
fv Fv' =
0.01
Bending(+)
fb
= 112
Flo' -
460
psi
fb/Eb' =
0.24
Axial
fc
= 113
Fc' =
320
psi
fc/Fc' =
0.35
Combined
(axial
+ eccentr
c moment)
Eq.15.4-3 -
0.45
Axial Bearing
fc
= 113
Fc- =
419
psi
fc/Fc* =
0.27
Live Defl'n
0.03
= < L/999
0.68 =
L/180
in
0.05
Total Defl'n
0.04
= < L/999
0.68 =
L/180
in
0.06
Design Notes:
1. Analysis and design are in accordance with the ]CC International Building Code (IBC 2018) and the National
Design Specification INDS 2018), using Allowable Stress Design (ASD). Design values are from the NOS
Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of
eccentricity in the other direction.
Sop 26
COMPANY PROJECT
® WoudWorks VML Engineering LLC (425) 558-9982 DECK DECK
June 12, 202315:18 BM3.wwb
Design Check Calculation Sheet
Wood Works Suer 2019 (Update 4)
Loads:
Maximum Reactions (lbs) and Bearing Lengths (in) :
p' 8'-0.BT 9-6.67'
—Minimum bearing length governed by the required width of the supporting member.
Lumber -soft, Hem -Fir, No.2, 4x8 (3-112"x7-1/4")
Supports: All - Lumber -soft Sill plate, Hem -Fir No.2
Total length: 9'-9.0"; Clear span: T-10.88", V-4.63"; Volume = 1.7 w.ft.
Wet service; Incised; lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASO). Design values are from the NOS Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle
2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not
govern design.
Load Type Distribution Pat- Location [ft] Magnitude
Unit
tern
Start End
Start End
Loatll
Dead
Full UDL
No
27.0
pi£
Load2
Live
E1h11 UDL
Yes
160.0
plf
Self -vet ht
Dead
Full UDL
No
5.2
if
Unfactored•
Dead
131
183
Live
676
907
Factored:
Total
806
1090
Bearing:
Length
Min re •d
2J5
0.85
2.75
1.04"
Criterion
Mal sis
Value
Desi n
Value
Unit
Anal
sis/Deli
n
Shear
fv
39
116
psi
fv Fv'
0.39
Bending(+)
fb -
603
Fb'
884
psi
fb/Fb'
0.68
Bending(-)
fin=
85
Eb' "
873
psi
fb/Fb' =
0.10
Deflection:
Interior Live
0.12
L/787
0.27
L/360
in
0.46
Total
0.15
-
L/669
0.90 =
L/240
in
0.36
Cantil. Live
-0.07
=
L/246
0.10 =
L/180
in
0.73
Total
-0.09
L/210
0.15 -
L/120
in
0.57
P9ooF16
COMPANY
/_�■
Works VML
® WoodWorks
Engineering LLC
558-9982
PROJECT
DECK
DECK
eoa.....o..00e� June
12. 202315:24
BM4.wwb
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft)
Magnitude
Unit
tarn
Start End
Start End
Unfactored�
Dead
359
303
Live
1818
6]6
Factored:
Uplift
-31
Total
2177
]7B
Bearing:
Length
2. ]5
2.75
Min re •tl
2.07�•
0.82
Criterion
Analysis Value
Desi n
Value
Unit
Analysis/Design
Shear
fv
65
Fv• =
116
psi
fv/Fv• =
0.56
Bending(+1
fD
560
Flo'
psi
fb/Eb' =
0.63
Bending(-)
fb =
623
Fb'
8]3
psi
fb/Eb' =
0.71
Deflection:
0.12
L/]8]
0.27
L/360
in
0.46
Interior Live
Total
0. 13 =
L/]28
0.90 =
L/240
in
0.33
Cantil. Live
0.09 =
L/203
0.10
L/180
in
0.89
Total
0.09
L/197
0.15
L/120
in
0.61
P. 4 & ar-16
W /�■
oodWorks
®
COMPANY
VML Engineering LLC
(4ML Engine82
PROJECT
DECK
DECK
t
May 24, 2023 23:33
DJ2.wwb
Design Check Calculation Sheet
Wood Works S¢er 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location
Maximum Reactions (lbs) and Bearing Lengths (in) :
Or 2' T-8.86"
'•Minimum bearing length governed by the required width of the supporting member.
Lumber-sog, Hem -Fir, No.2, 2x8 (1-1/2"x7414")
Supports: All - Lumber -soft Sill plate, Hem -Fir No.2
Floor joist spaced at 16.0" ctc; Total length: 8'; Clear span: V-10.25", F-6.75"; Volume = 0.6 cu.ft.
Wet service; Incised, Lateral support: top = continuous, bottom = at supports; Repetitive factor. applied where permitted (refer
to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018;
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Cade (IBC 2018) and the National Design
Specification (NOS 2018), using Allowable Stress Design (ASO). Design values are from Me NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle
2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not
govern design.
[ftj
Magnitude
Unit
tern
Start End
Start End
Loadl
Deatl
Fu 1 UOL
No
13.0
plE
Loatl2
Live
Full UDL
Yes
B0.0
pl£
Self-wei ht
Dead
Full UDL
No
2.2
if
Unfactored:
Dead
80
42
Live
417
250
otal
497
292
aring:
ength
Hin re 'd
3.50
0.98••
3.50
0. �2
Criterion
Analysis Value
Design
Value
Unit
Mal
sis/Desi
Shear.
fv a
33
psi
Ev Fv' =
0.28
Bending l+I
fb
394
Fb' =
938
psi
fb/Fb' =
0.37
Sending(-)
Eb =
174
Fb' =
803
psi
fb/Eb' =
0.22
Deflection:
Interior Live
0.04
=
< L/999
0. 19 =
L/360
in
0.19
Total
0.04
=
< L/999
0.29 =
L/240
in
0.
15
Can[il. Live
-0.09
=
L/583
0. 13 a
L/180
in
0.31
Total
-0.04
=
L/543
0.20 =
L/120
in
0.22
/�■ COMPANY PROJECT
® WoodWorks®�(425)
V ML Engineering LLC 2
DECK 558-9982 DECK
June 12, 2023 15:32 BMS.wwb
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location Ift)
magnitude
Unit
tern
Start Entl
Start End
Loadl
Deatl
Full UDL
No
60.0
plf
Load2
Live
Full UDL
Yes
314.0
plf
Self-vei ht
Dead
Full Ul
Iif
Maximum Reactions (lbs) and Bearing Lengths (in) :
11' is
Unfactored:
Dead
975
475
Live
2111
2111
Factored:
Total
258fi
2586
Bearing:
Length
5.50
5.50
Min re 'tl
1.62•'
1.62"
"Minimum bearing length governed by me required worm or me supporting memcer.
Timber -soft, Hem -Fir, No.2, 6xl2 (5-1f2"xll-1/2")
Supports: All - Lumber -soft Sill plate. Hem -Fir No.2
Total length: IT, Clear span: V-9.25", 8'-6 5", V-9.25"; Volume = 5.7 cu.ft.; Beam or stringer
Wet service; Incised; Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check
Analysis vs. Allowable Stress and Deflection using NDS 2019 :
Criterion
Analysis Value
Design
Value
Unit
Anal
sis/Desi
W
Shear
fv -
32
Fv•
112
psi
fir
0.29
Bending(+)
fb =
373
M
540
psi
fb/Fb• -
0.69
Bendingf-I
fb
77
Fb• -
539
psi
fb/1b'
0.14
Deflection:
Interior Live
0.06
=
< L/999
0.30 =
L/360
in
0.21
Total
0.07
=
< L/999
0.45 =
L/240
in
0.17
Cantil. Live
-0.05
-
L/530
0.13 -
L/180
in
0.34
Total
-0.05
=
L/458
0.20 =
L/120
in
0.26
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle
2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 44.1.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not
govern design.
PS3Or
W COMPANY PROJECT
® • W oodWorks V ML Engineering LLC DECK
(4ML 559-99 ri DECK
ror....wvemaw, June 12, 2023 15:37 BMB.wwb
Design Check Calculation Sheet
Wood Works Suer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
tern
Location (ft)
Start End
Magnitude
Start End
Unit
Loadl
Dead
Full UDL
No
27.0
plf
Load2
Live
Full UDL
Yes
160.0
plf
Load3
Dead
Point
No
0.00
149
lbs
Loatl9
Live
Point
Yes
0.00
768
lbs
Self -weight
Dead
Full UDL
No
8.1
olf
Maximum Reactions (lbs) and Bearing Lengths (in) :
14'-10"
1'8"
14'-114'-10"
Unfactored•
Dead
443
227
Live
2121
1130
Factored:
'total
2563
1358
Bearing:
Length
5.50
5.50
Min to 'tl
2.44••
1.29"
"Minimum bearing length governed by the required width of the supporting member.
Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/Yx11.1/4")
Supports: All - Lumber -soft Sill plate. Hem -Fir No.2
Total length: 14'-10.0"; Clear span: V-3.25", 12'-1.5", O1E.25"; Volume = 4.1 cu.ft.
Wet service; Incised; Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code cheek
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Analysis
Value
Design
Value
Unit
Anal
sis/Desi n
Shear
fv =
43
Fv' =
116
psi
fv fd•
0.37
Bending(+)
F,
606
Fb' =
748
psi
fb/Fb' =
0.81
Bending(-)
fb
259
Fb' -
723
psi
fb/Eb' =
0.36
Deflection
Interior Live
0.20
=
L/772
0.42 -
L/360
in
0.47
Total
0.23
=
L/661
0.63 -
L/240
in
0.36
Cantil. Live
-0.07
L/241
0.10 -
L/180
in
0.75
Total
-0.08
L/214
0.15 =
L/120
in
0.56
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle
213 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
S. The critical deflection value has been determined using maximum bade -span deflection. Cantilever deflections do not
0-s
NO- f =r61') '3�ins N
'�•� 9Ta �s
1d rjH84 ZFd99J
CIA1 UZI
az6nr a bl
�J CI i
b .9g
m �d 9
N C I 9a. r m
l M103a o
Ql m
Qi 0 O A
G4 b'I
Ef✓S—Y W9 �•n lfd9x9 0,
co by
SJNIIM
SSVIE
'32,0
� NCI
_1
� Hut7S 2 A4.02
S
JGS
I
a
P;k P
DECK#2 d
mN4 A35-
Aueg e�-�1 3M6 _ Q cu r
CONCRETE
�{XTZf P�: LANDING
�- — + 6 � - —
3 Q `1X4 PT, BRACES P.T S
A4.03 (2)-RE4/Q , P6T,4V,&
� N
1 �
4 pEClc i`2
Aa.os F)e Fo/C AID A-TWAI
gCA[,,5; f/l1'L 1! oY o
R
STRUCTURAL NOTES
EX. WALL
GENERAL:
IF REQUIRED, RAILING
ALL METHODS, MATERIALS AND WORKMANSHIP ARE TO CONFORM TO THE INTERNATIONAL BUILDING CODE
10" x 10"
AND CONNECTION BY
IF REQUIRED, RAILING
2018 EDITION, AS AMENDED AND ADOPTED BY THE GOVERNING JURISDICTION.
THE CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING:
CONCRETE OR P.T. POST PER PLAN
MANUFACTURER
AND CONNECTION BY
a. PROVIDING TEMPORARY SHORING AND BRACING UNTIL ALL STRUCTURAL ELEMENTS HAVE
10' D SONOTUBE
FOR 4x6 & 6x6 SIMPSON COLUMN BASE
MANUFACTURER
BEEN INSTALLED AND CONNECTION COMPLETED.
b. FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE
POSTS PBS44A— 4x4 POST SIZE
PBS46 — 4x6 POST SIZE
z
METAL FLASHING EX. FLOOR
PROCEEDING WITH THE WORK.
PBS66 — 6x6 POST SIZE
DECKING PER PLAN
JOISTS FRAMING
C. BRINGING TO THE ATTENTION OF THE BUILDING DESIGNER ANY CONFLICTS IN DIMENSIONS,
MATERIALS OR NOTES SHOWN ON THE PLANS.
UNLESS SPECIFIED ON THE PLAN
z
2x8 P.T. DECK
d. INSTALLATION OF PROPRIETARY PRODUCTS IN ACCORDANCE WITH MANUFACTURER'S
60 Z #3 TIE 8" O.C.
JOISTS W/LUS28
SPECIFICATIONS AND RECOMMENDATIONS.
(4)—#4 VERTICAL
I,'-90dgr
2x8 P.T. DECK
JOISTS W/LUS28
HANGER PER PLAN
INSPECTIONS:
= FINISH GRADE W/ HOOK
HANGER PER PLAN
DECKING PER PLAN
a. PERIODIC SPECIAL INSPECTIONS REQUIRED FOR WIND AND SEISMIC RESISTANCE SUCH
AS ANCHORS & STRAPS EMBEDDED IN TO CONCRETE.
w _
w
b. IF INSPECTION IS REQUIRED, IT CAN BE PROVIDED BY AAR TESTING
o CLEAR
LABORATORY INC. Ph: (425)-881-5812 or ANOTHER CERTIFIED AGENCY.
C. THE MANUFACTURER'S INSTALLATION INSTRUCTIONS SHALL BE AVAILABLE ON THE JOB
SITE AT THE TIME OF INSPECTION, FOR THE INSPECTOR'S USE AND REFERENCE.
O
°
J •-� :
WOOD FRAMING
_ -
2x LUMBER TO BE HF#2 or BETTER EXCEPT WALL STUDS MAY BE HF STUD GRADE & SILL PLATE HF#3
FOUNDATION MUST
Q BEAR ON UNDISTURBED
DTT1 Z CONNECTOR
WHERE NOT SPECIFIED ON THE PLANS:
J SOIL
W/(6)-10dx 1 J" & 3/811Ox4"
a. COLUMN IN WALLS ARE TO BE (2)-2x STUDS OF THE SAME WIDTH AS THE WALL and NAILED
U SEE FOUNDATION PLAN
DBL DECK
LAG SREW. PLACE ATJ
WITH 16d ® 24" o.c. (UNLESS NOTES OTHERWISE)
FOR SIZE
2x BLOCKING
JOIST
Eft o.c. MAX. AND EACH
b. FLOOR FRAMING PARALLEL TO INTERIOR PARTITIONS IS TO HAVE TWO FLOOR JOISTS DIRECTLY
BENEATH EACH PARTITION IF PARTITION EXCEEDS ONE HALF THE SPAN LENGTH OF THE JOIST.
W/(3)-10d TOENAIL
END OF THE DECK.
C. FLOOR JOISTS SHALL BE LATERALLY SUPPORTED AT THE ENDS BY FULL —DEPTH SOLID BLOCKING
TO BEAM H2.5 or H1 AT
2x DECK JOIST
NOT LESS THAN 2 INCHES NOMINAL IN THICKNESS; OR BY ATTACHMENT TO A FULL —DEPTH
EACH JOIST
W / HANGER PER PLAN
HEADER, BAND OR RIM JOIST, OR TO AN ADJOINING STUD TO PROVIDE LATERAL SUPPORT TO
DO NOT LOCATE LEDGER
PREVENT ROTATION. ALSO, LATERAL RESTRAINT SHALL BE PROVIDED AT EACH INTERMEDIATE
BEAM PER PLAN
2x8 P.T. LEDGER w/(3) JOINTS OVER THE
SUPPORT.
d. WALL TOP PLATES ARE TO HAVE STAGGERED SPLICES A MINIMUM OF 4'-0" APART AND NAILED
ROWS SDS1 /4x4.1 /2 WINDOWS/DOORS OPENING
TOGETHER IN THE SPLICE ZONE WITH MINIMUM OF (8)-16d COMMON NAILS.
"SIMPSON" DOUBLE —BARRIER
e. WOOD IN CONTACT WITH THE WEATHER, SOIL, CONCRETE or MASONRY IS TO BE PRESERVATIVE
TREATED COMPLYING WITH AWPA U1 AND M4 STANDARDS.
COATED WOOD SCREWS
8"o.c.
FOUNDATION
ISOLATED FOOTING
FOR DECK
DECK RAIL
DECK RAIL
WALL
DECK TO WALL CONNECTION
1. Verify all dimension with architectural plans. Verify all dimensions prior
to start of work or ordering materials.
1
24
2. Bottom of all footing are to be level and rest on undisturbed soil
ML—FCMU07
REMODELFRM-18
regardless of elevations shown on plan.
3. Clean footing excavation immediately before concrete is placed to
remove all softened or loosened materials.
4. Contractor to provide concrete landing and or stoop at all egress door
COLUMN CAP
EX. WALL
PER PLAN
DECKING PER PLAN DECK JOISTS
PER PLAN
SHEATHING
as per local codes.
5. Follow "SIMPSON STRONG TIE" Catalog instruction for installation of all
COLUMN CAP BEAM PER PLAN
BEAM OR DBL
2x8 DECK JOIST EX. RIM JOIST
W/HANGER PER PLAN
connectors.
PER PLAN �\
JOIST PER PLAN
EX. EXTERIOR WALL
6. The exposed concrete must be 3000psi mix.
• �
•
EX. FLOOR FRAMING
AND SUBFLOOR
V
2x4 P.T. BRACE w/(4)— SDS BRACE w/(4)— SDS
EX. CANTELEVERED 4x8
Wi "SIMPSON" NPSON"
BEAM, CUT OFF ROTTEN
DOUBLE —BARRIER COATED BARRIER COATED
END TO LEAVE 12"MIN. TO
WOOD SCREWS EACH END REWS ® EACH END
ATTACH NEW 2x8 P.T. DECK
xx!,
LSC STRINGER
JOIST. PROVIDE MOISTURE A35
CONNECTOR
PROTECTION AT BEAM'S TOP
•
A35 AT EACH W/(8)-10dx 1.1 /2 TO
P.T. POST P.T. POST •��
STRINGER TO 2x12 RIM JST.
PER PAN PER PAN
P.T. LEDGER (9)-10dx1.1/2" TO
STRINGER
2x12 P.T. STRINGER
PER PLAN
(6)-16d TO EX. BEAM
POST BASE POST BASE
PER PLAN PER PLAN ��
o
Z
A35
AS BUILT CONDITIONS ARE
ASSUMED, IF ACTUAL
CONDITIONS ARE DIFFERENT,
° a FIN GRADE
CONTACT ENGINEER
a
4 FINISH GRADE ° FINISH GRADE
I�.
DESIGN CRITERIA:
,.:
ad
DECK DEAD LOAD 10 psf
a a
_ 2x12 P.T. LEDGER W/STAGGERED
DECK LIVE LOAD 60 psf
Q
_
ISOLATED FOUNDATION PER ° ° ISOLATED FOUNDATION PER
(3)-1/2"Ox4" "STRONG —BOLT 2"
TO CONCRETE LANDING
2x8 P.T. LEDGER w/(3) ROWS
FROST DEPTH 18"
„ » „ „
'° , ' PLAN & DET. 1 S1 • • • PLAN & DET. 1 S1
/ /
SDS1/4x4.1/2 SIMPSON
"SIMPSON"
ALLOWABLE SOIL BEARING 2000 sf
P
CONCRETE LANDING
DOUBLE —BARRIER COATED WOOD
PER PLAN
SCREWS @ 8"o.c.
Important ACQ Fastener Requirements
l l
KNEE BRACING
OPEN STAIRS TO FOUNDATION
67
DECK JOIST AND LEDGER CONN.
at EXTERIOR DECK F-08C
FRM-18
All treated lumber is treated with ACQ (alkaline, copper,
quat).
6°° PERUMN P AN CAP 6„
EX. WALL
ACQ is a corrosive material and therefore the type and
2x8 P.T. LEDGER w/(3) ROWS SHEATHING
quality of connectors, fasteners, washers and other metal
SDS1 /4x4.1 /2 SIMPSON
COLUMN CA
DOUBLE —BARRIER COATED WOOD EX. RIM JOIST
that come into contact with the treated lumber is very
PER PLAN 6x BEAM PERBEAM PLAN
SCREWS @ 8 o.c.
important. to prevent electrolysis, always match metal
• PER PLAN
Ex. EXTERIOR WALL
components with fasteners that are compatible.
2x8 DECK JOIST EX. FLOOR FRAMING
W/HANGER PER PLAN AND SUBFLOOR
All connectors that come into contact with treated
z (1)-5/8"dx10" LAG ��(1)-5/8 dx10 LAG
z �s /
—
materials are to be Simpson Strong —Tie G185 Z Max,
S SCREW TO BEAM SCREW TO BEAM
o
HDG (hot dip galvanized) or SST300 (stainless steel) or
0
N _ /
equivalent.
6x6 BPACE 6x6 P.T.
- - -- - BPACE
Hot dipped galvanized fasteners are to be used with G185
A35 —\
Z—Max and HDG connectors and stainless steel fasteners
(1)-5/8"dx10" 5/8"Dx BOLT
are to be used with SST300 stainless steel connectors. Do
6x6 P.T. POST LAG SCREW TO 6x6 P.T. POST W/WASHER
2x8 DECK JOIST
not use stainless steel fasteners with G185 Z—Max or
POST
Q Q
W/(2)-1 d@ 6"o.c. J
T 1=TJ 11 1 1
HDG connectors.
A —A A —A
__1 F __1 F
All anchor bolts, washers and nuts are to be hot dipped
galvanized.
POST BASE POST BASE
PER PLAN �_ PER PLAN �,
Hot dipped galvanized or stainless steel nails must be
used when fastening the sheathing, studs and joists into
the treated mud sill. Mechanically galvanized or
°
electroplated gun nails are not appropriate in this
a FINISH GRADE a FINISH GRADE
CONTINUOUS 2x8 P.T. LEDGER
situation.
a ° a
w/(3) ROWS SDS 1 /4x4.1 /2
a j j
"SIMPSON" DOUBLE —BARRIER
° °
-ISOLATED
COATED WOOD SCREWS @ 8"o.c.
Use hot dipped galvanized or stainless steel fasteners
- FOUNDATION PER
a ° ISOLATED FOUNDATION
"1/S1"
DO NOT LOCATE LEDGER JOINTS
when fastening decking to treated material.
: •� •a PLAN & DET. • PER PLAN & DET.
OVER THE WINDOWS
Ili/sill
1 /S1 „
2x8 DECK JOIST
-III -III
W/HANGER PER PLAN
KNEE BRACING
8
9 DECK JOISTS AND LEDGER
at EXTERIOR DECK F-08C
CONNECTION
U
o
J
U
JL
N C:
O
Z
LL1
0�
0
00 00
U)
Q a) M
W
C�
OD E
W
C)L_N
N E
z
O
(D
Q
(.0
C)
LLJ
Z
a- LU
W
J
G
J
N'
*
ro 0
w
a-
Q
Z
U)
Q
J
)
WW
D
O
Z
U)
C)
(N
C)
00
Q U
��^^ v!
Z
n
W
>
LL
V
Q
Q O
U)
z U
W
m0
U
0
2
T---2
oC)
>-
(,
Q
�
W
(,
•
Z
O
W
LL1
—
Z
V
Z
U)
U
O
w_
W
p
J
J
U
REVISIONS:
DATE:
05/24/23
SCALE:
AS SHOWN
DRAWN:
ML
JOB:
LB23-22