REVIEWED BLD2021-0353+Calculations+3.9.2021_2.40.29_PM+2083679E
ESGDESIGN
Eli Grassley, P.E.
RECEIVED
REVIEWED
Mar 10 2021 BLD2021-0353
BY
CITY OF EDMONDS
DEVELOPMENTSERVICES
DEPARTMENTMENT CITY OF EDMONDS
5TRUCTURAL CALCULATION5
FOR
R05FN DECK UPGRADF5
Edmonds, NA
3-8-2021
PREPARED BY:
ES6 0f5/CAN, pLLIC 41810..
l I afch 8, 201 Al -
ENGINEERED • STRUCTURES • GLOBAL • DESIGN
ESG Design, PLLC - 12540 202nd PL SE, Issaquah, WA 98027 1 engineer@esg-design.com 1 206-660-2044
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21507 88th Ave W, Edmonds, WA 98026, USA
Latitude, Longitude: 47.804141,-122.351696
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Sinbon
Technologies West
216th St SW
Google
Date
Design Code Reference Document
Risk Category
Site Class
Type
Value
SS
1.282
St
0.451
SMS
1.539
SM1
null -See Section 11.4.8
SDg
1.026
SD1
null -See Section 11.4.8
Type Value
SDC null -See Section 11.4.8
Fa
1.2
Fv
null -See Section 11.4.8
PGA
0.546
FPGA
1.2
PGAM
0.655
TL
6
SsRT
1.282
SsUH
1.409
SsD
2.222
S1RT
0.451
S1UH
0.504
S1D
0.902
PGAd
0.78
CRS
0.91
CR1
0.895
o &cwdo"''ay
cwao
n
K
CD
3/8/2021, 6:13:52 PM
ASCE7-16
11
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
OSH PD
214th PI SW
215th St SW
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
Chase Lai
Elementary Scho
00
ZF
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Map data (92021
ESG DESIGN
Design: Residential Wood Framed Deck
Protect: lRosen Deck Updates jEdmonds
Vertical Loads: Deck DL = 10 PSF
Deck LL = 60 PSF
Snow SL = 25 PSF
Lateral Loads: Seismic loads calculated per ASCE 7-16, Ch 12.14
Sds = 1.026
R = 6.5 (Knee braces, R=6.5 / Pole footings, R= 1.5)
F = 1.1 Story Factors:
U = 2.5 F = 1.0 (ground level deck, H< 8'-0")
E = 0.434 F = 1.1 (1-story elevated deck, H> 8'-0" and H< 16'-0")
W = 25.0 psf (DL + 0.25LL) F = 1.2 (2-story elevated deck, H> 16'-0")
v = 10.85 psf (lateral)
0
a
Deck Laeral sway resistance required Average Distance between posts: 6.5 ft 6.5 ft
Type of Lateral Bracing: Knee Braces
28 ft (Total Length of Deck)
)roject:
Rosen Deck Updates
Date:
3/8/2021
.ocation:
Edmonds
Page Number
1
Structural Design: Size of Deck (L x W) =1 28 x 14
Tie -Back Brackets:
# of tie -backs for deck =0(min 4 per deck)
P = (v x Dw x DI) = 10.85 psf x 28 ft x 14 ft = 3039 Ibs
T = n x 750# = 5 x 750 Ibs = 3750 Ibs
Check: OK
Knee Braces: Design Required
(Note: Knee braces not required when deck H < 36" or deep foundation design)
# of braces at post line =0
V = (v x Dw/2 x DI) = 10.85 psf x 9 ft x 28 ft 2735 #
C = (n x 302#/in x 3" / 1.4) = 3236 #
Check: OK
Loads at Posts
Side Deck:
Center Posts
End Posts
Front Porch:
Deck Post
Landing Posts
Deck
LL
3510 Ibs
2295 Ibs
1200 Ibs
750 Ibs
Deck
DL
585 Ibs
382.5 Ibs
200 Ibs
125 Ibs
Min Pad Footing Size:
1.93 ft x 1.93 ft
1.56ft x 1.56ft
(Total Deck Size)
Provide 24"x24" footings
Provide 24"x24" footings
1.28 sf Provide 18" diam. sonotube found (1.76 sf)
0.8 sf Provide 12" diam. sonotube found (1.76 sf)
Project:
Rosen Deck Updates
Date:
3/8/2021
Location:
Edmonds
Page Number
2
BeamChek v2020 licensed to: Markiian Trembach Reg # 5508-68673
Rosen Deck Upgrades New Deck Beam
Date: 3/08/21
Selection PT 6x 10 HF #2 Lu = 0.0 Ft
Conditions NDS 2015, Incised
Min Bearing Area R1= 5.2 in? R2= 5.2 in? (1.5) DL Defl= 0.02 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
6.5 ft
Reaction 1 LL
1755 # Reaction 2 LL 1755 #
Beam Wt per ft
12.7 #
Reaction 1 TL
2089 # Reaction 2 TL 2089 #
Bm Wt Included
83 #
Maximum V
2089 #
Max Moment
3394 '#
Max V (Reduced)
1580 #
TL Max Defl
L / 240
TL Actual Defl
L / > 1000
LL Max Defl
L / 360
LL Actual Defl
L / > 1000
Section (in')
Shear (W)
TL Defl (in)
LL DO
82.73
52.25
0.07
0.05
75.43
21.16
0.33
0.22
OK
OK
OK
OK
91%
40%
21%
24%
ro (psi)
ry (psi)
t (psi x mu)
rc!
Reference Values
675
140
1.1
405
Adjusted Values
540
112
1.0
405
CIF Size Factor
1.000
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Ci Incised
0.80
0.80
0.95
1.00
Cl Stability
1.0000 Rb
= 0.00 Le
= 0.00 Ft
Uniform LL: 540 Uniform TL: 630 = A
Uniform Load A
R1 = 2089 R2 = 2089
SPAN = 6.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
BeamChek v2020 licensed to: Markiian Trembach Reg # 5508-68673
Rosen Deck Upgrades Deck Post
Prepared by: Date: 3/08/21
Selection 4x 6 Hem -Fir #2 Solid Wood Column
Conditions NDS 2015, Using values for 2x and 4x solid sawn, Dimension Lumber.
Incised
Data
Load
4178 #
Column Area
19.25 in
Kf
1.00
Actual Height
10.5 ft
led1 Effective Ht
126 in
c
0.80
Unbraced L1
10.5 ft
le d2 Effective Ht
126 in
KcE
0.30
Unbraced L2
10.5 ft
Ke Buckling Mode
1.0
FcE
286
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
270 1.2
CF Size Factor
1.15
Actual 36 217 19.25
Critical 50
270 15.45
Cd Duration
1.00
Status OK
OK OK
Ci Incised
0.80 0.95
Ratio 72%
80% 80%
Cp Stability
0.23
Note: A wood plate under this column must
have an Fc value, perpendicular
to the grain,
greater than 217 psi.
BeamChek v2020 licensed to: Markiian Trembach Reg # 5508-68673
Rosen Deck Upgrades
New Porch Joists
Date: 3/08/21
Selection PT 2x 8 HF #2 @ 16 in oc Lu = 6.0 Ft Lu @OH = 2.0 Ft
Conditions NDS 2015, Overhang, Repetitive Use, Incised
Min Bearing Area R1= 0.6 in? R2= 1.2 in? (1.5) DL Defl= <0.01 in.
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
6.0 ft
Reaction 1 LL
213 #
Reaction 2 LL
427 #
Beam Wt per ft
0 #
Reaction 1 TL
249 #
Reaction 2 TL
498 #
Bm Wt Included
0 #
Maximum V
311 #
Overhang Length
2.0 ft
Max Moment
332 '#
Max V (Reduced)
255 #
Total Beam Length
8.0 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 (in')
Shear (W)
TL Defl (in)
LL Defl
OH TL Defl
OH LL Defl
13.14
10.88
0.04
0.03
-0.04
-0.03
4.73
3.18
0.30
0.20
0.20
0.13
OK
OK
OK
OK
OK
OK
36%
29%
12%
14%
19%
22%
ro (psi)
ry (psi)
t (psi x mu)
rc!
Reference Values
850
150
1.3
405
Adjusted Values
842
120
1.2
405
CIF Size Factor
1.200
Cd Duration
1.00
1.00
Cr Repetitive
1.15
Ch Shear Stress
N/A
Ci Incised
0.80
0.80
0.95
1.00
Cl Stability
0.8969
Rb = 21.17
Le = 11.59 Ft
Cl Stability @ OH
0.9894
Rb = 10.14
Le = 2.66 Ft
Loads Uniform LL: 80 Uniform TL: 93 = A (Uniform Ld on Backspan)
Par Unif LL Par Unif TL Start End
80 K = 93 (OH) 0 2.0
Uniform Load A
K
R1 = 249 R2 = 498
BACKSPAN = 6 FT OH = 2 FT
Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2.
BeamChek v2020 licensed to: Markiian Trembach Reg # 5508-68673
Rosen Deck Upgrades
New Porch Beam
Date: 3/08/21
Selection PT 4x 6 HF #2 Lu = 4.5 Ft Lu @OH = 1.5 Ft
Conditions NDS 2015, Overhang, Incised
Min Bearing Area R1= 1.8 in? R2= 3.5 in? (1.5) DL Defl= <0.01 in.
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
4.5 ft
Reaction 1 LL
600 #
Reaction 2 LL
1200 #
Beam Wt per ft
4.68 #
Reaction 1 TL
709 #
Reaction 2 TL
1419 #
Bm Wt Included
28 #
Maximum V
887 #
Overhang Length
1.5 ft
Max Moment
709 '#
Max V (Reduced)
724 #
Total Beam Length
6.0 ft
TL Max Defl
L / 240
TL Actual Defl
L / > 1000
OH TL Actual Defl
L / 821
LL Max Defl
L / 360
LL Actual Defl
L / > 1000
OH LL Actual Defl
L / < -1000
Section (in')
Shear (W)
TL Defl (in)
LL Defl
OH TL Defl
OH LL Defl
17.65
19.25
0.04
0.03
-0.04
-0.03
9.67
9.05
0.23
0.15
0.15
0.10
OK
OK
OK
OK
OK
OK
55%
47%
19%
22%
29%
35%
ro (psi)
ry (psi)
t (psi x mu)
rc! (psi)
Reference Values
850
150
1.3
405
Adjusted Values
880
120
1.2
405
CIF Size Factor
1.300
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Ci Incised
0.80
0.80
0.95
1.00
Cl Stability
0.9959
Rb = 6.85
Le = 8.71 Ft
Cl Stability @ OH
0.9991
Rb = 3.28
Le = 2.00 Ft
Loads Uniform LL: 300 Uniform TL: 350 = A (Uniform Ld on Backspan)
Par Unif LL Par Unif TL Start End
300 K = 350 (OH) 0 1.5
Uniform Load A I K
R 1 = 709 R2 = 1419
BACKSPAN = 4.5 FT OH = 1.5 FT
Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2.
BeamChek v2020 licensed to: Markiian Trembach Reg # 5508-68673
Rosen Deck Upgrades Porch Post
Prepared by: Date: 3/08/21
Selection 4x 4 Hem -Fir #2 Solid Wood Column
Conditions NDS 2015, Using values for 2x and 4x solid sawn, Dimension Lumber.
Incised
Data
Load
1419 #
Column Area
12.25 in
Kf
1.00
Actual Height
8.5 ft
led1 Effective Ht
102 in
c
0.80
Unbraced L1
8.5 ft
le d2 Effective Ht
102 in
KcE
0.30
Unbraced L2
8.5 ft
Ke Buckling Mode
1.0
FcE
437
Attributes and Values Controlling d is
3.5 inches
Reference Values
Fc 11 (psi) E (psi x mil)
1300 1.3
le/d
psi Area (in2)
Adjusted Values
397 1.2
CF Size Factor
1.15
Actual 29 116 12.25
Critical 50
397 3.57
Cd Duration
1.00
Status OK
OK OK
Ci Incised
0.80 0.95
Ratio 58%
29% 29%
Cp Stability
0.33
Note: A wood plate under this column must
have an Fc value, perpendicular
to the grain,
greater than 116 psi.
Installation Options for Deck Lateral Load Connections
Allowable Loads
Anchor
Allowable Tension Load (lbs.) (160)
Dry
Wet
Model
No.
Diam.
Fasteners
or Type
DF/SP
SPF/HF
DF/SP
SPF/HF
3/8,
6-SD #9x1'/2"
840
840
840
755
6-10dx1 %2"
910
6401
795
640'
DTT1 Z
3/a"
or
SDWHS
8-10dx1 Y2"
910
850
910
850
DTT2Z/DTT2SS
13/1s'
Y2"
8-SDS Ya"x11/2"
1825
1800
1825
1615
1. Allowable loads have been increased 60% for short-term loading with no further increase allowed.
2. Dry values are applicable to installations into wood with a moisture content that does not exceed 19%.
3. Wet values are applicable to installations into wood with a moisture content greater than 19% at time
of installation or in service. Values include an NDS wet service factor for the fasteners.
4. DTT1Z installations with allowable loads below 750 lbs. do not satisfy the 2015 IRC requirements for
deck -to -house lateral load connections.
5. DTT1Z installed with the Strong -Drive SDWH Timber -Hex HDG screw with a min. of 3" thread
penetration achieves the lesser of the table load or 855 lbs. SDWH installed with 3" of thread
penetration into dry lumber has an allowable withdrawal load (160) of 1380 lbs. into SP,1225 lbs. into DF
and 1020lbs. into SPF/HF.
6. Load values are valid if the product is flush with the end of the framing member or installed away
from the end.
7. FASTENERS: SD #9x11/2 (model SD9112) = 0.131" dia. x 11/2",10dx1Y2 = 0.148" dia. x 11/2" long.
Conditions Not Shown in the IRC
DTTiZ
1
DTT2Z
The IRC details describe particular methods that are appoved and do not represent all common framing conditions. When
these are encountered, alternate methods of construction may need to be approved by the building official to ensure they
satisfy the intent of the code and are at least equivalent to the prescribed method. Several alternate construction methods
are shown here.
DTT1Z
--------_ _
3" Min.
o
Optional Side -Mount
o Installation
, 3" Min..
-` DTT1 Z
Do not over -drive
anchoring screw
Predrill 3/16" dia. hole for fully threaded
lag screw. Predrilling not required with
Strong-Drive®SDWH Timber -Hex HDG Screw
— (Siding not shown for clarity)
Figure 4
DTT1Z — 750-Pound Assembly
Condition 1 — Holdown Cannot Be Installed Flush
with Wall Sheathing
Unlike some holdowns, the DTT1Z seat is not
required to bear on sheathing or framing and can be
installed away from the wall to account for non-
structural siding, joist hanger interference or other
conditions. Longer screw anchors may be required
to ensure a minimum of 3" thread penetration by a
fully threaded lag screw or Strong -Drive® SDWH
Timber -Hex HDG screw into the wall framing.
Condition 2 — Top of Wall Plate Does Not Align
with Bottom of Deck Joist
The 2015 IRC detail shows a holdown installed on
the bottom of the joist. However, the DTT1 Z was
tested and developed using 1 Y2" fasteners into
either the narrow edge or wide face of a 2x member,
allowing the DTT1 Z to be installed at any location
along the depth of the joist.
I
0
Installation Options for Deck Lateral Load Connections
(house wall framing 24"
not shown) 8t/2" Typ. Spacing
X V Typ.
171
�o
11/2
(Siding not
shown for clarity)
6-Strong-Drive® Sows TIMBER Figure 5A
Screws (Model No. SDWS23000DB) (side view)
2x8x24" Blocking for Extensions up to 13/a"
2x10x24" Blocking for Extensions up to 33/a"
Figure 6A
(side view)
(House wall framing
not shown)
Exte,J_
4" Min.
Each Side
Figure 6B
(end view)
DTT1Z
12"
3Y='Typ. � 4-Strong-Drive®SDWSTIMBER
(Siding not
L Screws(Model No. SDWS22300DB)
shown for clarity) 2x4x12" Blocking
Figure 7A
(side view)
2%' Min. Anchor
Embedment
33/0'"Min. to
top of concrete
3/a"xT Mechanically Galvanized o
Wedge-AII® Anchor
(Model WA37700MG)
Figure 8
DTT1Z — 750-Pound Assembly (cont.)
1 %2'
Condition 3 — Wall Plate Is
Joist
Below Bottom of Deck Joist
Extension
(31/a" Max.)
The DTT1Z has been tested
y J
with the blocking assembly
shown in Figures 5A and 513,
which allows the holdown to
T
be lowered up to 33/4" below
to Centerline
the bottom of the deck joist
off DTT1Z Anchor
in order to anchor into the
Figure 5B
center of a wall plate.
(end view)
- Deck Ledger
2-Strong-Drive® SDWS TIMBER
Screws (Model No. SDWS22400DB)
into each joist
2x8 Blocking
Center DTT1Z on Wall Stud
(wall sheathing not shown for clarity)
Figure 713
(end view)
Condition 4 — Wall Stud Receiving
Anchor Does Not Align with Deck Joist
The DTT1Z may be positioned on
horizontal 2x8 blocking that can be
installed between two deck joists, as
shown in Figures 6A and 6B. This
allows the holdown to be centered on a
wall stud that does not align with a deck
joist. Alternatively, an additional deck
joist can be added to the deck to align
with a wall stud (not shown).
Condition 5 —Joist Hanger Flanges
Interfere with Screw Anchor
In some cases it may be necessary to
position the DTT1Z in a location that
conflicts with a joist hanger or other
obstruction. Figures 7A and 713 detail an
assembly that allows the DTT1Z to be
installed 1 t/2" away from the face of the
deck joist.
Condition 6 — Ledger Attaches to Concrete Foundation Wall
As an alternative to using a Strong -Drive® SDWH Timber -Hex HDG
screw or fully threaded a/s" lag screw, the DTT1Z may be anchored with
a 3/a" mechanically galvanized Wedge-AII° anchor (as shown in Figure 8)
to achieve the 750-pound load requirement.
Condition 7 — Floor Joist Framing Is Perpendicular to the Deck Joist (Not Shown)
The IRC states that the 750-pound holdown detail is "applicable where the floor joists are parallel to deck joists."
For floor joists perpendicular to deck joists, refer to Condition 2 for the DTT2 —1,500-Pound Assembly on the next page.
3
-ENGINEERED STRUCTURES GLOBAL
ESG DESIGN, PLLC
Lw
L1.1 S. GRASSLEY, P.E.
= -72o0/3,57"4 2-
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12540 202ty° PLACE SE
ISSAQUAH, WASHINGTON 98027
ENGINEER@ii80-17G91GN.CQM
PHoNr 206-660-2044
101031833
BUILDING PLANNING
R301.4 Dead load. The actual weights of materials and
construction shall be used for determining dead load with
consideration for the dead load of fixed service equipment.
R301.5 Live load. The minimum uniformly distributed live
load shall be as provided in Table R301.5.
R301.6 Roof load. The roof shall be designed for the live
load indicated in Table R301.6 or the ground snow load indi-
cated in Table R301.2, whichever is greater.
R301.7 Deflection. The allowable deflection of any struc-
tural member under the live load listed in Sections R301.5
and R301.6 or wind loads determined by Section R301.2.1
shall not exceed the values in Table R301.7.
R301.8 Nominal sizes. For the purposes of this code, dimen-
sions of lumber specified shall be deemed to be nominal
dimensions unless specifically designated as actual
dimensions.
TABLE R301.5
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (in pounds per square foot)
USE
UNIFORM LOAD
(psf)
CONCENTRATED LOAD
(lb)
Uninhabitable attics without storage
10
Uninhabitable attics with limited storage ,9
20
60 psf per
WA-SBCC amend.
Habitable attics and attics served with fixed stairs
30
Balconies (exterior) and decks'
40
Fire escapes
40
—
Guards
—
200h°'
Guard in -fill componentsf
—
50h
Handraild
200h
—
Passenger vehicle garagesa
50a
2'000h
Areas other than sleeping areas
40
—
Sleeping areas
30
—
Stairs
40'
300'
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm2, 1 pound = 4.45 N.
a. Elevated garage floors shall be capable of supporting the uniformly distributed live load or a 2,000-pound concentrated load applied on an area of 41/2
inches by 4'/2 inches, whichever produces the greater stresses.
b. Uninhabitable attics without storage are those where the clear height between joists and rafters is not more than 42 inches, or where there are not two or
more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within
the plane of the trusses. This live load need not be assumed to act concurrently with any other live load requirements.
c. Individual stair treads shall be capable of supporting the uniformly distributed live load or a 300-pound concentrated load applied on an area of 2 inches by
2 inches, whichever produces the greater stresses.
d. A single concentrated load applied in any direction at any point along the top. For a guard not required to serve as a handrail, the load need not be applied to
the top element of the guard in a direction parallel to such element.
e. See Section R507.1 for decks attached to exterior walls.
f. Guard in -fill components (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50
pounds on an area equal to 1 square foot. This load need not be assumed to act concurrently with any other live load requirement.
g. Uninhabitable attics with limited storage are those where the clear height between joists and rafters is 42 inches or greater, or where there are two or more
adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the
plane of the trusses.
The live load need only be applied to those portions of the joists or truss bottom chords where all of the following conditions are met:
1. The attic area is accessed from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is not
less than 30 inches.
2. The slopes of the joists or truss bottom chords are not greater than 2 units vertical in 12 units horizontal.
3. Required insulation depth is less than the joist or truss bottom chord member depth.
The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 pounds
per square foot.
h. Glazing used in handrail assemblies and guards shall be designed with a load adjustment factor of 4. The load adjustment factor shall be applied to each of
the concentrated loads applied to the top of the rail, and to the load on the in -fill components. These loads shall be determined independent of one another,
and loads are assumed not to occur with any other live load.
i. Where the top of a guard system is not required to serve as a handrail, the single concentrated load shall be applied at any point along the top, in the vertical
downward direction and in the horizontal direction away from the walking surface. Where the top of a guard is also serving as the handrail, a single concen-
trated load shall be applied in any direction at any point along the top. Concentrated loads shall not be applied concurrently.
3-32 2018 INTERNATIONAL RESIDENTIAL CODE°