REVIEWED-BLD2022-1233+Structural_Calculations+9.15.2022_1.14.27_PM+3110911Page 1 of 29
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
Structural Package for:
Folk Residence
Addition
8718 242nd Street SW
Edmonds, WA 98026
Project No: S220527-2
August 30, 2022
RECEIVED
Sep 20 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1233
................................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
L120 ENGINEERING & DESIGN
13150 91 ST PL N E
KIRKLAND, WA 98034
CONTACT: MANS THURFJELL, PE
PHONE: 425-636-3313
MTHURFJELL@Ll20ENGINEERING.COM
A LONGITUDE
ONE TWEoNTYo
es era
Remodel /Addition Narrative:
Page 2 of 29
The Folk Residence is a single -story, Z097-SF residence located in Edmonds, Washington. The proposed addition
includes two parts:
1. A single story exterior deck roof, 190-SF.
2. Interior bearing (assumed) and non -bearing wall removal and re -support at the dining and kitchen.
2. A single story addition, 500-SF (24% addition)
The roof of the exterior deck roof addition will have new footings and gravity support and be braced by the main
structure. Due to the light weight of the roof and it's miniscule size relative to the main, heavier structure, this
adds less then 5% shear to the building, thus meeting the requirements of WSEBC noted below.
The removed non -bearing walls are not impactful, structurally. The removed bearing wall at the south of the
dining room will be fitted with a new header, and posts and footings will be added to the crawl space.
The 500-sf single story addition will be framed with new roof truss /rafter framing and crawl space floor framing
over conventional bearing foundations. Due to its relative stiffness, the behavior of flexible diaphragms, and
isolated behavior, the structure is designed to be laterally self-supporting. All walls used are stressed at most up to
113 of their available shear capacity by the addition and thus increase the overall shear capacity of the building.
Existing soils are assumed to be compatible with conventional foundations that exist and 1500 PSF will be
assumed for the soil bearing capacity.
SECTION 1103
STRUCTURAL
CBS] 1103.1 Addrti,nal gravity loads.
Any existing gm,dy load -carrying structural element for which an addition and Its related attentions cause an increase In design dead, We o snow load, including snow drift effects, of more than 5 percent shall be replaced or altered as needed to carry the gravity loads required by the International
Building Code for new structures. Any existing gravity load -carrying structural element whose gravity load -carrying capacity is decreased as part of the addition and its related alterations shall be considered to be an altered element subject to the requirements of Section 806.2. Any a asting element that
will form part of the lateral load path for any part of the addition shall be considered to be an existing lateral bad -carrying structural element subject to the requirements of Section 1103.3.
Exception: Buildings of Group R occupancy with not more than five dwelling units or sleeping units used solely for residential purposes where the existing building and the addition together comply wan the conventional lightframe construction methods of the International Building Code or the
provisions of the Infemafional Residential Code.
CBS] 1103.2 Lateran torte-restsang system.
Where the audit,,, is structurally independent of the existing Structure, existing lateral loa l-mi rig structural elements shall be permitted to remain unaltered. Where the addition is not structurally independent of the existing struttum, the existing structure and its addition acting together as a single
structure shall meet the requirements of Sections 1609 and 1613 of the International Building Code using full seismic forces.
Exceptions-
1 Buildings of Group R —pancy with not more than five dwelling or sleeping units used solely for residential purposes where the existing building and the audition comply with the conventional lightmainconstruction methods of the I,femaflonal Building Coda or the provisions of the
International Residential Code.
2. Any existing lateral load —hying structural element whose demand -capacity, ratio with the addition considered is not more than 10 percent greater than its demand_capaciN tali, with the addition ignored shall be permitted to remain unaftemd. For purposes of calculating demand—pacity
reties, the demand shall consider applicable load combinations with design lateral leads or forces in accordance with Sections 1609 and 1613 of the International Building Code. For purposes of this exception, comparisons of demand -capacity ratios and calculation of design lateral loads,
forces and capacities shall account for the cumulative effects of additions and alterations since original construction.
Page 3 of 29
OSH PD
Folk Residence Addition
8718 242nd St SW, Edmonds, WA 98026, USA
Latitude, Longitude: 47.7793274,-122.3508076
Do
J
D
0
Du Do
s f2nd St SW
a�
a Campbell Auto Grou
-0 Denny's
CV
ON
�,^t 99
Go gi&ond Park Station _ neap data 02022
Date 8/23/2022, 4:30:26 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Stiff Soil
Type Value Description
SS 1.277 MCER ground motion. (for 0.2 second period)
S1 0.448 MCER ground motion. (for 1.0s period)
SMs 1.277 Site -modified spectral acceleration value
SM1 - 11.4.8 0.830 Site -modified spectral acceleration value
SDS 0.851 Numeric seismic design value at 0.2 second SA
SD1 11.4.8 0.553 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC qq.4.8 D Seismic design category
Fa 1 Site amplification factor at 0.2 second
Fv 11.48 1.852 Site amplification factor at 1.0 second
PGA 0.542 MCEG peak ground acceleration
FPGA 1.1 Site amplification factor at PGA
PGAM 0.596 Site modified peak ground acceleration
TL 6 Long -period transition period in seconds
SsRT 1.277 Probabilistic risk -targeted ground motion. (0.2 second)
SsUH 1.401 Factored uniform -hazard (2 % probability of exceedance in 50 years) spectral acceleration
SsD 1.973 Factored deterministic acceleration value. (0.2 second)
S1 RT 0.448 Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH 0.499 Factored uniform -hazard (2 % probability of exceedance in 50 years) spectral acceleration.
S1 D 0.788 Factored deterministic acceleration value. (1.0 second)
PGAd 0.696 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.542 Uniform -hazard (2 % probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.912 Mapped value of the risk coefficient at short periods
CR1 0.896 Mapped value of the risk coefficient at a period of 1 s
Cv 1.355 vertical coefficient
Site specific ground motion procedure per ASCE7-16 Section 11.4.8 NOT REQUIRED
Ref exception 2 of 11.4.8
Page 3 of 29
Page 4 of 29
Project Number:
Plan Name:
Sheet Number:
S220624-4
Folk Residence Addition
DC
Engineer:
Specifics:
ate:
SB
Design Criteria
8/30/2022
Gravity Criteria: IBLUE = Review and update as required - Typical Input I Code: IBC 2018
ROOF SYSTEM
Live Load:
Snow
25.0
psf
Dead Load:
Composite Roofing
2.0
psf
19/32" Plywood Sheathing
2.5
psf
Trusses at 24" o.c.
3.5
psf
Insulation
1.8
psf
(1) Layers 5/8" GWB
2.8
psf
Misc or Tile Roof
2.4
psf
Total
15.0
psf
SEISMIC PARAMETERS:
Code Reference:
R=
Mapped Spectral Acceleration, Ss =
Mapped Spectral Acceleration, S 1 =
Soil Site Class =
WIND PARAMETERS:
ASCE 7-16
6.5 Bearing Wall System, Wood Structural Panel Walls
1.277
0.448
D Site specific soils report not required
Exception 2 of 11.4.8
Code Reference: ASCE 7-16
Basic Wind Speed (3 second Gust) = 100 mph
Exposure : B
Kzt = 1.00 (Per seattle wind speed factor maps)\
SOIL PARAMETERS:
Soil Bearing Pressure = 1,500 psf competent native soil or structural fill
1/3 increase for short-term wind or seismic loading is acceptable
Frost Depth = 18 in
Page 4 of 29
Page 5 of 29
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
LATERAL
CALCULATIONS
WALL REFERENCE PER PLAN
Existing to remain, typical unless noted otherwise
Page 6 of 29
ProjectNumber:SheetNumber:
S220624-4
Folk Residence Addition
LI
Engineer:
Specifics:
Date
SB
WIND FORCES
8/30/2022
IBC 2018 Section 1609 , ASCE 7-16 Section 28.5 - Simplified Procedure , Main Wind -Force Resisting System
WIND DESIGN CRITERIA:
Basic Wind Speed, V, = 100 mph (ASCE 7-16, Section 26.5)
Exposure = B (ASCE 7-16, Section 26.7)
BUILDING DIMENSIONS:
Roof Slope =
Loads From Front/Back - Width (ft)=
Loads From Side - Width (ft) _
Average Eave Height =
Mean Roof Ht. , h =
Edge Strip Width, a =
End Zone Width, 2a =
8.00:12
= 33.69 degrees
20.25 ft
Roof: Hip
24.25 ft
Roof. Gable
11.25 ft
15.00 ft
(ASCE 7-16, Figure 27.5-2)
3 ft
(ASCE 7-16, Figure 28.5-1)
6.00 ft
(ASCE 7-16, Figure 28.5-1)
TOPOGRAPHIC DESIGN CONSIDERATIONS:
Topographic Factor, Kzt = 1.00 (ASCE 7-16, Section 26.8)
Adjustment Factor, X = 1.00 (ASCE 7-16, Figure 28.5-1)
WIND LOAD SUMMARY: 11
Front / Back Direction
Roof 1.06 k
Basement (Base Shear) 1.06 k
Side / Side Direction
Roo'' 1.32 k
I st Floor (Base Shcar) 1.32 k
SIMPLIFIED DESIGN WIND PRESSURE, Psso (psf) qu
(Exposure Bath = 3Oft)
Basic Wind
Speed, Vs
(mph)
Roof
Angle
(Degrees)
Load Case
ZONES*
Horizontal Pressure
Vertical Presssure
Overhang
A
I B
C
D
E
F
G
H
Eon
Gon
100
33.69
A
17.80
12.20
14.20
9.80
1.40
1 -10.80
1 0.50
1 -9.30
-6.30
1 -7.20
• Values Interpolated from Figure 28.5-1 ASCE 7-16
Page 6 of 29
Page 7 of 29
ProjectNumber:SheetNumber:
S220624-4
Folk Residence Addition
LI
Engineer:
Specifics:
Date
SB
WIND FORCES
8/30/2022
IBC 2018 Section 1609 , ASCE 7-16 Section 28.5 - Simplified Procedure , Main Wind -Force Resisting System
HORIZONTAL LOADS (psi)
p, _ A* Kzt*Ps30
MIN. LOADS (psi)
Per ASCE 7-16, 28.5
End zone
Interiorzone
Roof
Wall
A (Wall)
B (Roof)P14.4201
D (Roof)
17.80
12.209.80
8.0
16.0
ASD WIND FORCES: FRONT / BACK LOADING DIRECTION
End Zone
Interior zone
Force
Min Force
Width
Height*
Length
Pressure (W
Length
Pressure (W
Location
Plane
0.6 W
0.6 W
(ft)
(ft)
(ft)
(Psi)
(ft)
(psi)
(kips)
(kips)
Roof
20.3
1.00
(roof)
6.0
12.20
14.3
9.80
0.13
0.10
a Plate to Mid 1st LVL
20.3
5.00
(wall)
6.0
17.80
14.3
14.20
0.93
1 0.97
1.06
0.97
Z=1
*Average height
Total Wind Base Shear (kips)I 1.06 I 0.97
ASD WIND FORCES: SIDE / SIDE LOADING DIRECTION
End Zone
Interior zone
Force
Min Force
Width
Height
Length
�ressure (W
Length
ressure (W
Location
Plane
0.6 W
0.6 W
(ft)
(ft)
(ft)
(Psf)
(ft)
(psi)
kips
kips
Roof
24.3
1.00
(roof)
6.0
17.80
18.3
14.20
0.22
0.12
Plate to Mid 1st LVL
24.3
5.00
(wall)
6.0
17.80
18.3
14.20
1.10
1.16
1.32
1 1.28
£ =
* Width at pl to mid 1st reduced by 8 ft (40 sf) to account for covered Total Wind Base Shear (kips)1 1.32 I 1.28
area 3 x 17 It (51 si) opening tributary to the roof
Page 7 of 29
Page 8 of 29
Project Number:
Plan Name:
Sheet Number:
S220624-4
Folk Residence Addition
L2
Engineer:
Specifics:
Date:
SB
SEISMIC WEIGHTS
8/30/2022
Unit Weights (psf) Seismic Weights include: (REF §12.7)
Roof: 15 psf 25% of storage Live loads
10 PSF total wall, 5 for top half of walls
Exterior Wall: 5 psf
AREA /
LENGT
LEVEL ITEM H
UNIT
WEIGHT
(psf)
Item Total
Weight.
(lbs)
Sub-
Total
(kips)
Average
Pressure
(psf)
ROOF
Roof 670
1.14 14.95
= 11,420
Wall 670
1.00 5
= 3,350
15
22
STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: 15 kips
TOTAL WEIGHT OF STRUCTURE: 15 kips
(Includes Basement Dead Load)
Page 8 of 29
Project Number:
Plan Name:
Sheet Number:
S220624-4
Folk Residence Addition
Pa15of29
Engineer:
Specifics:
Date:
SB
SEISMIC FORCES
8/30/2022
l quivelant Lateral rorce Analysis per wu 2uIZ5 1013.1 -ANU /-10 Table l2.b-1 -Nec 12.6
Data generated by: Seismic Design Values for Buildin, "Java Ground Motion Parameter Calculation"
S1 =
0.448
Maps
SDs =
0.851
(ASCE 7 EQ 11.4.-3)
SDI =
0.553
(ASCE 7 EQ 11.4.-4)
Seismic Importance Factor =
1.00
(ASCE 7 Table 11.5-1)
Seismic Design Category =
D
(ASCE 7 Table 11.6-1 & 11.6.2)
Response Modification Factor, R =
6.5
(ASCE 7 Table 12.2-1)
Seismic Force -Resisting System Description =
A.13 - light framed walls
Building Height, hn =
Building Period Coefficient, CT =
Approx. Fundamental Period, Ta =
Approx. Fundamental Period, TL =
Seismic Response Coefficient
C, = SDs/(R/I) Cs =
Seismic Response Coefficient, Maximum
Cs MAX = SDI/(T*R/1) Cs, MAX =
Cs MAX = SDI TL/(T z *R/ Cs MAX =
Seismic Response Coefficient, Minimum
Cs, MIN = 0.01 // Cs, MIN
Cs MIN = 0.5 S1 / (R/1) Cs MIN =
11.0 ft
0.020 (ASCE 7 Table 12.8.-2)
0.121 (CTO.0.75) (ASCE 7 EQ 12.8.-7)
6.0 sec (ASCE 7 11.4.5)
0.131
0.704 T <_ TL
NA T > TL
(ASCE 7 EQ 12.8.-2)
(ASCE 7 EQ 12.8.-3)
(ASCE 7 EQ 12.8.-4)
0.010 (ASCE 7 EQ 12.8.-5)
NA if S 1 > 0.6 (ASCE 7 EQ 12.8.-6)
Cs =
0.131
Dead Load W =
15
kips
V=CsW=
1.9
kips
QE = V =
1.9
kips
P =
1.0
Ex = P QE
1.9
kips
Ev=.2SDSD=
0.17
xD kips
Factor for Alternate Basic Load conbinations - 2018 IBC
En/1.4 =
1.4
kips
k=
1
(ASCE 7 EQ 12.8A)
(ASCE 7 EQ 12.4-3)
(ASCE 7 12.3.4.2)
(ASCE 7 EQ 12.4-3)
IBC 2018 1605.3.2
(ASCE 7 12.8.3)
VERTICAL DISTRIBUTION (Per ASCE 7 - 12.8.3)
Story
Total
Story
Vert Dist
Story
Factored Story
Area
Height
Height
Weight
Factor
Force
Force (ASD)
Floor
H
hx
Wx
wxhxk
CVX
Fx
Fx p/1.4 = EH/1.4
(ft�)
(ft)
(ft)
(kips)
(k-ft)
(kips)
(kips)
Roof
670
11.00
11.00
15
162
1.00
1.9
1.4
Page
of 29
Sum =1 162 1 1.000 1 1.9 1 1.4
Page 10 of 29
Project Number:
Plan Name:
Sheet Number:
S220624-4
Folk Residence Addition
L4
Engineer:
Speci ics:
Date:
SB
DESIGN LOADS
8/30/2022
FRONT / BACK APPLIED FORCES
Wind Force
0.6 0o * Ws (kips)
Seismic Force
E/1.4 (kips)
Per Level
Sum
Per Level
Sum
1.06
1.38
1.06
1.38
1.06
1.38
Governing Force:
ROOF 1.38 k Seismic
1st FLOOR Base Shear:
1.38 k Seismic
1 ■ SIDE / SIDE APPLIED FORCES I
Wind Force
0.6 w * Ws (kips)
Seismic Force
E/1.4 (kips)
Per Level
Sum
Per Level
Sum
1.32
1.38
1.32
1.38
1.32
1.38
Governing Force:
Z
Roo` 1.38 k Seismic
1st FLOOR Base Shear:
1.38 k Seismic
Page 10 of 29
Page 11 of 29
Project Number.
S220624-4
I Plan Name:
Folk Residence Addition
Sheet Number.
LS
Engineer:
ss
Specifics:
Shear walls
Date:
0 3o zozz
2nd Story Walls (F)ront - Bask Direction) Smd Species HF
All walls designed with Force-TronsPer should meet a minimum height to width
ratio of2:1 at Pier (SDPWS 2018, Table 4.3.4)
• Maximum allowed height to width mtio 3.5:1 for walls w/o openings (increased shear
design values per SDPWS 2018, Table 4.3.4)
' Shear panel height is height to underside m mofm Boor flaming.
"Adjusted" Story shear(kips) = 138 Govemtng Force (FB Direction) = Seismic
Story height (ft)= 11.00 Dead load factor (FB Direction)= 0.90 BC 2018 Equation 16-22
Shear Ponel height (ft)= 10.00 00% story shear
Total Diaphragm width(it)= 2025 YES load balance cheek=Wammg-Wall loads do not match story shear
RED = Update Formula as requited- Important
BLUE = Review and update w requited - Typical Input
2nd Story Walls (Front- Beck Dircetion)
Hold downs and window straps
HeightnNidth
Force st
Window
Story
Wall
WeH
Opening Opening Opening(max) Plate to
Effective
Trib. Width
Percent
Effective
Story
Sum
Ponel
Reduction(%)
Design Panel
Wall
Roof
Story
Sum
OTM
RM
Resultant
HD
HD/Strop to HD location
Resultant
Window
Strap
Mark
L(ft)
Width(ft) Height(ft) to Edge(ft) Opeting(ft)
Leogth(ft)
(ft)
Sharing(%)
Trib.Width
V(kips)
V(kips)
Shear(plf)
R=2eLB
Shear(pit)
Type
Trib(ft)
DL(klf)
DL(Idf)
(k-ft)
(k-ft)
HD(kips)
TYPE
DFmHF7 Edgednterim9
HD
(Kips)
1
At
9.00
9.00
10.13
0.58
5.88
0.40
0.40
45
1.00
45
SW6
2.00
0.14
0.14
4A
7.4
-0.35
Brconc
HF Edge
No HD
0.00
No strap
1
A2
6.50
6.50
10.13
0.42
4.25
0.29
0.29
45
1.00
45
SW6
2.00
0.14
0.14
3.2
4.3
-0.19
Brconc
HF Edge
No HD
0.00
Nostrap
1
BA
9.50
9.50
10.13
1.00
10.13
0.69
0.69
73
1.00
73
SW6
7.00
0.24
0.24
7.6
13.9
-0.69
fir -cone
HF Edge
No HD
0.00
No strap
1
B.2
9.00
9.00
10.13
1.00
10.13
0.69
0.69
77
1.00
77
SW6
7.00
0.24
0.24
7.6
12.6
-0.59
fir -cone
HF Ede
No HD
0.00
strals
S=
34.00
Total OSB wall length
25.00
S=
30.38
2.07
2.07
Warning-
Total OSB Capacity
1.38
set)I
(kips)
Page 11 of 29
Page 12 of 29
Project Number:
Plan Name:
Sheet Number:
5220624-4
Folk Residence Addition
L6
Engineer:
Specifics:
Date:
Ss
Shear walls
S 30 2022
Notes:
" All walls designed with Force-Transfr should meet a minimum height to width
.fie of2:1 at Pier (SDPWS 2018, Table 4.3.4)
• M-ftoum allowed height to width ratio 3.5:1 for walls w/o openings (increased shear RED = Update Formula as requhed-hnpottant
design values per SDPWS 2018, Table 4.3.4) BLUE = Review and update as requhed-Typical Input
" Shear panel height is height to underside or mofor floor fiaming.
2nd Story Walls(Side/ Side Direction)
Stud Species
HF
2nd Store Wall, (Side/ Side Direction)
Hold downs and window straps
"Adjusted" Story shear(Idps)= 1.38
Governing Force(F/B Direction) =
Seismic
Story height (ft)= 10.00
Dead load factor(F/B Direction)=
090
®C 2018
Equation 16-22
Shear Panel height (ft)= 10.00 F
100% story shear
Total Diaphragm width (it) = 44.00
YES
load balance check =
OK
Height/Width
Fmce at
Window
Story Wall
Wall Opening Opening Opening (max)
Plate to
Effecfie Trib. Width Percent
Effective
Story
Sum Panel
Reduction(%) Design Panel
Wall
Roof Story Snm
OTM
RM Resultant HD/Strap to HD location HD
Resultant
Window
Strap
Mark
Lift) Width (ft) Height (ft) to Edge (ft)
Openmg(ft)
Length(ff) (ft) Sharing(%)
Trib.Width
V(kips)
VDdps) Shear(plf)
R=2"I/fi Shear(plf)
Type
Trib(R) DL(klf) DL(klf)
(k-ft)
(k-ft) HD(kips) DFmHF? EdgeAmetim? TYPE
HD
(Kips)
1 1.1
14,50
14.50 22,00 1.00
22.00
0.69
0.69 48
1.00 48
SW6
2.00 0.14 0.14
6.9
13.2 -0.45 HF Edge Po-conc
No RD
0.00
No strap
1 2.1
8,50
8.50 22.00 1.00
22.00
0.69
0.69 81
1.00 81
SW6
2.00 0.14 0.14
6.9
4.6 0.29 HF Edge 0r-cone,
No RD
0.00
No strap
S= 23.00 Totalosit-Hlength= 23.00 S= 44.00 1.38 138 OK Total OSB Capacity 138
(feet) (ltips)
Page 12 of 29
Page 13 of 29
Project
sheet number:
Folk Residence Addition
L7
Subject
Date
SHEAR WALL EQUATION DIAGRAM
813"12022
SHEAR WALL WITH WINDOW BASED ON SHEAR TRANSFER:
WROOF Where:
Vi = Story Shear
VROOF Wi = Story Dead Load
HDi = Story Holdown
MOTi = Story Over Turning Moment
i+l vi+1 panel MR; = Story Resisting Moment
f
;di
vi+1 plate MOT ROOF — VROOF X Ih+1
V1+1 W2 MR ROOF — 0.6 X WROOF X D2/2
Ha
TT HDi+1 = (MOT ROOF - MR ROOF)/(D - 6")
1 w mn T
Hi H Vi+1 panel = VROOF / (L, + I _)
Vi panel
Vi plate Vi+1 plate = VROOF / D
Ho
MOTi =
1(Vi+1 + VROOF) X Hil + MOT ROOF
MR; =
0.6 x (Wi+1 + WROOF) x D2/2
HDi =
(MOTi - MR1i)/(D - 6")
Vi panel
= (• ROOF + Vi+l) / (Li +,..)
Vi plate
= (VROOF + Vi+1) / D
FORCE TRANSFER AROUND WINDOW CALCULATION (CANTILEVER PIER METHOD)
Hs Vy
Hw/2
Vi,
Vh = Vi panel X I'—
Vv = HDi
V, Ti, = Vh (Hµ, / 2 + Ha) / Ha
Tv = Is resisted by the continuous stud adjacent to the window.
Page 13 of 29
Page 14 of 29
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
FRAMING
CALCULATIONS
BEAM REFERENCE PER PLAN
Existing to remain, typical unless noted otherwise
it F O R T E Val E B M JOB SUMMARY REPORT
S220624-4 - Folk Residence
Paae 15 of 29
Ll qF
Member Name
Results
Current Solution
Comments
1B1
Passed
1 piece(s) 4 x 10 DF No.2
IjI
Passed
1 piece(s) 2 x 10 DF No.2 @ 16" OC
1J2 (< 70% IS OK FOR PT)
Passed
1 piece(s) 2 x 8 DF No.2 @ 16" OC
1B2 (<70% IS OK FOR PT)
Passed
1 piece(s) 4 x 10 DF No.2
Roof
Member Name
Results
Current Solution
Comments
R31
Passed
1 piece(s) 2 x 8 DF No.2 @ 16" OC
R32
Passed
1 piece(s) 2 x 12 DF No.2 @ 24" OC
RH1
Passed
1 piece(s) 4 x 6 DF No.2
RH2
Passed
1 piece(s) 4 x 6 DF No.2
RBl
Passed
1 piece(s) 6 x 12 DF No.2
RH3
Passed
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
A
Weyerhaeuser
8/30/2022 11:37:44 PM UTC
ForteWEB v3.4
File Name: S220624-4 - Folk Residence
Page 15 of 29
Page 1 / 11
aFORTEWEB
MEMBER REPORT
LI, 1131
1 piece(s) 4 x 10 OF No.2
PASSED
Page 16 of 29
Overall Length: 7' 3 1/4"
6i[-%
C
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2583 @ 7' 3"
3828 (1.75")
Passed (67%)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (Ibs)
1754 @ 2' 4 3/4"
3885
Passed (45%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3204 @ 4' 5 5/16"
4492
Passed (71%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.038 @ 4' 4 9/16"
0.192
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.057 @ 4' 4 13/16"
0.289
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
able
Required
Dead
Floor Live
Snow
Factored
1 - Column - DF
3.50"
�3.50"
1.91"
1516
2186
1366
4180
Blocking
2 - Column - DF
1.75"
5"
1.50"
904
1395/-91
843
2583
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 3" o/c
Bottom Edge (Lu)
7' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comm
0 - Self Weight (PLF)
0 to 7' 3 1/4"
N/A
8.2
1 - Uniform (PSF)
0 to 7' 3 1/4" (Front)
12'
12.0
40.0
-
Default Load
2 - Uniform (PSF)
0 to 7' 3 1/4" (Front)
12'
15.1
-
25.0
Snow
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
ForteWEB 0.4, Engine: V8.2.2.11122, Data: V8.1.2.2
Weyerhaeuser
File Name: SpAffi -40fAk Residence
Page 2 / 11
WFORTEWEB
MEMBER REPORT
L1, III
1 piece(s) 2 x 10 OF No.2 @ 16" OC
PASSED
Page 17 of 29
overall Length: 14
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
507 @ 1 1/2"
1406 (1.50")
Passed (36%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
451 @ 10 3/4"
1665
Passed (27%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1754 @ 7' 1/2"
2029
Passed (86%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.278 @ 7' 1/2"
0.346
Passed (L/598)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.382 @ T 1/2"
0.692
Passed (L/435)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Hanger on 9 1/4" HF IedgerOnMasonry
1.50"
Hangers
1.50"
141
376
516
See note '
2 - Beam - DF
3.50"
3.50"
1.50"
143
380
523
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
All Bearing Points
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
LU28
1.50"
N/A
8-10dx1.5
6-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 14' 2"
16"
15.0
40.0
Default Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woc>dproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
ForteWEB 0.4, Engine: V8.2.2.11122, Data: V8.1.2.2
Weyerhaeuser
File Name: SpAffi -40fAk Residence
Page 3 / 11
2FORTEWEB"
LI, 112 (< 70% IS OK FOR PT)
1 piece(s) 2 x 8 DF No.2 @ 16" OC
PASSED
Page 18 of 29
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
534 @ 1' 1 3/4"
3281 (3.50")
Passed (16%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
344 @ 1' 10 3/4"
1305
Passed (26%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
840 @ 5' 3 5/16"
1360
Passed (62%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.108 @ 5' 3 1/8"
0.206
Passed (L/912)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.134 @ 5' 3 3/16"
0.411
Passed (L/736)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Beam - DF
3.50"
3.50"
1.50"
107
427
534
Blocking
2 - Beam - DF
3.50"
3.50"
1.50"
85
346/-6
431
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
All Bearing Points
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 9' 7"
16"
15.0
60.0
Default Load
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
Data: V8.1.2.2
ForteWEB 0.4, Engine: VpZf2
Weyerhaeuser
48.2.2.11122,
File Name: S P840-fAk Residence
Page 4 / 11
2FORTEWEB"
L1, 1132 (<700/o IS OK FOR PT)
1 piece(s) 4 x 10 DF No.2
PASSED
Page 19 of 29
PF
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1754 @ 1/4"
2481 (1.75")
Passed (71%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1297 @ 11"
3885
Passed (33%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3051 @ 3' 6 1/4"
4492
Passed (68%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.061 @ 3' 6 1/4"
0.233
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.073 @ T 6 1/4"
0.350
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - HF
1.75"
1.75"
1.50"
275
1479
1754
Blocking
2 - Stud wall - HF
1.75"
1.75"
1 1.50"
275
1479
1754
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
7' 1" o/c
Bottom Edge (Lu)
7' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads '
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 7' 1/2"
N/A
8.2
1 - Uniform (PSF)
0 to 7' 1/2" (Front)
7'
10.0
60.0
Default Load
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser
File Name: S pZ�1124940fAk Residence
Page 5 / 11
2FORTEWEB"
Roof, RJ 1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
PASSED
Page 20 of 29
Sloped Length: 20 11 15/ 16'
4 ;
2'
a
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
545 @ 2' 2 3/4"
5435 (5.50")
Passed (10%)
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
380 @ 3' 3/8"
1501
Passed (25%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
1532 @ 9' 11 1/2"
1564
Passed (98%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.207 @ 0
0.235
Passed (2L/272)
1.0 D + 0.6 W (Alt Spans)
Total Load Defl. (in)
0.949 @ 9' 11 1/2"
1.086
Passed (L/206)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180).
• Upward deflection on left and right cantilevers exceeds overhang deflection criteria.
• Birdsmouth cut has not been analyzed.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Upward deflection on left and right cantilevers exceeds 0.4".
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Wind
Factored
1 - Birdsmouth - DF
5.50"
5.50"
1.50"
210
335
-405
545/-117
Blocking
2 - Beveled Plate - DF
5.50"
5.50"
1 1.50"
210
335
-405
545/-117
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
All Bearing Points
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Snow
(1.15)
Wind
(1.60)
Comments
1 - Uniform (PSF)
0 to 19' 11"
16"
15.0
25.0
-30.0
Default Load
Member Length : 21' 2 3/8"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 4/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
AForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
P 20 of 29
Weyerhaeuser File Name: SP2� -04 - Folk Residence
Page 6 / 11
2FORTEWEB"
Roof, RJ2
1 piece(s) 2 x 12 DF No.2 @ 24" OC
PASSED
Page 21 of 29
i
1' 6"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
i
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
583 @ 16' 1/2"
2126 (3.50")
Passed (27%)
1.0 D + 1.0 S (Alt Spans)
Shear (Ibs)
488 @ 2' 10 3/4"
2329
Passed (21%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2008 @ 8' 11 1/2"
3138
Passed (64%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.163 @ 8' 10 13/16"
0.477
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.259 @ 8' 10 15/16"
0.716
Passed (L/663)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on Nos.
Supports '
Bearing Length
Loads to Supports (Ibs)
Accessories
Available
Required
Dead
Snow
Factored
1 - Stud wall - HF
5.50"
5.50"
1.50"
270
449
719
Blocking
2 - Stud wall - HF
3.50"
3.50"
1.50"
218
366
583
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
All Bearing Points
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 16' 3"
24"
15.0
25.0
Default Load
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
AForteWEB v3.4, Engine: VP8.2.2.2122, 2Data: V8.1.2.2
Weyerhaeuser File Name: S22�e24-40fF41k Residence
Page 7 / 11
2FORTEWEB"
Roof, RH 1
1 piece(s) 4 x 6 DF No.2
PASSED
Page 22 of 29
PF
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1273 @ 0
3281 (1.50")
Passed (39%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
990 @ 7"
2657
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1671 @ 2' 7 1/2"
1979
Passed (84%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.066 @ 2' 7 1/2"
0.175
Passed (L/954)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.107 @ 2' 7 1/2"
0.262
Passed (L/590)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
485
788
1273
None
2 - Trimmer - DF
1.50"
1.50"
1 1.50"
485
788
1273
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 3" o/c
Bottom Edge (Lu)
5' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 5' 3"
N/A
4.9
1 - Uniform (PSF)
0 to 5' 3"
12'
15.0
25.0
Default Load
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
AForteWEB 0.4, Engine: Vp8.2.2.122, 22Daata: V8.1.2.2
Weyerhaeuser File Name: S P �40-fAk Residence
Page 8 / 11
2FORTEWEB"
Roof, RH2
1 piece(s) 4 x 6 DF No.2
PASSED
Page 23 of 29
0 E
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1858 @ 2' 3"
6563 (3.00")
Passed (28%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
895 @ 2' 10"
2657
Passed (34%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-1071 @ 2' 3"
1979
Passed (54%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.043 @ 5' 8 3/16"
0.208
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
1 0.070 @ 5' 8 1/4"
0.313
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -247 Ibs uplift at support located at 0". Strapping or other restraint may be required.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
T
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
-60
44/-187
-247
None
2 - Trimmer - SPF
3.00"
3.00"
1.50"
717
1141
1858
None
3 - Trimmer - DF
1.50"
1.50"
1.50"
277
444
721
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 6" o/c
Bottom Edge (Lu)
8' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 8' 6"
N/A
4.9
--
1 - Uniform (PSF)
0 to 8' 6"
7'
15.0
25.0
Default Load
Notes
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
AForteWEB
8/30/2022 11:37:44 PM UTC
0.4, Engine: Vp8.2.2.122, V8.1.2.2
Weyerhaeuser
22Daata:
File Name: S P2f2 340fAk Residence
Page 9 / 11
2FORTEWEB"
Roof, RB1
1 piece(s) 6 x 12 DF No.2
PASSED
Page 24 of 29
17
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2990 @ 1' 8 3/4"
18906 (5.50")
Passed (16%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1753 @ 2' 11"
8244
Passed (21%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
5462 @ 7' 1/8"
10166
Passed (54%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.069 @ 6' 11 3/16"
0.518
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.115 @ 6' 11 5/16"
0.690
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Column - DF
5.50"
5.50"
1.50"
1228
1763
2990
Blocking
2 - Column - DF
5.50"
5.50"
1.50"
934
1360
2294
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
12' 5" o/c
Bottom Edge (Lu)
12' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 12' S"
N/A
16.0
1 - Uniform (PSF)
0 to 12' S" (Front)
10'
15.8
25.0
Default Load
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
AForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
p 24 of 29
Weyerhaeuser File Name: SP2�P242-4 - Folk Residence
Page 10 / 11
2FORTEWEB"
Roof, RH3
1 piece(s) 4 x 10 DF No.2
PASSED
Page 25 of 29
PF
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2180 @ 0
3281 (1.50")
Passed (66%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1707 @ 10 3/4"
4468
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4497 @ 4' 1 1/2"
5166
Passed (87%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.090 @ 4' 1 1/2"
0.275
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.149 @ 4' 1 1/2"
0.412
Passed (L/664)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
865
1315
2180
None
2 - Trimmer - DF
1.50"
1.50"
1 1.50"
865
1315
2180
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 3" o/c
Bottom Edge (Lu)
8' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 8' 3"
N/A
8.2
1 - Uniform (PSF)
0 to 8' 3"
12' 9"
15.8
25.0
Default Load
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes 911111111111111111
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:37:44 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
25 29
Weyerhaeuser File Name: Sp2aO%$ -4of - Folk Residence
Page 11 / 11
2FORTEWEB'
Roof, P1 - New deck roof column, typ
1 piece(s) 6 x 6 DF No.2
PASSED
Page 26 of 29
Post Height: 13'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
28
50
Passed (57%)
Compression (Ibs)
2991
12123
Passed (25%)
1.15
1.0 D + 1.0 S
Base Bearing (Ibs)
2991
18906
Passed (16%)
--
1.0 D + 1.0 S
Bending/Compression
0.21
1
Passed (21%)
1.15
1.0 D + 1.0 S
• Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
• Applicable calculations are based on Nos.
Supports Material Member Type : Free Standing Post
Base Plate Douglas Fir -Larch Building Code : IBC 2018
Design Methodology : Aso
Max Unbraced Length Comments
Full Member Length No bracing assumed.
1
Drawing is Conceptual
Vertical Load
Dead
(0.90)
Snow
(1.15)
comments
1 - Point (lb)
1228
1763
Linked from: RB1, Support 1
Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Note: 1.23k + 1.76k = 3k
2 ft square footing adequate (allowable = 5500 lb. Braced at surface deck).
ForteWEB Software Operator
Job Notes
Spencer Boyle
L120 Engineering + Design
(425) 636-3313
sboyle@1120engineering.com
8/30/2022 11:56:18 PM UTC
AForteWEB 0.4, Engine: Vp8.2.2.122, 22Daata: V8.1.2.2
Weyerhaeuser File Name: S -40-fFolk Residence
Page 1 / 1
Page 27 of 29
- LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
FOUNDATION
CALCULATIONS
FOOTING REFERENCE PER PLAN
Project: Foundation calculations - 1500 psf
Location: 16" continous footing (max loading) - bearing
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 16.0 IN Wide x 8.0 IN Deep Continuous Footing With 8.0 IN Thick
x 18.0 IN Tall Stemwall
Long itudinalReinforcement: (2) Continuous #4 Bars
TransverseReinforcement: #4 Bars @ 12.00 IN. O.C. (unnecessary)
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs =
1500 psf
Concrete Compressive Strength:
F'c =
2500 psi
Reinforcing Steel Yield Strength:
Fy =
40000 psi
Concrete Reinforcement Cover:
c =
3 in
FOOTING SIZE
Width:
W =
16 in
Depth:
Depth
= 8 in
Effective Depth to Top Layer of Steel:
d =
4.25 in
STEMWALL SIZE
Stemwall Width: 8 in
Stemwall Height: 18 in
Stemwall Weight: 150 pcf
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Effective Allowable Soil Bearing Pressure:
Width Required:
Beam Shear Calculations (One Way Shear):
Beam Shear:
Allowable Beam Shear:
Transverse Direction:
Bending Calculations:
Factored Moment:
Nominal Moment Strength:
Reinforcement Calculations:
Concrete Compressive Block Depth:
Steel Required Based on Moment:
Min. Code Req'd Reinf. Shrink./Temp
Controlling Reinforcing Steel:
Selected Reinforcement:
Reinforcement Area Provided:
Development Length Calculations:
Development Length Required:
Development Length Supplied:
Longitudinal Direction:
Reinforcement Calculations:
Min. Code Req'd Reinf. Shrink./Temp
Controlling Reinforcing Steel:
Selected Reinforcement:
Reinforcement Area Provided:
Qu = 1388 psf
Qe = 1400 psf
Wreq = 1.32 ft
Vu1 = 0 lb
Vc1 = 3825 lb
Mu = 1310 in -lb
Mn = 0 in -lb
a =
0.30 in
As(1) =
0.01 in2
(AC I-10.5.4)As(2) =
0.19 in2
As-reqd =
0.19 in2
Trans: #4's @ 12.0
in. o.c.
As =
0.19 in2
Ld = 15 in
Ld-sup = 1 in
(ACI-10.5.4): As(2) = 0.26 in2
As-regd = 0.26 in2
Longitudinal: (2) Cont. #4 Bars
As = 0.39 in2
StruCalc 9.0 Page 28 of 29 page
S�truCal"l, _ -
StruCalc Version 10.0.1.6 12/16/2017 1:04:55 PM
LOADING DIAGRAM
8 in
8 in P
T
3 in
1
1.333333 ft
Live Load:
PL =
1000 plf
Dead Load:
PD =
700 plf
Total Load:
PT =
1850 plf
Ultimate Factored Load:
Pu =
A0 Dlf
MAXIMUM 1.85 KLF ALLOWABLE
Page 28 of 29
Project: Foundation calculations - 1500 psf
Location: 2x2 SO ftg (max loading) - bearing
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 2.0 FT x 2.0 FT x 10.00 IN
Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs =
1500 psf
Concrete Compressive Strength:
F'c =
2500 psi
Reinforcing Steel Yield Strength:
Fy =
40000 psi
Concrete Reinforcement Cover:
c =
3 in
FOOTING SIZE
Width:
W =
2 ft
Length:
L =
2 ft
Depth:
Depth
= 10 in
Effective Depth to Top Layer of Steel:
d =
6.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m =
3.5 in
Column Depth:
n =
3.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1375 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1375 psf
Required Footing Area:
Areq =
4 sf
Area Provided:
A =
4.00 sf
Baseplate Bearing:
Bearing Required:
Bear =
8000 lb
Allowable Bearing:
Bear -A =
33841 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
1917 lb
Allowable Beam Shear:
Vc1 =
11250 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
39 in
Punching Shear:
Vu2 =
6680 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
54844 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
76875 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
36563 lb
Controlling Allowable Punching Shear:
vc2 =
36563 lb
Bending Calculations:
Factored Moment:
Mu =
24000 in -lb
Nominal Moment Strength:
Mn =
127575 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a =
0.46 in
Steel Required Based on Moment: As(1) =
0.11 in2
Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) =
0.48 in2
Controlling Reinforcing Steel: As-reqd =
0.48 in2
Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min.
Reinforcement Area Provided: As =
0.59 in2
Development Length Calculations:
Development Length Required: Ld =
15 in
Development Length Supplied: Ld-sup =
9 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
StruCalc 9.0 Page 29 of 29 page
S�raCal"C _
StruCalc Version 10.0.1.6 12/16/2017 1:04:56 PM
LOADING DIAGRAM
3.5 in
10 in
I n �
T
3 in
2 ft
FOOTING LOADING
Live Load:
PL =
3500 lb
Dead Load:
PD =
2000 lb
Total Load:
PT =
5500 lb
Ultimate Factored Load:
Pu =4JO0
lb
Footing plus soil above footing weight:
Wt
h22 lb
MAXIMUM 5.5k ALLOWABLE
Page 29 of 29