REVIEWED BLD-BLD2022-0616+Structural_Calculations+5.10.2022_3.08.18_PM+2860459BLD2022-0616
RECEIVED
May 11 2022 Structural Design Associates
CITY OF EDMONDS 3006 Rucker Ave.
DEVELOPMENTSERVICES
DEPARTMENTMENT Everett, WA 98201-3774
Phone: (425) 339-0293
Email: admin@sdaeverett.com
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
STRUCTURAL CALCULATIONS
LATERAL, GRAVITY, & FONDATION SFR RETROFIT
SDA Job # 9508
APR 15 2022
KUNKEL RESIDENCE
752 WALNUT ST
EDMONDS, WA 98020
April 14, 2022
KUNKEL RESIDENCE
I April 14, 2022
I SDA Job # 9508
Scope of Work:
LATERAL, GRAVITY, & FONDATION SFR RETROFIT
Site Address:
752 WALNUT ST
EDMONDS, WA 98020
Number of Stories: 2 Engineer: JIB
Reviewed by: CCC
Risk Category: II BLDGS EXCEPT I, III, & IV
Construction Type: LOW RISE - RESIDENTIAL
Roof Level Loading:
Roofing
Composition
3.0
Sheathing
15/32" Plywood
1.5
z
0
Insulation
Roll/Batt
3.0
w
Ceiling
5/8" GWB
2.8
a w
Framing
Trusses
2.2
JMiscellaneous
fixtures, mechanical, electrical, partitions etc.
2.5
LIVE LOAD:
20.0 psf TOTAL DEAD LOAD:
15.0 psf
25.0 psf
WALL DEAD LOAD:
Level Loading:
10.0 sf ROOF SNOW LOAD:
2nd Floor
Floor Covering
Carpet/Hardwood/Tile
3.3
z
Sheathing
3/4" Plywood
2.3
1 0
Ceiling
1/2" GWB
2.2
°o w
Joists
2x10
2.8
E: U)
Beams
0.0
p J
N Q
Miscellaneous
fixtures, mechanical, electrical, partitions etc.
1.4
WALL DEAD LOAD11
10.0 sf TOTAL DEAD LOAD:
12.0 psf
Level Loading:
FLOOR LIVE LOAD:
15.0 psf
Grade
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
WALL DEAD LOAD
TOTAL DEAD LOAD:
0.0 sf
Level Loading:
FLOOR LIVE LOAD:
NA
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
NA WALL DEAD LOAD
I
TOTAL DEAD LOAD: 0.0 psf
FLOOR LIVE LOAD:
Soil Bearing Capacity:
1500 psf
18 in
Frost Depth:
KUNKEL RESIDENCE I April 14, 2022
SDA Job # 9508
Type of construction: I LOW RISE -RESIDENTIAL Location: 752 WALNUT ST
Applicable Building Codes: 2018 IBC, ASCE 7-16
EDMONDS, WA 98020
Work performed :
LATERAL, GRAVITY, & FONDATION SFR RETROFIT
WIND DESIGN: Ps = APs30Kzt
Enclosure Classification:
Exposure :
ENCLOSED - SIMPLE DIAPHRAGM PER ASCE 7-16, 26.2
B Wind Exposure Category as set forth in 2018 IBC, Section 1609.4
Wind Speed =
110 MPH Basic Wind Speed as used in ASCE 7-16, Figure 26.5-1(A-D)
VASD =
86 MPH Allowable Stress Design Wind Speed
' =
0.89 Adjustment factor for building height and exposure from Figure28.5-1 of ASCE 7-16
KZT =
1.33 Adjustment factor for increased wind speed due to a hill or escarpment
Roof slope:
Front/Rear tan-1 (
rise run
4 / 12 ) = 18.4 degrees
Number of floors:
Left/Right tan-1 (
4 / 12 ) = 18.4 degrees
20 ft Mean Elevation
Average uplift (F/R)=
-16.6 psf Based on wind zones'G' and'H'
p
Average uplift (R/L)=
-16.6 sf Based on wind zones'G' and'H'
v
O
End zone of wall End zone of roof
Front/Rear
Left/Right Front/Rear Left/Right
'530= A = 25.8 psf
25.8 psf B = -7.3 psf -7.3 psf
PS= 30.7 psf
30.7 psf -8.7 psf -8.7 psf
`
Interior zone of wall Interior zone of roof Front/Rear
s CO)
Front/Rear
'S30= C = 17.2 psf
Left/Right Left/Right
17.2 psf D = -4.1 psf -4.1 psf
-
PS= 20.4 psf
20.4 psf -4.9 psf -4.9 psf
(A]
Transverse
FRONT/REAR (SOUTH/FRONT) ZONES
FV Roof =
WIND ZONE
A
B
C
D
AVE. HEIGHT
50
32
154
112
AVE. WIDTH
1
1
1
1
Ps
30.68
0.00
20.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
1534
0
3142
0
0
0
0
0
0
0
0
0
TOTAL i5,568lb_s
Minimum net pressure controls. The calculated pressure
is less than the minimum net pressure, equal to
16 sf applied over the entire area. ASCE 7-10 27.1.5
ZV 2nd Floor =
WIND ZONE
A
C
AVE. HEIGHT
65
260
AVE. WIDTH
1
1
Ps
30.68
20.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
1994
5304
0
0
0
0
0
0
0
0
0
0
TOTAL 17,298lbs
FV Grade =
WIND ZONE
AVE. HEIGHT
AVE. WIDTH
Ps
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
0
0
0
0
0
0
0
0
0
0
0
0
TOTAL 0lbs
--------------------------------------
FV NA =
WIND ZONE
AVE. HEIGHT
AVE. VVUTFI--
Ps
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
0
0
0
0
0
0
0
0
0
0
0
0
TOTAL 10lbs
KUNKEL RESIDENCE I
April 14, 2022
SDA Job#
9508
LEFT/RIGHT (EASTMEST) ZONES
IV Roof =
WIND ZONE
A
B
C
D
AVE. HEIGHT
72
46
245
186
AVE. WIDTH
1
1
1
1
Ps
30.68
0.00
20.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
2209
0
4998
0
0
0
0
0
0
0
0
0
TOTAL
18,784 lbs Minimum net pressure
controls. The calculated pressure is less than the minimum net
pressure, equal to
16 sf applied over the
entire area. ASCE 7-10 27.1.5
FV 2nd Floor =
WIND ZONE
A
C
AVE. HEIGHT
101
396
AVE. WIDTH
1
1
Ps
30.68
20.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
3098
8078
0
0
0
0
0
0
0
0
0
0
TOTAL
111,177lbs
1V Grade =
WIND ZONE
AVE. WIDTH
Ps
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
0
0
0
0
0
0
0
0
0
0
0
0
TOTAL
:0lbs
--------------------------------------
ZV NA =
WIND ZONE
AVE. HEIGHT
AVE. WIDTH
Ps
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
0
0
0
0
0
0
0
0
0
0
0
0
TOTAL
:0lbs
--------------------------------------
SEISMIC LOAD p CALCS (ASCE7-16 612.3.4):
Roof Level
Calculations
Plate Height:
7.75 ft
Tributary Area:
1.0
Total length of Shearwall in Shortest Line:
6.50 ft
Total Area:
2.0
Length of Shortest Segment within Shear Line:
6.50 ft
Length of Longest Segment in Shear Line:
6.50 ft
p = 1.30
ASCE 7-16 12.3.4.2
2nd Floor Level Calculations
Plate Height:
7.75 ft
Tributary Area:
1.0
Total length of Shearwall in Shortest Line:
1.00 ft
Total Area:
2.0
Length of Shortest Shearwall within Shear Line:
1.00 ft
Length of Longest Wall in Shear Line:
1.00 ft
p = 1.30
ASCE 7-16 12.3.4.2
Grade Level
Calculations
Plate Height:
Tributary Area:
1.0
Total length of Shearwall in Shortest Line:
Total Area:
2.0
Length of Shortest Shearwall within Shear Line:
Length of Longest Wall in Shear Line:
p = NA
NA Level Calculations
Plate Height:
Tributary Area:
1.0
Total length of Shearwall in Shortest Line:
Total Area:
2.0
Length of Shortest Shearwall within Shear Line:
Length of Longest Wall in Shear Line:
p = NA
KUNKEL RESIDENCE I April 14, 2022 1 SDA Job# 9508 1 3
SEISMIC LOAD: (ASCE7-16 §12.8)
httos://hazards.atcounci1.org/
Flexiable Diaph.?
YES
V=CsW
Irregularities?
NO
SITE RESPONSE ANALYSIS REQUIREMENT 111.4.71
C SDS/(R/IQ)
Risk Category =
II
Risk Category
DESIGN WITH SEISMICALLY ISOLATED STRUCTURE?
NO
CS MIN_CASE2=0.SS,/(R/le)
p =
1.30
Redundancy
DESIGN STRUCTURE WITH DAMPING SYSTEM?
NO
CS MIN CASEI=0.044SDSle>0.011
Site Class =
D - DEFAULT
C:
IE =
1
1.5.1)
NOT REQUIRED: 11.4.8.E.2, Cs MODIFIED AS REQUIRED BY
MAx=SDi/(T(R/le)
(Table
EXCEPTION
T<TL, CS=SDi/R(R/le)
h n=1
20
1 Structural Height
T>TL, Cs=SD,TL/T2(R/le)
E=Csp §11.4.4 Ss = 128.4% TYPE: (T12.2-1) Ta (s) R no Cd Cs E
SMs=F.Ss
= 154.1 %
§11.4.4
Fa =
1.20
1)
SDS=2/3SMS -
102.7%
§11.4.4
S1 =
45.2%
2)
SDS'=SDS =
102.7%
§12.8.1.3
Fv =
1.95
3)
SMi=F�Si
= 88.3%
§11.4.5
SDC =
D
4)
SDJ=2/3SM1
= 58.9%
§11.4.5
TL -
6
s
Ts=SD1/SDS
= 57.3%
§11.4.6
W (ROOF) =
W (FLOOR) =
W (WALL) =
Roof Level Diaphragm Loading:
A15 - WSW
1 0.19
1 6.50
2.50
4.00
0.158
0.205
G6 - TF
0.19
1.50
1.50
1.50
0.685
0.890
LENGTH
WIDTH
COEFF
LOAD
TOTAL
2363
1
1.1
15.0
38281
1.0
15.0
0
1.0
15.0
0
1.0
15.0
0
1.0
15.0
0
Area = 2363 Sub -Total= 38281 Ih
LENGTH
WIDTH
LOAD
TOTAL
12.0
0
12.0
0
12.0
0
12.0
0
12.0
0
Area = 0 Sub -Total= Ih
NUMBER LENGTH
TRIB. HT.
LOAD
TOTAL
1 188
3.875
10.0
7285
10.0
0
10.0
0
Area = 729 Sub -Total= 7285
TOTAL = 45566 lb
2nd Floor Level Diaphragm Loading:
W (ROOF)_
W (FLOOR) =
W (WALL) =
LENGTH
WIDTH
COEFF
LOAD
TOTAL
1.0
15.0
0
1.0
15.0
0
1.0
15.0
0
1.0
15.0
0
1.0
15.0
0
Area = 0 Sub -Total= Ih
LENGTH
WIDTH
LOAD
TOTAL
1951
1
12.0
23412
12.0
0
12.0
0
12.0
0
12.0
0
Area = 1951 Sub -Total= 23412 Ih
NUMBER
LENGTH
TRIB. HT.
LOAD
TOTAL
1
196
8.5
10.0
16660
10.0
0
10.0
0
Area = 1666 Sub -Total= 16660
TOTAL = 40072 lb
KUNKEL RESIDENCE I April 14, 2022 1 SDA Job# 9508 1 4
SEISMIC DISTRIBUTION FOR: A15 - WSW, R=6.5
IIE
2)
EV (ROOF) =
EV (1 ST FLOOR) =
EV()=
EV()=
TOTAL =
EV (ROOF) =
EV (1 ST FLOOR) =
EV()=
EV()=
TOTAL =
FV
EV x p
height
FV x height
7201lb
9361lb
20
187220lb
6333lb
8232lb
8.33
68576lb
135331b 175931b
SEISMIC DISTRIBUTION FOR: G6 - TF, R=1.5
255796 Ib
FV
FV x p
height
FV x height
31203lb
40564lb
20
811286lb
27441lb
35674lb
8.33
297162lb
586451b 762381b
1108448 lb
UNFACTORED LOAD SUMMARY:
REDISTRIBUTE:
E
EV x height x FV TOTAL =
FV x height TOTAL
12877 lb
4716 lb
REDISTRIBUTE:
E ( )
EV x height x FV TOTAL =
FV x height TOTAL
55800 lb
20438 lb
WIND
SEISMIC
LEVEL
(Ft-Rr)
(Lt-Rr)
A15 - WSW
G6 - TF
EV (Roof) =
5568 Ibs
8784 Ibs
12877 Ibs
55800 lb
FV (2nd Floor) =
7298 Ibs
11177 Ibs
4716 Ibs
20438 lb
NOT APPLICABLE
NOT APPLICABLE
TOTAL BASE SHEAR=
12866 Ibs
19961 Ibs
17593 Ibs
76238 lb
KUNKEL RESIDENCE
I April 14, 2022 1 SDA Job# 9508
IRREGULARITY: Increase in force due to irregularities for seismic design categories D-F (per ASCE7-16, §12.3.3.4):
No
• No seismic load change Affected Levels:
Out -of -plane offset with discontinuity, including out -of -plane offset of at least one vertical elements (T12.3-1, Type 4)
Yes
• Seismic x 00 for diaphragm loading Affected Levels:
One or two-family dwelling of light frame construction: Yes • 00=1.0 (§12.10.1.1) — no = 1.00
FLEXIBLE DIAPHRAGM DESIGN (ASD)
IV (Roof) _
% of load transfer = 80%
(Percentage of load transferred through diaphragm)
Total diaphragm length = 32.3 ft
Sub -diaphragm length = 32.3 ft
0.6 x EV (Roof) = 5,270 IbS FACTORED WIND (LEFT -RIGHT) ---> Location @ 253 PLF x S.G. = 0
Diaphragm width = 14.0 ft
0.7 x FV (Roof) = 6,934 IbS FACTORED SEISMIC / rho ---> Location @ 240 PLF x S.G. = 3
Aspect Ratio = 2.3092857
_ ASDxEV(FLOOR)
v
[5271 Ibs , 6934 Ibs]
= [WIND=203 PLF, SEISMIC=267 PLF] `Seismic Governs!
(2)(width)(S.G.)
2 x 14 ft. x 0.93
2015 SDPWS T4.2A & T4.2C
'NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY
USE: 15/32" SHEATHING WITH 2x HEM -FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6" O/C
EV (2nd Floor) =
% of load transfer = 100%
(Percentage of load transferred through diaphragm)
Total diaphragm length = 26.0 ft
Sub -diaphragm length = 26.0 ft
0.6 x EV (2nd Floor) = 6,706 IbS FACTORED WIND (LEFT -RIGHT) ---> Location @ 253 PLF x S.G. = 0
Diaphragm width = 21.0 ft
0.7 x EV (2nd Floor) = 2,540 IbS FACTORED SEISMIC / rho ---> Location @ 240 PLF x S.G. = 0
Aspect Ratio = 1.2380952
ASDxEV(FLOOR)
v = _
[6707 Ibs , 2540 Ibs]
_ [WIND=172 PLF, SEISMIC=66 PLF] Wind Governs!
(2)(width)(S.G.)
2 x 21 ft. x 0.93
2015 SDPWS T4.2A & T4.2C
'NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY
USE: 3/4" SHEATHING WITH 2x HEM -FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6" O/C
KUNKEL RESIDENCE I April 14, 2022 1 SDA Job# 9508 1 6
CHORD DESIGN:
EV (Roof) =
Sub -diaphragm length = 32.3 ft Total -diaphragm length = 32.3 ft Design Load (critical case) = 213 PLF
Sub -diaphragm width = 14.0 ft
M *EV(unit shear) x (diaphragm length) 214 PLF x 32.33 .
T = ft.
= 8 = 8 = 861 Ibs *SEE DIAPHRAGM
DESIGN FOR EV(unit
Top Plate Size: 2x6 Species/Grade: shear) HF #2
Area =1 8.25 in Ft = 525 psi
Load duration (CD) =1 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs
Since T allowable is greater than T applied, OK.
SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs
RF1 the
# OF NAILS PER 4FT. SPLICE =
163 Ibs
= 6 NAILS
102 x Cd x p = 163 Ibs 2018 NDS
USE: 2x6 HF #2 TOP PLATE w/ (8) 10d
COMMON NAILS PER SPLICE
EV (2nd Floor) =
Sub -diaphragm length = 26.0 ft Total -diaphragm length = 26.0 ft Design Load (critical case) = 123 PLF
Sub -diaphragm width = 21.0 ft
T _ MB = *FV(unit shear) x (diaphragm length) _ 123 PLF x 26 ft. = 399 Ibs *SEE DIAPHRAGM
DESIGN FOR EV(unit
Top Plate Size: 2x6 Species/Grade: shear) HF #2
Area =1 8.25 in Ft = 525 psi
Load duration (CD) =1 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs
Since T allowable is greater than T applied, OK.
SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs 102 x Cd x p = 163 Ibs 2018 NDS
399 Ibs USE: 2x6 HF #2 TOP PLATE w/ (8) 10d
# OF NAILS PER 4FT. SPLICE = 163 Ibs = 3 NAILS COMMON NAILS PER SPLICE
KUNKEL RESIDENCE I April 14, 2022 1 SDA Job# 9508
Lateral Calculation Key - for Shearwalls Only (See attached calcs for other lateral load resisting system designs)
�P2
V
V = Shear, plf
H = Height of shearwall
L = Length of shearwall
P1 = Weight of shearwall and connected framing
P2 = Weight of adjacent wall
1P 1
*T = V x H - 0.5P1 - P2 = Tension reaction to be resisted by holdown
T� C C = V x H + 0.5P1 = Compression reaction
*Holdown tension load supporting roof framing includes wind uplift from 'Zone G' &'Zone H'
ASD Basic Load Combinations
For calculation of tension and compression forces in compliance with ASCE 7-16 2.4.1
Tension Eauations (Uplift
7. 0.6D +0.6 W
8**. (0.6-0.14SDS)D+0.7Emh
10. 0.6D-0.7Ev+0.7Eh
10*. 0.6 D-0. 7 Ev+0. 7 E m h
Compression Equations
5. D+0.6W
5** 0+0.14SDS)D+0.7Emh
6. D+0.75L+0.75(0.6W)+0.75S
6b**(1+0.105SDS)D+0.525Emh+0.75L+0.75S
8. D+0.7Ev+0.7Eh
8* D+0.7Ev+0.7Emh
9 D+0.525Ev+0.525Eh+0.75L+0.75S
9* D+0.525Ev+0.525Emh+0.75L+0.75S
LRFD Basic Load Combinations (Where Applicable)
For calculation of tension and compression forces in compliance with ASCE 7-16 2.3.1
Tension Equations (Uplift)
5. 0.9D+W
7. 0.9D-Ev+Eh
7*. 0.9D-Ev+Emh
7**. (0.9-0.2SDS)D+Emh
Compression Equations
4. 1.2D+1.6W+L+0.5S
5**. (1+0.2SDS)D+Emh+L+0.2S
6. 1.2D+Ev+Eh+L+0.2S
6*. 1.2 D+ Ev+Emh+L+0.2 S
Load Symbol Legend:
D - Dead load
L - Live load
S - Snow load
W - Wind load
SDS - Design spectral response acceleration
Eh - Effect of horizontal seismic forces
Ev - Effect of vertical seismic forces
Em - Effect of horizontal seismic forces, including overstrength
Emh - Vertical seismic load effect
Abbreviation Symbol Legend:
HD - HOLDOWN
Shear Wall Coefficient Legend: (see "SEGMENTED SHEAR WALL DESIGN" pages)
WL FACTOR- Factor for increasing seismic capacity to wind load capacity per SDPWS-2015 T4.3A.
ASPECT RATIO - Full -height segmented shear wall reduction factor per SDPWS-2015 4.3.3.4.1. Shear walls with similar stiffness per 4.3.4.2.
TOTAL ADJ. LENGTH - Sumation of shear wall segments widths adjusted with aspect ratio (as required).
S.G. - Specific Gravity Adjustment Factor for Hem -Fir Framing (may be increased to 1.0 for Douglas -Fir framing).
ASD - Allowable Stress Design load combination factor.
ALLOWED UNIT SHEAR - Unit shear capacity per SDPWS-2015 T4.3A. Shear values adjusted with FACTOR OF SAFETY per 4.3.3.
WIND CAPACITY - Ultimate shear value calculated per: WL FACTOR x S.G. x UNFACTORED SHEAR CAPACITY/ (FACTOR OF SAFETY x ASD).
SEISMIC CAPACITY - Ultimate shear value caulated per: S.G. x UNFACTORED SHEAR CAPACITY / (FACTOR OF SAFETYx ASD).
KUNKEL RESIDENCE I April 14, 2022 SDA Job # 9508 8
ROOF -FRONT A15 - WSW I FTAO (SEE ATTACHED CALCS)
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Lt-Rt
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX
Sheathing type (T4.3A of SDPWS-2015)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
26.0 ft
EV (ROOF) = 8784 lb 12877 lb
EV () = 0 lb 0 lb
EV () = 0 lb 0 lb
EV () = 0 lb 0 lb
E (Wind) = 8,784 lb E (Smc) = 12,877 lb
ULT. V = 78 PLF ULT. V = 115 PLF
2,030 lb 2,987 lb
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF / (2 x 0.6) = 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / (2 x 0.7) = 305 PLF
Holdown Above: 1 NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL W/o 00 = (floor above) + (this floor) =
Unfactored C. WL = 605 Ibs Unfactored T. WL = 1104 Ibs
Unfactored C. EQ = 890 Ibs Unfactored T. EQ = 890 Ibs
Unfactored C. DL = 1613 Ibs Unfactored C.LL/SL = 750 Ibs
Tributary Area (ROOF)
Tributary Area (ROOF)
13.8 tributary width
13.8 tributary area
59.5 total width
59.5 total area
Tributary Area (2ND)
Tributary Area (2ND)
tributary width
tributary area
total width
total area
Tributary Area (NA)
Z
Tributary Area (NA)
ID
?
tributary width
a
tributary area
total width
0total
area
o
Tributary Area (NA)
Tributary Area (NA)
tributary width
w
tributary area
total width
Itotal area
Height of Sheanwall = 7.8 ft
Length of Sheanwall = 26.0 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 2.0 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? I No Block Shear Wall
USE 1
Seismic controls shearwall design
0 Ibs + 855 Ibs = 855 Ibs Seismic controls -C3 (ASD eq. 8):
0 Ibs + -112 Ibs = -112 Ibs Seismic controls -T2 (ASD eq. 10):
NO HOLDOWNS REQUIRED OK
FOUNDATION / INTERIOR WALLS: OK
CORNER STRAP: LSTA18
I ROOF -REAR I A15 - WSW IFTAO (SEE ATTHACED CALCS)
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Lt-Rt
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX
Sheathing type (T4.3A of SDPWS-2015)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
14.0 ft
EV (ROOF) =
8784 lb
12877 lb
EV () =
0 lb
0 lb
EV () =
0 lb
0 lb
EV () =
0 lb
0 lb
E (Wind) =
8,784 lb
E (Smc) = 12,877 lb
ULT. V =
58 PLF
ULT. V = 85 PLF
t1"IZ ID -I,-IyU ID
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF / (2 x 0.6) = 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / (2 x 0.7) = 305 PLF
Holdown Above: 1 NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o 00 = (floor above) + (this floor) =
Unfactored C. WL = 449 Ibs Unfactored T. WL = 1871 Ibs
Unfactored C. EQ = 659 Ibs Unfactored T. EQ = 659 Ibs
Unfactored C. DL = 1980 Ibs Unfactored C.LL/SL = 2138 Ibs
Tributary Area (ROOF)
Tributary Area (ROOF)
5.5 tributary width
tributary area
Mtotal
59.5 total width
area
Tributary Area (2ND)
Tributary Area (2ND)
tributary width
tributary area
total width
total area
Tributary Area (NA)
Z
Tributary Area (NA)
?
tributary width
a
tributary area
total width
0total
area
o
Tributary Area (NA)
Tributary Area (NA)
ztributary
width
w
tributary area
total width
total area
Height of Shearwall = 7.8 ft
Length of Shearwall = 14.0 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 9.5 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? I No Block Shear Wall
USE 11
Seismic controls shearwall design
0 Ibs + 746 Ibs = 746 Ibs Seismic controls -C3 (ASD eq. 8):
0 Ibs + -66 Ibs = -66 Ibs Wind controls -T1 (ASD eq. 7):
NO HOLDOWNS REQUIRED OK
FOUNDATION / INTERIOR WALLS: OK
CORNER STRAP: LSTA18
KUNKEL RESIDENCE I April 14, 2022 SDA Job # 9508 9
ROOF - RIGHT A15 - WSW FTAO (SEE ATTHACED CALCS)
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Ft-Rr
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX
Sheathing type (T4.3A of SDPWS-2015)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
28.5 ft 24.8 ft
EV (ROOF) = 5568 lb 12877 lb
EV () = 0 lb 0 lb
EV () = 0 lb 0 lb
EV () = 0 lb 0 lb
E (Wind) = 5,568 lb E (Smc) = 12,877 lb
ULT. V = 52 PLF ULT. V = 121 PLF
1,489 lb 3,443 lb
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF / (2 x 0.6) = 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / (2 x 0.7) = 305 PLF
Holdown Above: 1 NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o 00 = (floor above) + (this floor) =
Unfactored C. WL = 405 Ibs Unfactored T. WL = 884 Ibs
Unfactored C. EQ = 936 Ibs Unfactored T. EQ = 936 Ibs
Unfactored C. DL = 1548 Ibs Unfactored C.LL/SL = 720 Ibs
ROOF - LEFT Al - WSW
Floor Info
ROOF Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type (T4.3A of SDPWS-2015)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
14.0 ft 1 13.0 ft 1 13.8 ft
EV (ROOF) =
5568 lb
12877 lb
EV () =
0 lb
0 lb
EV () =
0 lb
0 lb
EV () =
0 lb
0 lb
3 E (Wind) =
5,568 lb
E (Smc) = 12,877 lb
ULT. V =
68 PLF
ULT. V = 158 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF / (2 x 0.6) = 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / (2 x 0.7) = 305 PLF
Holdown Above: 1 NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o 00 = (floor above) + (this floor) =
Unfactored C. WL = 529 Ibs Unfactored T. WL = 812 Ibs
Unfactored C. EQ = 1225 Ibs Unfactored T. EQ = 1225 Ibs
Unfactored C. DL = 914 Ibs Unfactored C.LL/SL = 425 Ibs
Tributary Area (ROOF)
Tributary Area (ROOF)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (2ND)
Tributary Area (2ND)
tributary width
tributary area
total width
total area
Tributary Area (NA)
Z
Tributary Area (NA)
ID
?
tributary width
a
tributary area
total width
0total
area
o
Tributary Area (NA)
Tributary Area (NA)
tributary width
w
tributary area
total width
Itotal area
Height of Shearwall = 7.8 ft Weight of Shearwall = 10.0 Ibs
Length of Shearwall = 24.8 ft Tributary width for dead load = 2.0 ft
Aspect Ratio OK Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? No Block Shear Wall
USE 1
Seismic controls shearwall design
0 Ibs + 878 Ibs = 878 Ibs Seismic controls -C3 (ASD eq. 8):
0 Ibs + -51 Ibs = -51 Ibs Seismic controls -T2 (ASD eq. 10):
NO HOLDOWNS REQUIRED OK
FOUNDATION / INTERIOR WALLS: OK
CORNER STRAP: LSTA18
SEGMENTED WALL
Tributary Area (ROOF)
Tributary Area (ROOF)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (2ND)
Tributary Area (2ND)
tributary width
tributary area
total width
total area
Tributary Area (NA)
Z
Tributary Area (NA)
Q
K
tributary width
a
tributary area
total width
0total
area
Tributary Area (NA)
L
Area (NA)
1zo
tributary width
wtributary
area
Ptotalarea
total width
Height of Shearwall = 7.8 ft
Length of Shearwall = 13.0 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 2.0 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? I No Block Shear Wall
USE 1
Seismic controls shearwall design
0 Ibs + 989 Ibs = 989 Ibs Seismic controls -C3 (ASD eq. 8):
0 Ibs + 440 Ibs = 440 Ibs Seismic controls -T2 (ASD eq. 10):
NO HOLDOWNS REQUIRED OK
FOUNDATION / INTERIOR WALLS: OK
KUNKEL RESIDENCE I April 14, 2022 SDA Job # 9508 10
ROOF -MARRIAGE WALL A15 - WSW SEGMENTED WALL
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Lt-Rt
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX
Sheathing type (T4.3A of SDPWS-2015)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
7.0 ft
EV (ROOF) =
8784 lb
EV()=
0lb
EV()=
0lb
EV()=
0lb
E (Wind) =
8,784 Ib
ULT. V =
627 PLF
12877 lb
0 lb
0 lb
0 lb
E (Smc) = 12,877 lb
ULT. V = 920 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 1740 PLF / (2 x 0.6) = 1887 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 1740 PLF / (2 x 0.7) = 1155 PLF
Holdown Above: NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o DO = (floor above) + (this floor) =
Unfactored C. WL = 4863 Ibs Unfactored T. WL = 5594 Ibs
Unfactored C. EQ = 7128 Ibs Unfactored T. EQ = 7128 Ibs
Unfactored C. DL = 1086 Ibs Unfactored C.LL/SL = 1100 Ibs
Tributary Area (ROOF)
Tributary Area (ROOF)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (2ND)
Tributary Area (2ND)
tributary width
tributary area
total width
total area
Tributary Area (NA)
z
Tributary Area (NA)
ID
?
tributary width
a
tributary area
total width
0total
area
o
Tributary Area (NA)
Tributary Area (NA)
tributary width
w
tributary area
total width
Itotal area
Height of Sheanwall = 7.8 ft Weight of Shearwall = 10.0 Ibs
Length of Sheanwall = 7.0 ft Tributary width for dead load = 8.0 ft
Aspect Ratio OK Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? No Block Shear Wall
USE 5 3x framing per IBC
Seismic controls shearwall design
0 Ibs + 5146 Ibs = 5146 Ibs Seismic controls -C3 (ASD eq. 8):
0 Ibs + 4494 Ibs = 4494 Ibs Seismic controls -T2 (ASD eq. 10):
I ROOF - REAR INTERIOR I A15 - WSW (SEGMENTED WALL
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Lt-Rt
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX
Sheathing type (T4.3A of SDPWS-2015)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
5.3 ft
EV (ROOF) =
8784 lb
EV()=
0lb
EV()=
0lb
EV()=
0lb
E (Wind) =
8,784 lb
ULT. V =
440 PLF
12877 lb
0 lb
0 lb
0 lb
E (Smc) = 12,877 lb
ULT. V = 646 PLF
Z,341 ID 5,441 ID
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 1020 PLF / (2 x 0.6) = 1106 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 1020 PLF / (2 x 0.7) = 677 PLF
Holdown Above: 1 NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o 00 = (floor above) + (this floor) =
Unfactored C. WL = 3413 Ibs Unfactored T. WL = 3568 Ibs
Unfactored C. EQ = 5003 Ibs Unfactored T. EQ = 5003 Ibs
Unfactored C. DL = 501 Ibs Unfactored C.LL/SL = 233 Ibs
SIMPSON DESIGNED HOLDOWN: MST60
FOUNDATION / INTERIOR WALLS: HDU5-SDS2.5
Tributary Area (ROOF)
Tributary Area (ROOF)
15.9 tributary width
15.9 tributary area
59.5 total width
59.5 total area
Tributary Area (2ND)
Tributary Area (2ND)
tributary width
tributary area
total width
total area
Tributary Area (NA)
z
Tributary Area (NA)
?
tributary width
a
tributary area
total width
0total
area
o
Tributary Area (NA)
Tributary Area (NA)
ztributary
width
w
tributary area
total width
total area
Height of Shearwall = 7.8 ft
Length of Shearwall = 5.3 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 2.0 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? I No Block Shear Wall
USE
Seismic controls shearwall design
0 Ibs + 3575 Ibs = 3575 Ibs Seismic controls -C3 (ASD eq. 8):
0 Ibs + 3274 Ibs = 3274 Ibs Seismic controls -T2 (ASD eq. 10):
SIMPSON DESIGNED HOLDOWN: MST60
FOUNDATION / INTERIOR WALLS: STHD14/RJ
KUNKEL RESIDENCE I April 14, 2022 SDA Job # 9508 11
ROOF -TRELLIS G6 - TF -NA-
Floor Info
ROOF Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
10.0 ft
EV (ROOF) =
5568 lb
55800 lb
EV () =
0 lb
0 lb
EV () =
0 lb
0 lb
EV () =
0 lb
0 lb
E (Wind) =
5,568 lb
E (Smc) = 55,800 lb
ULT. V =
73 PLF
ULT. V = 166 PLF
Holdown Above:
Tributary Area (ROOF)
Tributary Area (ROOF)
7.8 tributary width
70.5 tributary area
59.5 total width
2363.0 total area
Tributary Area (2ND)
Tributary Area (2ND)
tributary width
tributary area
total width
total area
Tributary Area (NA)
Z
Tributary Area (NA)
ID
?
tributary width
a
tributary area
total width
0total
area
o
Tributary Area (NA)
Tributary Area (NA)
tributary width
w
tributary area
total width
Itotal area
I 2ND-REAR I A15 - WSW (SEGMENTED WALL
Floor Info
2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type (T4.3A of SDPWS-2015)
2ND/FL Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
10.0 ft
EV (ROOF) =
5568 lb
12877 lb
EV (2ND FLOOR) =
7298 lb
4716 lb
EV () =
0 lb
0 lb
EV () =
0 lb
0 lb
3 E (Wind) =
12,866 lb
E (Smc) = 17,593 lb
ULT. V =
119 PLF
ULT. V = 163 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF / (2 x 0.6) = 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / (2 x 0.7) = 305 PLF
Holdown Above: 1 ROOF -REAR
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o 00 = (floor above) + (this floor) =
Unfactored C. WL = 1361 Ibs Unfactored T. WL = 2782 Ibs
Unfactored C. EQ = 1905 Ibs Unfactored T. EQ = 1905 Ibs
Unfactored C. DL = 2852 Ibs Unfactored C.LL/SL = 2138 Ibs
R= 1.5
no
Tributary Area (ROOF)
Tributary Area (ROOF)
5.5 tributary width
tributary area
Mtotal
total width
area
Tributary Area (2ND)
Tributary Area (2ND)
5.5 tributary width
5.5 tributary area
59.5 total width
59.5 total area
Tributary Area (NA)
Z
Tributary Area (NA)
Q
K
tributary width
a
tributary area
total width
0total
area
o
Tributary Area (NA)
Tributary Area (NA)
z
tributary width
w
tributary area
�:
total width
Itotal area
Height of Shearwall = 7.7 ft
Length of Shearwall = 10.0 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 4.0 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? I No Block Shear Wall
USE 1
Seismic controls shearwall design
746 Ibs + 997 Ibs = 1744 Ibs Seismic controls -C3 (ASD eq. 8):
-442 Ibs + 474 Ibs = 32 Ibs Seismic controls -T2 (ASD eq. 10):
NO HOLDOWNS REQUIRED OK
FOUNDATION / INTERIOR WALLS: OK
KUNKEL RESIDENCE I April 14, 2022 SDA Job # 9508 12
2ND - RIGHT A15 - WSW ISEGMENTED WALL
Floor Info
2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX I Sheathing type (T4.3A of SDPWS-2015)
2ND/FL I Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
3.7 ft 1 2.8 ft 1 8.0 ft
FV (ROOF) =
5568 lb
128771b
EV (2ND FLOOR) =
7298 lb
47161b
EV 0 =
0 lb
O lb
FV 0 =
0 lb
O lb
E (Wind) =
12,866 lb
E (Smc) = 17,593lb
ULT. v =
478 PLF
ULT. v = 653 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 1020 PLF I (2 x 0.6) = 1106 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 1020 PLF I (2 x 0.7) = 677 PLF
Holdown Above: 1 ROOF - RIGHT
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o DO = (floor above) + (this floor) =
LRFD T. TOTAL w/ DO = (floor above) + (this floor) =
Unfactored C. WL = 4063 Ibs Unfactored T. WL = 4542 Ibs
Unfactored C. EQ = 5939 Ibs Unfactored T. EQ = 5939 Ibs
Unfactored C. DL = 1888 Ibs Unfactored C.LL/SL = 720 Ibs
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Ft-Rr
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX I
Sheathing type (T4.3A of SDPWS-2015)
2ND/FL I Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
11.3ft 1 2.8 ft
FV (ROOF) =
5568 lb
128771b
FV 0 =
0 lb
O lb
FV 0 =
0 lb
O lb
FV 0 =
0 lb
O lb
E (Wind) =
5,568 lb
E (Smc) = 12,877lb
ULT. v =
209 PLF
ULT. v = 484 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 1020 PLF I (2 x 0.6) = 1106 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 1020 PLF I (2 x 0.7) = 677 PLF
Holdown Above: ROOF - LEFT
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o 00 = (floor above) + (this floor) =
LRFD T. TOTAL w/ 00 = (floor above) + (this floor) =
Unfactored C. WL = 2133 Ibs Unfactored T. WL = 2416 Ibs
Unfactored C. EQ = 4932 Ibs Unfactored T. EQ = 4932 Ibs
Unfactored C. DL = 1254 Ibs Unfactored C.LL/SL = 425 Ibs
Tributary Area (ROOF)
Tributary Area (ROOF)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (2ND)
Tributary Area (2ND)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (NA)
z
Tributary Area (NA)
z
tributary width
a
tributary area
ototal
width
total area
o
Tributary Area (NA)
Tributary Area (NA)
z
tributary width
w
tributary area
total width
total area
Height of Sheanaall = 7.7 ft
Length of Sheanvall = 2.8 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 2.0 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? Yes DO = 2.5
Ductile Anchor Design? I No Block Shear Wall
USE 3
Seismic controls shearwall design
879 Ibs + 3550 Ibs = 4429 Ibs Seismic controls -C3 (ASD eq. 8):
-50 Ibs + 3346 Ibs = 3297 Ibs Seismic controls -T2 (ASD eq. 10):
727 Ibs 9383 Ibs = 10110 Ibs Seismic 00 controls -T3 (LRFD eq. 7'):
SIMPSON DESIGNED HOLDOWN: HDU4(THR000H
FOUNDATION / INTERIOR WALLS:
Tributary Area (ROOF)
Tributary Area (ROOF)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (2ND)
Tributary Area (2ND)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (NA)
Z
Tributary Area (NA)
z
tributary width
a
tributary area
ototal
width
total area
o
Tributary Area (NA)
Tributary Area (NA)
z
tributary width
w
tributary area
total width
total area
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 2.0 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? Yes no = 2.5
Ductile Anchor Design? I No Block Shear Wall
USE
Seismic controls shearwall design
989 Ibs + 2644 Ibs = 3633 Ibs Seismic controls -C3 (ASD eq. 8):
441 Ibs + 2440 Ibs = 2881 Ibs Seismic controls -T2 (ASD eq. 10):
1720 Ibs + 6893 Ibs = 8613 Ibs Seismic 00 controls -T3 (LRFD eq. 7'):
SIMPSON DESIGNED HOLDOWN: HDU4 THROUGH
FOUNDATION / INTERIOR WALLS: 11
Height of Sheanaall = 7.7 ft
Length of Sheanaall = 2.8 ft
Aspect Ratio OK
KUNKEL RESIDENCE I April 14, 2022 SDA Job # 9508 13
2ND - MARRIAGE WALL A15 - WSW ISEGMENTED WALL
Floor Info
2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Lt-Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type (T4.3A of SDPWS-2015)
2ND/FL I Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
5.0 ft
FV (ROOF) =
8784 lb
128771b
EV (2ND FLOOR) =
11177 lb
47161b
FV()=
0lb
Olb
FV()=
0lb
Olb
E (Wind) =
19,961 lb
E (Smc) = 17,593lb
ULT. v =
1996 PLF
ULT. v = 1759 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 2660 PLF I (2 x 0.6) = 2886 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 2660 PLF I (2 x 0.7) = 1767 PLF
Holdown Above: ROOF -MARRIAGE WALL
ASD C. TOTAL = (floor above) + (this floor) _
ASD T. TOTAL W/o DO = (floor above) + (this floor) _
Tributary Area (ROOF)
Tributary Area (ROOF)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (2ND)
Tributary Area (2ND)
1.0 tributary width
1.0 tributary area
2.0 total width
2.0 total area
Tributary Area (NA)
z
Tributary Area (NA)
z
tributary width
a
tributary area
ototal
width
total area
o
Tributary Area (NA)
Tributary Area (NA)
z
tributary width
w
tributary area
total width
total area
Height of Shearwall = 7.7 ft
Length of Sheanvall = 5.0 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 2.0 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? I No A Block Shear Wall
USE 7 3x framing per IBC
Seismic controls shearwall design
5147 Ibs + 9499 Ibs = 14646 Ibs Seismic controls -C3 (ASD eq. 8):
4495 Ibs + 9227 Ibs = 13722 Ibs Seismic controls -T2 (ASD eq. 10):
Unfactored C. WL = 20153 Ibs Unfactored T. WL = 20885 Ibs SIMPSON DESIGNED HOLDOWN: HDU14-SDS2.5
Unfactored C. EQ = 20606 Ibs Unfactored T. EQ = 20606 Ibs FOUNDATION / INTERIOR WALLS: HDU14-SD32.5
Unfactored C. DL = 1540 Ibs Unfactored C.LL/SL = 1100 Ibs
2ND - REAR INTERIOR i A15 - WSW iSEGMENTED WALL
Floor Info
2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Lt-Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX I Sheathing type (T4.3A of SDPWS-2015)
2ND/FL I Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length
3.0 ft 1 3.0 ft
FV (ROOF) =
8784 lb
128771b
EV (2ND FLOOR) =
11177 lb
47161b
FV()=
0lb
Olb
FV()=
0lb
Olb
3 E (Wind) =
19,961 lb
E (Smc) = 17,593lb
ULT. v =
955 PLF
ULT. v = 842 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 1330 PLF I (2 x 0.6) = 1443 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 1330 PLF I (2 x 0.7) = 883 PLF
Holdown Above: ROOF - REAR INTERIOR
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL W/o DO = (floor above) + (this floor) =
Unfactored C. WL = 10730 Ibs Unfactored T. WL = 10885 Ibs
Unfactored C. EQ = 11452 Ibs Unfactored T. EQ = 11452 Ibs
Unfactored C. DL = 1243 Ibs Unfactored C.LL/SL = 234 Ibs
Tributary Area (ROOF)
Tributary Area (ROOF)
15.9 tributary width
15.9 tributary area
59.5 total width
59.5 total area
Tributary Area (2ND)
Tributary Area (2ND)
15.9 tributary width
15.9 tributary area
59.5 total width
59.5 total area
Tributary Area (NA)
z
Tributary Area (NA)
?
tributary width
a
tributary area
ototal
width
total area
o
Tributary Area (NA)
Tributary Area (NA)
z
tributary width
w
tributary area
total width
total area
Height of Sheanaall = 7.7 ft
Length of Sheanaall = 3.0 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 11.3 ft
Length of adjoining wall = 2.0 ft
R = 6.5
LRFD Holdown Design? No no = 2.5
Ductile Anchor Design? I No A Block Shear Wall
USE 4 3x framing per IBC
Seismic controls shearwall design
3576 Ibs + 4620 Ibs = 8196 Ibs Seismic controls -C3 (ASD eq. 8):
3274 Ibs + 4176 Ibs = 7450 Ibs Seismic controls -T2 (ASD eq. 10):
SIMPSON DESIGNED HOLDOWN: HDU11-SDS2.5
FOUNDATION / INTERIOR WALLS: HDU8-SD32.5
Project Information
Code: 20181BC Date: 4/4/2022
Designer:
Client:
Project: SDAN9508
Wall Line: ROOF -FRONT
L3(ft) Loilft) L2(ft) Lo2(ft) Lslft
V(m
"s
L-110 )
Shear Wall Calculation Variables
V
2987 Ibf
Opening 1
Opening 2
Adj. Factor Method =
2bs/h
L1
1.50 ft
halA4.00
ha2 1.00 ft
Wall Pier Aspect Ratio
Adj. Face
L2
11.58 ft
hol
ho2 4.00 ft
Pl=h L1= 2.67
0.750
L3
2.90 ft
hbl
hb2 3.00 ft
P2=hJL2= 0.35
N/A
h_11
8.00 ft
Lo1
Lo2 6.00 ft
P3=hJL3= 1.38
N/A
L-11
25.98 ft
1. Hold-down forces: H = Vh_,,/L..,,
920 lbf
6. Unit shear beside opening
2. Unit shear above +below opening
vl = (V/L)(Ll+T1)/L1 =
First opening: vat = vb1 = H/(hal+hbl) =
230 plf
v2 = (V/L)(T2+L2+T3)/L2 =
Second opening: vat = vb2 = H/(ha2+hb2) =
230 plf
v3 = (V/L)(T4+L3)/L3 =
Check vl*L1+v2*L2+v3*L3=V?
3. Total boundary force above + below openings
First opening: 01 = val x (Lol) =
920 lbf
7. Resistance to corner forces
Second opening: 02 = vat x (Lo2) =
1379 lbf
Rl = v1*L1 =
R2 = v2*L2 =
4. Corner forces
R3 = v3*1_3 =
F1 = 01(L1)/(L1+L2) =
105 lbf
F2 = 01(L2)/(Ll+L2) =
814 lbf
B. Difference corner force + resistance
F3 = O2(L2)/(L2+L3) =
1103 lbf
RI-F1 =
F4 = O2(L3)/(L2+L3) =
276 lbf
1124243 =
R3-F4 =
S. Tributary length of openings
T1 = (L1*Lol)/(Ll+L2) =
0.46 ft
9. Unit shear in corner zones
T2 = (L2*Lol)/(Ll+L2) =
3.54 ft
vcl = (Rl-Fl)/L1 =
T3 = (L2*Lo2)/(L2+L3) =
4.80 ft
vc2 = (R2-F2-F3)/L2 =
T4 = (L3*Lo2)/(L2+L3) =
1.20 ft
vc3 = (R3-F4)/L3 =
150 plf
198 plf
163 plf
2987 lbf OK
225lbf
2290 lbf
471lbf
120lbf
373lbf
195lbf
80 plf
32 plf
67 plf
Check Summary of Shear Values for Two Openings
Line 1: vc1 hal+hbl +v1 ho1 =H?
319
600
920 lbf
Line 2: val(hal+hbl)-vcl(hal+hbl)-vl(hol)=0?
920 319
600
0
Line 3:vc2(hal+hbl)+v2(hol)-val(hal+hbl)=0?
129 791
920
0
Line 4: va2(ha2+hb2)-v2(ho2)-vc2(ha2+hb2)=0?
920 791
129
0
Line 5: va2(ha2+hb2)-vc3(ha2+hb2)-v3(ho2)=0?
920 269
650
0
Line 6: vc3(ha2+hb2)+v3(ho2) = H?
269
650
920 lbf
Req. HD
Req. Shear Wall Anchorage
Design Summary*
4-Term Deflection
*The Design Summary assumes that the shear wall is designed as blocked.
Project Information
Code: 20181BC Date: 4/4/2022
Designer:
Client:
Project: SDA#9508
Wall Line: ROOF -REAR
LI(ft(
V(lb)
Lol(ft) L21ftj
f
L_1I ft)
Shear Wall Calculation
Variables
V
1731 Ibf
Opening 1
Adj. Factor Method =
2bs/I
Ll
3.00 ft
haA7.90
Wall Pier Aspect Ratio
Adj. Fa(
L2
3.00 ft
ho
Pl=hdL1= 1.50
N/A
hwan
7.83 ft
hb
P2=hdL2= 1.50
N/A
L-11
13.90 ft
Lol
1. Hold-down forces: H = Vh_,dLw ,, 975 Ibf
2. Unit shear above+ below opening
First opening: val = vbl = H/(h,+hb) = 293 plf
3. Total boundary force above +below openings
First opening: 01 = val x (Lol) = 2313 Ibf
4. Corner forces
F1 = Ol(Ll)/(L1+L2) = 1157 Ibf
F2 = Ol(L2)/(Ll+L2) = 1157 Ibf
S. Tributary length of openings
T1= (Ll*Lol)/(Ll+L2) = 3.95 ft
T2 = (L2*Lol)/(L1+L2) = 3.95 ft
6. Unit shear beside opening
vl = (V/L)(Ll+Tl)/Ll =
289 plf
v2 = (V/L)(T2+L2)/L2 =
289 plf
Check vl*Ll+v2*L2=V?
1731 lbf OK
7. Resistance to corner forces
R1= v1*L1=
866 Ibf
R2 = v2*L2 =
866 Ibf
8. Difference corner force + resistance
Rl-Fl =
-291 Ibf
R2-F2 =
-291 Ibf
9. Unit shear in corner zones
vcl = (Rl-Fl)/Ll = -97 plf
vc2 = (R2-F2)/L2 = -97 plf
Check Summary of Shear Values for One Opening
Line 1: vcl(ha+hb)+vl(hj=H? -323 1298 975 Ibf
Line 2: val(h,+hb)-vcl(h,+hb)-vl(h,)=0? 975 -323 1298 0
Line 3: va1(ha+hb)-vc2(ha+hb)-v1(ho)=0? 975 -323 1298 0
Line 4: vc2(h,+hb)+v2(h,)=H? -323 1298 975 Ibf
Design Summary*
Req. Sheathing Capacity 293 plf 4-Term Deflection 3-Term Deflection
Req. Strap Force 1157 Ibf 4-Term Story Drift % 3-Term Story Drift
Req. HD Force (H) 975 Ibf
Req. Shear Wall Anchorage Force (vm„) 125 plf
*The Design Summary assumes that the shear wall is designed as blocked.
Project Information
Code: 20181BC Date: 4/4/2022
Designer:
Client:
Project: SDAN9508
Wall Line: ROOF -RIGHT
LI(ft) Lol(ft L2(ft) La2(ft) U3 ft)
V (Ib
"s
L.aii(ft)
Shear Wall Calculation Variables
V 3443 Ibf Opening 1
Opening 2
Adj. Factor Method =
2bs/h
L1 4.00ft halA6.00
hat 1.00ft
Wall Pier Aspect Ratio
Adj. Factor
L2 8.40 ft hol
ho2 4.00 ft
Pl=h L1= 1.00
N/A
L3 3.80 ft hbl
hb2 3.00 ft
P2=hJL2= 0.48
N/A
h.an 8.00 ft Lo1
Lo2 6.00 ft
P3=hJL3= 1.05
N/A
L.an 28.20 ft
1. Hold-down forces: H = Vh_,,/L.aII
977 lbf
6. Unit shear beside opening
2. Unit shear above +below opening
vl = (V/L)(Ll+T1)/L1 =
181 plf
First opening: vat = vb1 = H/(hal+hbl) =
244 plf
v2 = (V/L)(T2+L2+T3)/L2 =
241 plf
Second opening: vat = vb2 = H/(ha2+hb2) =
244 plf
v3 = (V/L)(T4+L3)/L3 =
182 plf
Check vl*L1+v2*L2+v3*L3=V?
3443 lbf OK
3. Total boundary force above + below openings
First opening: 01 = val x (Lol) =
1465 lbf
7. Resistance to corner forces
Second opening: 02 = vat x (Lo2) =
1465 lbf
Rl = v1*L1 =
725 lbf
R2=v2*L2=
2026 lbf
4. Corner forces
R3 = v3*L3 =
692 lbf
Fl = 01(Ll)/(Ll+L2) =
473 lbf
F2 = 01(L2)/(Ll+L2) =
992 lbf
B. Difference corner force + resistance
F3 = O2(L2)/(L2+L3) =
1009 lbf
RI-F1 =
252 lbf
F4 = O2(L3)/(L2+L3) =
456 lbf
1124243 =
25 lbf
R3-F4=
236 lbf
S. Tributary length of openings
T1 = (L1*Lol)/(Ll+L2) =
1.94 ft
9. Unit shear in corner zones
T2 = (L2*Lol)/(Ll+L2) =
4.06 ft
vcl = (R1-F1)/L1 =
63 plf
T3 = (L2*Lo2)/(L2+L3) =
4.13 ft
vc2 = (R2-F2-F3)/L2 =
3 plf
T4 = (L3*Lo2)/(L2+L3) =
1.87 ft
vc3 = (R3-F4)/L3 =
62 plf
Check Summary of Shear Values for Two Openings
Line 1: vc1 hal+hbl +v1 ho1 =H?
252
725
977 lbf
Line 2:val(hal+hbl)-vcl(hal+hbl)-vl(hol)=0?
977 252
725
0
Line 3:vc2(hal+hbl)+v2(hol)-val(hal+hbl)=0?
12 965
977
0
Line 4: va2(ha2+hb2)-v2(ho2)-vc2(ha2+hb2)=0?
977 965
12
0
Line 5: va2(ha2+hb2)-vc3(ha2+hb2)-v3(ho2)=0?
977 248
729
0
Line 6: vc3(ha2+hb2)+v3(ho2) = H?
248
729
977 lbf
Req. Strap
Req. HD
Req. Shear Wall Anchorage
Design Summary*
4-Term Deflection
*The Design Summary assumes that the shear wall is designed as blocked.
Project Title:
Engineer:
Project ID: SDA#9508
Project Descr:
Wood Column File:9508.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
KW-06014008 Structural Design Associates
DESCRIPTION: ROOF TRELLIS POST
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
End Fixities Top Free, Bottom Fixed
Overall Column Height
16.5 ft
( Used for non -slender calculations )
Wood Species Hem -Fir
Wood Grade No.2
Fb + 850.0 psi Fv
150.0 psi
Fb - 850.0 psi Ft
525.0 psi
Fc - Prll 1,300.0 psi Density
26.840 pcf
Fc - Perp 405.0 psi
E : Modulus of Elasticity ... x-x Bending y-y Bending
Basic 1,300.0
1,300.0
Minimum 470.0
470.0
Wood Section Name
6x6
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Exact Width
5.50 in Allow Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Area
30.250 inA2 Cf or Cv for Compression
1.0
Ix
76.255 inA4 Cf or Cv for Tension
1.0
ly
76.255 inA4 Cm: Wet Use Factor
1.0
Incising Factors:
Ct : Temperature Factor
1.0
for Bending
0.80 Cfu : Flat Use Factor
1.0
Axial for Elastic Modulus
0.95 Kf : Built-up columns
1 ,0 NDS 15.3.2
1,300.0 ksi
Use Cr : Repetitive ?
No
Brace condition for deflection
(buckling) along columns :
X-X (width) axis :
Lu for buckling ABOUT Y-Y Axis : 8 ft, K = 2.1
Y-Y (depth) axis :
Lu for buckling ABOUT X-X Axis: 8 ft, K = 2.1
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 93.031 Ibs * Dead Load Factor
AXIAL LOADS ...
TRELLIS: Axial Load at 16.50 ft, D = 0.3330, S = 1.126 k
Axial Load at 8.0 ft, D = 0.2050, L = 1.230, S = 0.5130 k
BENDING LOADS ...
Lat. Point Load at 16.50 ft creatinq Mx-x, W = 0.0730, E = 0.1660 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.9517 : 1
Maximum SERVICE Lateral Load Reactions . .
Load Combination +D+0.750L+0.750S+0.5250E
Top along Y-Y
0.0 k
Bottom along Y-Y 0.1660
k
Governing NDS Foruml$1 Comp +
Mxx, NDS Eq. 3.9-3
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections.. .
At maximum location values are ...
Along Y-Y
4.538 in at
16.50 ft above base
Applied Axial
2.783 k
for load combination : E Only
Applied Mx
-1.438 k-ft
Applied My
0.0 k-ft
Along X-X
0.0 in at
0.0 ft above base
Fc: Allowable
276.528 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.03001 : 1
Bending Compression
Tension
Load Combination
+D+0.70E
Location of max.above base
16.389 ft
Applied Design Shear
5.762 psi
Allowable Shear
192.0 psi
Load Combination Results
Maximum
Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900
0.285
0.07832 PASS
0.0 ft
0.0 PASS
16.50 ft
+D+L
1.000
0.231
0.2432 PASS
16.50 ft
0.0 PASS
16.50 ft
+D+S
1.150
0.203
0.2969 PASS
16.50 ft
0.0 PASS
16.50 ft
+D+0.750L
1.250
0.187
0.1983 PASS
16.50 ft
0.0 PASS
16.50 ft
+D+0.750L+0.750S
1.150
0.203
0.3668 PASS
16.50 ft
0.0 PASS
16.50 ft
+D+0.60W
1.600
0.166
0.3156 PASS
0.0 ft
0.01131 PASS
16.389 ft
+D+0.750L+0.450W
1.600
0.166
0.2970 PASS
0.0 ft
D.008484 PASS
16.389 ft
+D+0.750L+0.750S+0.450W
1.600
0.166
0.4277 PASS
0.0 ft
D.008484 PASS
16.389 ft
Project Title:
Engineer:
Project ID: SDA#9508
Project Descr:
"C.'°uO.8.2
Wood Column
Software copyright ENERCALC, INC. 1983-2020 ,
BuiId:12.20.8.24
DESCRIPTION: ROOF TRELLIS POST
Load Combination Results
Maximum Axial
+ Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P
Stress Ratio
Status
Location
Stress Ratio
Status Location
+0.60D+0.60W
1.600
0.166
0.3026
PASS
0.0 ft
0.01131
PASS 16.389 ft
+D+0.70E
1.600
0.166
0.8280
PASS
0.0 ft
0.03001
PASS 16.389 ft
+D+0.750L+0.750S+0.5250E
1.600
0.166
0.9517
PASS
0.0 ft
0.02251
PASS 16.389 ft
+0.60D+0.70E
1.600
0.166
0.7994
PASS
0.0 ft
0.03001
PASS 16.389 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k
Y-Y Axis Reaction Axial
Reaction My - End Moments
k-ft Mx - End Moments
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
@ Base @ Top
@ Base @ Top
D Only
0.631
+D+L
1.861
+D+S
2.270
+D+0.750L
1.554
+D+0.750L+0.750S
2.783
+D+0.60W
0.044
0.631
0.723
+D+0.750L+0.450W
0.033
1.554
0.542
+D+0.750L+0.750S+0.450W
0.033
2.783
0.542
+0.60D+0.60W
0.044
0.379
0.723
+D+0.70E
0.116
0.631
1.917
+D+0.750L+0.750S+0.5250E
0.087
2.783
1.438
+0.60D+0.70E
0.116
0.379
1.917
L Only
1.230
S Only
1.639
W Only
0.073
1.205
E Only
0.166
2.739
Maximum Deflections for Load
Combinations
Load Combination
Max. X-X Deflection
Distance
Max.
Y-Y Deflection Distance
D Only
0.0000
in
0.000
ft
0.0000
in 0.000
ft
+D+L
0.0000
in
0.000
ft
0.0000
in 0.000
ft
+D+S
0.0000
in
0.000
ft
0.0000
in 0.000
ft
+D+0.750L
0.0000
in
0.000
ft
0.0000
in 0.000
ft
+D+0.750L+0.750S
0.0000
in
0.000
ft
0.0000
in 0.000
ft
+D+0.60W
0.0000
in
0.000
ft
1.1973
in 16.500
ft
+D+0.750L+0.450W
0.0000
in
0.000
ft
0.8980
in 16.500
ft
+D+0.750L+0.750S+0.450W
0.0000
in
0.000
ft
0.8980
in 16.500
ft
+0.60D+0.60W
0.0000
in
0.000
ft
1.1973
in 16.500
ft
+D+0.70E
0.0000
in
0.000
ft
3.1765
in 16.500
ft
+D+0.750L+0.750S+0.5250E
0.0000
in
0.000
ft
2.3824
in 16.500
ft
+0.60D+0.70E
0.0000
in
0.000
ft
3.1765
in 16.500
ft
L Only
0.0000
in
0.000
ft
0.0000
in 0.000
ft
S Only
0.0000
in
0.000
ft
0.0000
in 0.000
ft
W Only
0.0000
in
0.000
ft
1.9956
in 16.500
ft
E Only
0.0000
in
0.000
ft
4.4919
in 16.389
ft
Wood Column
DESCRIPTION: ROOF TRELLIS POST
Sketches
0
Lr)
5.50 in
Load 2
Project Title:
Engineer:
Project ID: SDA#9508
Project Descr:
+X
Software copyright ENERCAI-C, INC.1983-2020, Build:12.20.8.24
1.459k 1-k
Fastener Designer: Solutions Report
Report Generated: April 11, 2022
Ledger Inputs
Ledger Connection Options
Strong -Drive® SDWS TIMBER Screw
Structural Wood -to -Wood Connections Including Ledgers
�SZT
11/2" to 2" from
top of ledger and rim board
6" from
end of ledger
On -center
spacing
Ledger fastener spacing may be
offset up to 3" to avoid interference
with joist attachment
and rim board
3" minimum
row spacing,
6" maximum
SIMPSON
Designed to provide an easy -to -install, high -strength alternative to through -bolting and traditional lag screws. The SDWS
structural wood screws are ideal for the contractor and do-it-yourselfer alike.
Features:
• Bold thread design that provides superior holding power.
• Patented SawToothTM point ensures fast starts, reduces installation torque and eliminates the need for pre -drilling in
most applications.
• Under -head nibs that offer greater control when seating the head.
• Large low -profile washer head provides maximum bearing area (0.75" head dia.).
• Size identification on all SDWS screw heads.
www.strongtie.com/fd Page 1 of 2
Fastener Designer: Solutions Report
Report Generated: April 11, 2022 • _
• 6-lobe T-40 drive reduces driver -bit cam -outs, resulting in easier installations and longer bit life.
Double -barrier coating provides corrosion resistance equivalent to hot -dip galvanization, making it suitable for certain
exterior and preservative -treated wood applications, as described in the evaluation report.
Notes
• Screw spacing values are equivalent to 2012/2015 IRC Table R507.2.
• Fastener spacings are based on the lesser of single fastener ICC-ES AC233 testing of the screw with a safety factor of
5.0 or ICC-ES AC13 ledger assembly testing with a safety factor of 5.0.
• Ledger To Rim Board spacing requirements were developed using an NDS wet service factor of 0.7.
• Ledger To Rim Board with One or Two Layers of 5/8" Gypsum Board were developed using an NDS wet service factor
of 1.0.
• Multiple ledger plies shall be fastened together per code independent of the screws.
• Structural sheathing between the ledger and band shall be a maximum of 1 /2" thick and fastened per code.
Codes/Standards: Click Here
Product Information: Strong -Drive SDWS TIMBER Screw
www.strongtie.com/fd Page 2 of 2
91FORTEZM JOB SUMMARY REPORT
9508
ROOF
Member Name
Results
Current Solution
Comments
RBI
Passed
1 piece(s) 2 x 12 DF No.2 @ 24" OC
R62
Passed
1 piece(s) 4 x 12 HF No.2
RB3
Passed
1 piece(s) 4 x 12 HF No.2
R64
Passed
1 piece(s) 8 3/4" x 19 1/2" 24F-V4 DF Glulam
RB4
Passed
1 piece(s) 3 1/2" x 9 1/2" 1.55E Tim berStrand@ LSL (Plank)
R135
Passed
1 piece(s) 4 x 10 HF No.2
RB6
Passed
1 piece(s) 4 x 6 HF No.2
RB7
Passed
1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam
RB7 [1]
Passed
1 piece(s) 4 x 8 HF No.2 (Plank)
RB7 [2]
Passed
1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand@ LSL (Plank)
RB8
Passed
1 piece(s) 4 x 8 HF No.2
RB9
Passed
1 piece(s) 4 x 8 HF No.2
RB10
Passed
1 piece(s) 5 1/2" x 7 1/2" 24F-V4 DF Glulam
RB11
Passed
1 piece(s) 5 1/2" x 7 1/2" 24F-V4 DF Glulam
RB12
Passed
1 piece(s) 4 x 6 HF No.2
RB13
Passed
1 piece(s) 4 x 6 HF No.2
RB14
Passed
1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam
RB15
Passed
1 piece(s) 6 x 8 HF No.2
RB15
Passed
1 piece(s) 6 x 6 HF No.2
RB16
Passed
1 piece(s) 6 x 8 HF No.2
RB17
Passed
1 piece(s) 4 x 8 HF No.2
RB18
Passed
1 piece(s) 4 x 6 HF No.2
RB19
Passed
1 piece(s) 4 x 6 HF No.2
RB20
Passed
1 piece(s) 6 x 10 HF No.2
RB21
Passed
1 piece(s) 4 x 8 HF No.2 @ 19.2" OC
RB22
Passed
1 piece(s) 3 1/2" x 10 1/2" 24F-V8 DF Glula m
RB22
Passed
1 piece(s) 4 x 8 HF No.2 (Plank)
RB23
Passed
1 piece(s) 1 3/4" x 7 1/4" 2.oE Microllam@ LVL @ 24" OC
2ND LEVEL
Member Name
Results
Current Solution
Comments
MBl
Passed
1 piece(s) 2 x 8 HF No.2 @ 16" OC
MB2
Passed
1 piece(s) 4 x 10 HF No.2
MB3
Passed
1 piece(s) 4 x 6 HF No.2
MB4
Passed
1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam
MB4
Passed
1 piece(s) 4 x 8 HF No.2 (Plank)
M B5
Passed
1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam
M B5
Passed
1 piece(s) 4 x 8 HF No.2 (Plank)
MB6
Passed
1 piece(s) 4 x 8 HF No.2
MB6
Passed
2 piece(s) 2 x 4 HF No.2
MB7
Passed
1 piece(s) 4 x 6 HF No.2
MB8
Passed
1 piece(s) 4 x 6 HF No.2
MB9
Passed
2 piece(s) 2 x 12 DF No.2 @ 16" OC
ForteWEB Software Operator
Job Notes
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB v3.2
Weyerhaeuser File Name: 9508
Page 1 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RBI
1 piece(s) 2 x 12 DF No.2 @ 24" OC
PASSED
0
12
4F
0
Sloped Lengih: 1T 8 15/16'
16' 3"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
687 @ 2 1/2"
2231 (3.50")
Passed (31%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
591 @ P 2 3/16"
2329
Passed (25%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2750 @ 8' 5"
3138
Passed (88%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.319 @ 8' 5"
0.865
Passed (L/651)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.520 @ 8' 5"
1.154
Passed (L/399)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
266
337
421
1024
Blocking
2 - Beveled Plate - SPF
3.50"
3.50"
1.50"
266
337
421
1024
Blocking
• rsiocKmg raneis are assumea to carry no ioaas appnea aireary aoove mem ano me run ioaa is appuea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' o/c
Bottom Edge (Lu)
17' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 16' 10"
24"
15.0
20.0
25.0
Default Load
Member Length : 18' 11/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 4/12
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 -parry 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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 2 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB2
1 piece(s) 4 x 12 HF No.2
Sloped Length: 21' 3 7/16'
8' 13116"
i
0
8' 8 3/8"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1025 @ 20' 3 13/16"
2126 (1.50")
Passed (48%)
1.0 D + 1.0 S (Alt Spans)
Shear (Ibs)
928 @ 12' 8 1/16"
4528
Passed (20%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
1728 @ 16' 9 3/4"
6615
Passed (26%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.025 @ 16' 3 3/8"
0.449
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl.(in)
0.041 @ 16'3 5/8"
0.599
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.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
203
238
441
Blocking
2 - Beveled Plate - SPF
3.50"
3.50"
1.50"
699
1002
1701
None
3 - Hanger on 11 1/4" SPF beam
3.50"
Hanger'
1.50"
409
616
1025
See note'
• isiocKmg raneis are assumea co carry no ioaas appnea airecay aoove mem ano me run ioaa is appnea co me memoer Deing aesignea.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
21' o/c
Bottom Edge (Lu)
21' o/c
-Maximum allowable bracing intervals based on applied load.
PASSED
Member Length : 21' 2 3/4"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
Member Pitch : 3.1/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
3 - Face Mount Hanger
LSSR41OZ
1.88"
N/A
22-16dx2.5
18-16dx2.5
• Kerer to manuracturer notes and instructions tor proper installation and use or all connectors.
Dead
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 20' 3 13/16"
N/A
10.0
1 - Tapered (PLF)
0 to 3' 6 5/8"
N/A
0.0 to 51.5
0.0 to 82.6
Generated from
Roof Geometry
2 - Tapered (PLF)
3' 6 5/8" to 20' 3 13/16"
N/A
0.0 to 116.3
0.0 to 195.1
Generated from
Roof Geometry
ForteWEB Software Operator
Job Notes
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 3 / 42
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
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 4 / 42
Job Notes
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
a FORTE"M3
MEMBER REPORT
ROOF, RB3
1 piece(s) 4 x 12 HF No.2
Overall Length: 1B' B 1/2"
� 7' 1 fl"
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2056 @ 16' 6 3/4"
4961 (3.50")
Passed (41%)
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
947 @ 9' 6 1/4"
4528
Passed (21%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
-1591 @ 8' 5 1/4"
6615
Passed (24%)
1.15
1.0 D + 1.0 S (Adj Spans)
Live Load Defl. (in)
0.017 @ 12' 8 7/8"
0.406
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl.(in)
0.025 @ 12'8 7/8"
0.542
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.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Hanger on 11 1/4" SPF beam
3.50"
Hangers
1.50"
122
148
186
456
See note 1
2 - Stud wall - SPF
3.50"
3.50"
1.50"
829
965
1206
3000
Blocking
3 - Beam - DF
3.50"
3.50"
1.50"
823
987
1234
3044
None
• isiocKmg Tanis are assumea co carry no ioaas appnea airecoy aoove mem ano me Tull ioaa is appnea co me memoer Deing aesigneo.
• 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)
18' 5" o/c
Bottom Edge (Lu)
18' 5" o/c
-Maximum allowable bracing intervals based on applied load.
PASSED
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
Member Pitch : 0/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1- Face Mount Hanger
LUS48
2.00"
N/A
6-10dx1.5
4-10d
• Kerer to manufacturer notes and instructions Tor proper installation and use or all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
3 1/2" to 18' 8 1/2"
N/A
10.0
1 - Tapered (PSF)
0 to 18' 8 1/2" (Front)
1' to 9' 9"
15.8
20.0
25.0
Default Load
Weyerhaeuser Notes EqEMF111111111111= ill
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/wGodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 5 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB4
1 piece(s) 8 3/4" x 19 1/2" 24F-V4 DF Glulam
Overall Length: 34' 3'
0 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)
11323 @ 34' 1"
13016 (3.50")
Passed (87%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
9991 @ 32' 4"
34665
Passed (29%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
90875 @ 173 3/4"
109779
Passed (83%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
1.118 @ 17' 1 15/16"
1.696
Passed (L/364)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
1.954 @ 17' 1 7/8"
2.261
Passed (L/208)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.86 that was calculated using length L = 33' 11".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports IV
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
2.83"
4525
4450
6005
14980
Blocking
2 - Stud wall - SPF
3.50"
3.50"
3.04"
4826
5058
6497
16381
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the toll load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
34' 3" o/c
Bottom Edge (Lu)
34' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 34' 3"
N/A
41.5
1 - Uniform (PSF)
0 to 20' (Front)
12'
15.8
20.0
25.0
Default Load
2 - Uniform (PSF)
20' to 34' 3" (Front)
16'
15.8
20.0
25.0
Default Load
3 - Point (lb)
9' 9" (Front)
N/A
122
148
186
Linked from: RB3,
Support 1
4 - Point (lb)
9' 9" (Front)
N/A
409
616
Linked from: RB2,
Support 3
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser Notes W
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 6 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB4
1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand@ LSL (Plank)
Drawing is Conceptual
Wall Height: 11' 3"
Member Height: 10' 10 1/2"
Tributary Width: 3'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
32
50
Passed (63%)
--
--
Compression (Ibs)
10530
20745
Passed (51%)
1.15
1.0 D + 1.0 S
Plate Bearing (Ibs)
10530
13466
Passed (78%)
--
1.0 D + 1.0 S
Lateral Reaction (Ibs)
238
1.60
1.0 D + 0.6 W
Lateral Shear (lbs)
225
5320
Passed (4%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
648 @ mid -span
6763
Passed (10%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.47 @ mid -span
1.09
Passed (L/279)
--
1.0 D + 0.45 W + 0.75 L + 0.75 S
Bending/Compression
0.95
1
Passed (95%)
1.15
1.0 D + 1.0 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for this design is 50% of applicable member side dimension.
• Applicable calculations are based on NDS.
• Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load.
• Member has been designed in flat (plank) orientation with lateral (wind) loads applied to wide strand face.
Supports
Type
Material
Top
Dbl 2X
Hem Fir
Base
2X
Hem Fir
Max Unbraced Length Comments
1'
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
10d x 3" Box (End)
3
N/A
Base
Nails
10d x 3" Box (End)
3
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : ASD
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
4525
4450
6005
Linked from: RB4, Support 1
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
3'
24.3
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 7 / 42
a FORTE"M3
MEMBER REPORT
ROOF, RB5
1 piece(s) 4 x 10 HF No.2
PASSED
0
Overall Length: 8' 3"
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)
1757 @ 0
2126 (1.50")
Passed (83%)
1.0 D + 1.0 S (All Spans)
Shear(lbs)
1375 @ 10 3/4"
3723
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3624 @ 4' 1 1/2"
4879
Passed (74%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.087 @ 4' 1 1/2"
0.275
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.148 @ 4' 1 1/2"
0.412
Passed (L/669)
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
Roof Live
Snow
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
726
825
1031
2582
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
726
825
1031
2582
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
Location
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 8' 3"
N/A
8.2
1 - Uniform (PSF)
0 to 8' 3"
10'
16.8
20.0
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 8 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB6
1 piece(s) 4 x 6 HF No.2
PASSED
0
Overall Length: 6' 3"
L 6'
0 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)
407 @ 0
2126 (1.50")
Passed (19%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
331 @ 7"
2214
Passed (15%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
636 @ 3' 1 1/2"
1869
Passed (34%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.041 @ 3' 1 1/2"
0.208
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.071 @ 3' 1 1/2"
0.313
Passed (L/999+)
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
Roof Live
Snow
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
172
188
234
594
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
172
188
234
594
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 3" o/c
Bottom Edge (Lu)
63" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 3"
N/A
4.9
1 - Uniform (PSF)
0 to 6' 3"
3'
16.8
20.0
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 9 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB7
1 piece(s) 3 1/2" x it 7/8" 24F-V4 DF Glulam
Overall Length: 6' 9"
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)
8761 @ 6' 6"
10238 (4.50")
Passed (86%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
8576 @ 5' 4 5/8"
8444
Passed (102%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
14356 @ 4' 10"
18920
Passed (76%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.051 @ T 7 13/16"
0.208
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.088 @ 3' 7 13/16"
0.313
Passed (L/848)
1
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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports IF
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Trimmer - SPF
4.50"
4.50"
1.53"
1491
1551
1986
5028
None
2 - Trimmer - SPF
4.50"
4.50"
3.85"
3743
3912
5018
12673
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 9" o/c
Bottom Edge (Lu)
6' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 9"
N/A
10.1
1 - Uniform (PSF)
0 to 6' 9"
3'
16.8
20.0
25.0
ROOF
2 - Point (lb)
4' 10"
N/A
4826
5058
6497
Linked from: RB4,
Support 2
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 10 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB7 [11
1 piece(s) 4 x 8 HF No.2 (Plank)
Wall Height: 12' Member Height: 11' 7 1/2"
Tributary Width: 4'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
40
50
Passed (80%)
Compression (Ibs)
3477
5961
Passed (58%)
1.15
1.0 D + 1.0 S
Plate Bearing (Ibs)
3477
10784
Passed (32%)
--
1.0 D + 1.0 S
Lateral Reaction (Ibs)
336
1.60
1.0 D + 0.6 W
Lateral Shear (lbs)
319
4060
Passed (8%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
976 @ mid -span
2290
Passed (43%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.51 @ mid -span
1 1.16
Passed (L/272)
1.0 D + 0.6 W
Bending/Compression
0.94
1
Passed (94%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for this design is 10% of applicable member side dimension.
• Applicable calculations are based on NDS.
• Member has been designed in flat (plank) orientation with lateral (wind) loads applied to wide strand face.
Supports
Type
Material
Top
Dbl 2X
Spruce -Pine -Fir
Base
2X
Spruce -Pine -Fir
Drawing is Conceptual I Max Unbraced Length Comments
8'
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
10d x 3" Box (End)
4
N/A
Base
Nails
10d x 3" Box (End)
4
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : ASD
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
1491
1551
1986
Linked from: RB7, Support 1
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
4'
24.1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind 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/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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 11 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB7 [21
1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand@ LSL (Plank)
Wall Height: 12'
Member Height: 11' 7 1/2"
Tributary Width: 4'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
34
50
Passed (68%)
--
--
Compression (Ibs)
8761
18246
Passed (48%)
1.15
1.0 D + 1.0 S
Plate Bearing (Ibs)
8761
14131
Passed (62%)
--
1.0 D + 1.0 S
Lateral Reaction (Ibs)
336
1.60
1.0 D + 0.6 W
Lateral Shear (lbs)
319
5320
Passed (6%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
976 @ mid -span
6763
Passed (14%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.35 @ mid -span
1 1.16
Passed (L/398)
--
1.0 D + 0.6 W
Bending/Compression
0.41
1
Passed (41%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for this design is 10% of applicable member side dimension.
• Applicable calculations are based on NDS.
• Member has been designed in flat (plank) orientation with lateral (wind) loads applied to wide strand face.
Supports
Type
Material
Top
Dbl 2X
Spruce -Pine -Fir
Base
2X
Spruce -Pine -Fir
Drawing is Conceptual I Max Unbraced Length Comments
8'
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
10d x 3" Box (End)
4
N/A
Base
Nails
10d x 3" Box (End)
4
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : ASD
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
3743
3912
5018
Linked from: RB7, Support 2
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
4'
24.1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind 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/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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 12 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB8
1 piece(s) 4 x 8 HF No.2
PASSED
0
Overall Length: 7' 3"
L 7'
0 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)
782 @ 7' 3"
2126 (1.50")
Passed (37%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
686 @ 6' 6 1/4"
2918
Passed (23%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1433 @ 4' 7 15/16"
3247
Passed (44%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.051 @ 3' 9 1/16"
0.242
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.091 @ 3' 9 1/8"
0.313
Passed (L/958)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/5/16").
• 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
Roof Live
Snow
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
269
218
346
833
None
2 - Trimmer - SPF
1.50"
1.501.
150"
346
218
436
1000
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
7' 3" o/c
Bottom Edge (Lu)
7' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 7' 3"
N/A
6.4
1 - Uniform (PSF)
0 to 7' 3"
3'
16.8
20.0
25.0
ROOF
2 - Point (lb)
5'
N/A
203
-
238
Linked from: RB2,
Support 1
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 13 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB9
1 piece(s) 4 x 8 HF No.2
PASSED
0
Overall Length: 5 3"
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)
1642 @ 5' 3"
2126 (1.50")
Passed (77%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1546 @ 4' 6 1/4"
2918
Passed (53%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1949 @ 4'
3247
Passed (60%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.033 @ 2' 10 1/16"
0.175
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.057 @ 2' SO"
0.262
Passed (L/999+)
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
Roof Live
Snow
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
315
158
435
908
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
682
158
960
1800
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
53" o/c
Bottom Edge (Lu)
5' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to T 3"
N/A
6.4
1 - Uniform (PSF)
0 to T 3"
3'
16.8
20.0
25.0
ROOF
2 - Point (lb)
4'
N/A
699
-
1002
Linked from: RB2,
Support 2
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 14 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB10
1 piece(s) 5 1/2" x 7 1/2" 24F-V4 DF Glulam
Overall Length: 16' 5 1 j2'
0 0
15' 10 112"
YI
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1160 @ 2"
8181 (3.50")
Passed (14%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1151 @ 11"
8381
Passed (14%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
8499 @ 7' 9"
11859
Passed (72%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.521 @ 8' 1 1/4"
0.806
Passed (L/372)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.922 @ 8' 1 5/16"
1 1.075
1 Passed (L/210)
1
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 1 1/2".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports IV
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.50"
522
511
639
1672
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1.50"
472
454
567
1493
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)
16' 6" o/c
Bottom Edge (Lu)
16' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 165 1/2"
N/A
10.0
1 - Point (lb)
7' 9" (Front)
N/A
829
965
1206
Linked from: RB3,
Support 2
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 15 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB11
1 piece(s) 5 1/2" x 7 1/2" 24F-V4 DF Glulam
Overall Length: 10' 1'
7' 6"
YI
1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
z'
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
423 @ 7' 11 1/4"
8181 (3.50")
Passed (5%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
394 @ 7' 2"
8381
Passed (5%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
543 @ 6' 6"
11859
Passed (5%)
1.15
1.0 D + 1.0 S (All Spans)
Neg Moment (Ft-Ibs)
-23 @ 7' 11 1/4"
7154
Passed (0%)
0.90
1.0 D (All Spans)
Live Load Defl. (in)
0.006 @ 4' 6 1/4"
1 0.389
1 Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.013 @ 4' 5 1/8"
1 0.518
1 Passed (L/999+)
1.0 D + 1.0 S (All 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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 8 9/16".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 3 1/16".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.50"
75
44
119
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1.50"
229
194
423
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)
10' 1" o/c
Bottom Edge (Lu)
10' 1" 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 10' 1"
N/A
10.0
1 - Point (lb)
6' 6" (Front)
N/A
203
238
Linked from: RB2,
Support 1
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 16 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB12
1 piece(s) 4 x 6 HF No.2
PASSED
0
Overall Length: ?
L 3' 2"
0 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)
651 @ 0
2126 (1.50")
Passed (31%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
428 @ 7"
2214
Passed (19%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
556 @ 1' 8 1/2"
1869
Passed (30%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.011 @ 1' 8 1/2"
0.114
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.019 @ 1' 8 1/2"
0.171
Passed (L/999+)
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
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
266
384
650
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
266
384
650
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 5" o/c
Bottom Edge (Lu)
3' 5" 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 3' 5"
N/A
4.9
1 - Uniform (PSF)
0 to 3' 5"
9'
16.8
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 17 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB13
1 piece(s) 4 x 6 HF No.2
PASSED
0
Overall Length: 5'
L 4' 9" L
0 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)
1056 @ 0
2126 (1.50")
Passed (50%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
810 @ 7"
2214
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1321 @ 2' 6"
1869
Passed (71%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.056 @ 2' 6"
0.167
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.094 @ 2' 6"
0.250
Passed (L/637)
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
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
431
625
1056
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
431
625
1056
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' o/c
Bottom Edge (Lu)
5' 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 5'
N/A
4.9
1 - Uniform (PSF)
0 to 5'
10'
16.8
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 18 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB14
1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam
Overall Length: 10' 6'
L 10' 31, L
0 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)
2226 @ 0
3413 (1.50")
Passed (65%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1908 @ 9"
5333
Passed (36%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
5844 @ 5' 3"
7547
Passed (77%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.309 @ 5' 3"
0.350
Passed (L/408)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.524 @ 5' 3"
0.525
Passed (L/241)
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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 6".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports IF
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
914
1312
2226
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
914
1312
2226
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
10' 6" o/c
Bottom Edge (Lu)
10' 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 10' 6"
N/A
6.4
1 - Uniform (PSF)
0 to 10' 6"
10'
16.8
25.0
ROOF
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 19 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB15
1 piece(s) 6 x 8 HF No.2
PASSED
Overall Length:4' 1"
3' 6"
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)
348 @ 2"
7796 (3.50")
Passed (4%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
192 @ 11"
4428
Passed (4%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
300 @ 2' 1/2"
2841
Passed (11%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.002 @ 2' 1/2"
0.188
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.004 @ 2' 1/2"
0.250
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• 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
Roof Live
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.50"
144
163
204
511
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1 1.50"
144
163
204
511
Blocking
• NOCKmg Naneis are assumeo to carry no ioaas appnea airecay above tnem ano the run ioao is appnea to the member being oesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 1" o/c
Bottom Edge (Lu)
4' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 1"
N/A
10.4
1 - Uniform (PSF)
0 to 4' 1" (Front)
4'
15.0
20.0
25.0
Default Load
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 20 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB15
1 piece(s) 6 x 6 HF No.2
19
Drawing is Conceptual
Post Height: 15'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
33
50
Passed (65%)
--
--
Compression (Ibs)
578
8161
Passed (7%)
1.15
1.0 D + 1.0 S
Base Bearing (Ibs)
578
898425
Passed (0%)
--
1.0 D + 1.0 S
Bending/Compression
0.04
1
Passed (4%)
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 NDS.
supports Type Material Member Type : Free Standing Post
Base Beam Steel Building Code : IBC 2015
Design Methodology : ASD
Max Unbraced Length Comments
Full Member Length No bracing assumed.
Vertical Loads
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Point (lb)
-
-
-
2 - Point (lb)
144
163
204
Linked from: RB15, Support 2
3 - Point (lb)
120
88
110
Linked from: RB16, Support 1
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 21 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB16
1 piece(s) 6 x 8 HF No.2
Overall Length: B' 4 112"
0 0
I i
7' 9 1/2"
11 ❑2
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)
230 @ 2"
5012 (2.25")
Passed (5%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
222 @ 11"
4428
Passed (5%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
779 @ 3' 10 1/2"
2841
Passed (27%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.018 @ 4' 1 1/2"
0.402
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.035 @ 4' 1 5/8"
1 0.536
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• 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
Roof Live
Snow
Total
1 - Stud wall - SPF
3.50"
2.25"
1.50"
120
88
110
318
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1 1.50"
109
75
94
278
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 2" o/c
Bottom Edge (Lu)
8' 2" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
1 1/4" to 8' 3 1/4"
N/A
10.4
1 - Point (lb)
3' 10 1/2" (Front)
N/A
144
163
204
Linked from: RB15,
Support 1
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 22 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB17
1 piece(s) 4 x 8 HF No.2
PASSED
0
Overall Length: 6' 3"
L 6'
0 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)
2109 @ 0
2126 (1.50")
Passed (99%)
1.0 D + 1.0 S (All Spans)
Shear(lbs)
1617 @ 8 3/4"
2918
Passed (55%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3295 @ 3' 1 1/2"
3247
Passed (SOS%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl.(in)
0.095 @ 3'1 1/2"
0.208
Passed (L/789)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.160 @ 3' 1 1/2"
0.313
Passed (L/468)
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
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
859
1250
2109
None
2 - Trimmer - SPF
1.50"
1.501.
150"
859
1250
2109
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6" o/c
Bottom Edge (Lu)
6' 3" 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 6' 3"
N/A
6.4
1 - Uniform (PSF)
0 to 6' 3"
16'
16.8
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 23 / 42
a FORTE"M3
MEMBER REPORT
ROOF, RB18
1 piece(s) 4 x 6 HF No.2
PASSED
0
Overall Length: 2' 11"
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)
982 @ 0
2126 (1.50")
Passed (46%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
589 @ 7"
2214
Passed (27%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
716 @ 1' 5 1/2"
1869
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.010 @ 1' 5 1/2"
0.097
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.017 @ 1' 5 1/2"
0.146
Passed (L/999+)
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
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
398
583
981
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
398
583
981
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
2' 11" o/c
Bottom Edge (Lu)
2' 11" 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 2' 11"
N/A
4.9
1 - Uniform (PSF)
0 to 2' 11"
16'
16.8
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 24 / 42
a FORTE'M3
MEMBER REPORT
ROOF, RB19
1 piece(s) 4 x 6 HF No.2
PASSED
0
Overall Length: 6' 3"
L 6'
0 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)
668 @ 0
2126 (1.50")
Passed (31%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
543 @ 7"
2214
Passed (25%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1044 @ 3' 1 1/2"
1869
Passed (56%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.068 @ 3' 1 1/2"
0.208
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.116 @ 3' 1 1/2"
0.313
Passed (L/645)
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
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
277
391
668
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
277
391
668
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 3" o/c
Bottom Edge (Lu)
6' 3" 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 6' 3"
N/A
4.9
1 - Uniform (PSF)
0 to 6' 3"
5'
16.8
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 25 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB20
1 piece(s) 6 x 10 HF No.2
Overall Length: 16' a'
13' 9"
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)
1458 @ 1' 3/4"
12251 (5.50")
Passed (12%)
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
1087 @ 2' 1"
5608
Passed (19%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
4436 @ 8' 2"
5352
Passed (83%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.288 @ 8' 2"
0.710
Passed (L/592)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.372 @ 8' 2"
0.947
Passed (L/458)
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
Roof Live
Snow
Total
1 - Column - SPF
5.50"
5.50"
1.50"
333
901
1126
2360
Blocking
2 - Column - SPF
5.50"
5.50"
1 1.50"
333
901
1126
2360
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)
16' 4" o/c
Bottom Edge (Lu)
16' 4" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 16' 4"
N/A
13.2
1 - Uniform (PSF)
0 to 16' 4" (Front)
5' 6"
5.0
20.0
25.0
Default Load
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 26 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB21
1 piece(s) 4 x 8 HF No.2 @ 19.2" OC
12 ;
41
1' 6"
1❑
Sloped Length: 10' 7 9/16'
6' 6"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
1' 6"
❑z
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
333 @ 1' 7 3/4"
5230 (3.50")
Passed (6%)
1.0 D + 1.0 S (Adj Spans)
Shear(lbs)
179 @ 2'4 3/8"
2918
Passed (6%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
315 @ 5' 1/2"
3734
Passed (8%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.013 @ 5' 1/2"
0.358
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.019 @ 5' 1/2"
0.477
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.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
128
165
206
499
Blocking
2 - Beveled Plate - SPF
3.50"
3.50"
1 1.50"
128
165
206
499
Blocking
• uiocKing raneis are assumea co carry no ioaas appnea airecay aoove mem ano me run ioao is app iea co me memoer Deing aesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
10' 8" o/c
Bottom Edge (Lu)
10' 8" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 10' 1"
19.2"
15.0
20.0
25.0
Default Load
Member Length : 10' 9 15/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
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 -parry 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/wGodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 27 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB22
1 piece(s) 3 1/2" x 10 1/2" 24F-V8 DF Glulam
Overall Length: 17
M
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)
5285 @ IT 5 1/4"
7963 (3.50")
Passed (66%)
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
2691 @ 12' 5"
7466
Passed (36%)
1.15
1.0 D + 1.0 S (Adj Spans)
Pos Moment (Ft-Ibs)
6464 @ 7' 5 3/8"
14792
Passed (44%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-4108 @ 1315 1/4"
14792
Passed (28%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.155 @ 78 3/8"
0.565
Passed (U874)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.229 @ 7' 7 13/16"
0.753
Passed (U591)
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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 11 13/16".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 5 5/16".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Column - SPF
3.50"
3.50"
1.71"
1460
1949
2437
5846
Blocking
2 - Column - SPF
3.50"
3.50"
1 2.32"
2026
2607
3259
7892
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)
175" o/c
Bottom Edge (Lu)
17' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 175"
N/A
8.9
1 - Uniform (PSF)
0 to 17' 5" (Front)
12' 9"
15.0
20.0
25.0
Default Load
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
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 -parry 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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 28 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB22
1 piece(s) 4 x 8 HF No.2 (Plank)
Wall Height: 11' 6" Member Height: 11' 1 1/2"
Tributary Width: 1'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
38
50
Passed (76%)
--
--
Compression (Ibs)
5285
6486
Passed (81%)
1.15
1.0 D + 1.0 S
Plate Bearing (Ibs)
5285
10784
Passed (49%)
--
1.0 D + 1.0 S
Lateral Reaction (Ibs)
81
1.60
1.0 D + 0.6 W
Lateral Shear (lbs)
77
4060
Passed (2%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
225 @ mid -span
2290
Passed (10%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.10 @ mid -span
1 1.11
Passed (L/1280)
--
1.0 D + 0.6 W
Bending/Compression
0.68
1
Passed (68%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.
• Member has been designed in flat (plank) orientation with lateral (wind) loads applied to wide strand face.
Supports
Type
Material
Top
Dbl 2X
Spruce -Pine -Fir
Base
2X
Spruce -Pine -Fir
Drawing is Conceptual I Max Unbraced Length Comments
8'
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
8d x 2.5' Box (Toe)
1
N/A
Base
Nails
8d x 2.5" Box (Toe)
1
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : ASD
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
2026
2607
3259
Linked from: RB22, Support 2
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
1'
24.3
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind 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/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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 29 / 42
a" O R T CM MEMBER REPORT PASSED
ROOF, RB23
1 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL @ 24" OC
Sloped Lengih: 16' 9 7/8'
12
41 I'M
2' 6" 12' 10 1 /2"
0
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Length : 17' 1/4"
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
738 @ 2' 7 3/4"
2744 (3.50")
Passed (27%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
495 @ 3' 4 3/8"
2772
Passed (18%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1676 @ 9' 4 1/8"
4255
Passed (39%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.325 @ 9' 2 15/16"
0.691
Passed (L/510)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.529 @ 9' 3"
0.921
Passed (L/313)
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.
• A 4% increase in the moment capacity has been added to account for repetitive member usage.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
264
379
473
1116
Blocking
2 - Beveled Plate - SPF
3.50"
3.50"
1 1.50"
209
265
331
805
Blocking
• rsiocKmg raneis are assumea to carry no ioaas appnea aireary aoove mem ano me run ioaa is appuea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
16' 10" o/c
Bottom Edge (Lu)
16' 10" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Uniform (PSF)
2' 6" to 15' 11 1/2"
24"
15.0
20.0
25.0
Default Load
2 - Uniform (PSF)
0 to 2' 6"
24"
9.0
20.0
25.0
Default Load
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 30 / 42
a FORTE"M3
MEMBER REPORT
2ND LEVEL, MBl
1 piece(s) 2 x 8 HF No.2 @ 16" OC
PASSED
Overall Length: -, -
L $ L
11 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)
423 @ 2 1/2"
1367 (2.25")
Passed (31%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear(lbs)
326 @ 10 3/4"
1088
Passed (30%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
800 @ 4' 3 1/2"
1284
Passed (62%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.137 @ 4' 3 1/2"
0.204
Passed (L/713)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.163 @ 4' 3 1/2"
1 0.408
1 Passed (L/600)
1.0 D + 0.75 L + 0.75 S (All Spans)
TJ-Pro'"" Rating
N/A
I N/A
I N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• 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
Snow
Total
1 - Stud wall - SPF
3.50"
2.25"
1.50"
69
343
143
555
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1 1.50"
69
343
143
555
1 1/4" Rim Board
• Kim boara is assumea to carry au ioaas appuea airecuy aoove it, Dypassing me memoer Demg aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 5" o/c
Bottom Edge (Lu)
8' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 8' 7"
16"
12.0
60.0
25.0
Default Load
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
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 -parry 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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 31 / 42
a FORTE M3
IL
n
MEMBER REPORT
2ND LEVEL, MB2
1 piece(s) 4 x 10 HF No.2
Overall Length: 20' 2 112"
0
9' $„
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)
3817 @ 10' 1 1/4"
4961 (3.50")
Passed (77%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
1545 @ 11' 1/4"
3238
Passed (48%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-3565 @ 10' 1 1/4"
4242
Passed (84%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.117 @ 4' 11 1/8"
0.327
Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.133 @ 4' 10 5/16"
0.491
Passed (L/884)
1.0 D + 1.0 L (Alt 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.
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Total
Supports
Accessories
1 - Hanger on 9 1/4" SPF beam
3.50"
Hanger'
1.50"
221
1100/-77
428
174 9/
See note
77
2 - Stud wall- SPF
3.50"
3.50"
2.69"
689
2944
1227
4860
Blocking
3 - Hanger on 9 1/4" SPF beam
3.50"
Hanger'
1.50"
221
1100/-77
428
1 77/
See note'
• IsiocKing Panels are assumea to carry no ioaas appiiea aireaiy above tnem ana the run ioaa is appiiea to the member Deing aesignea.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
19' 8" o/c
Bottom Edge (Lu)
19' 8" o/c
-Maximum allowable bracing intervals based on applied load.
PASSED
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
HUC48
2.50"
N/A
10-16d
4-10d
3 - Face Mount Hanger
HUC48
2.50"
N/A
10-16d
4-10d
• Reter to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
3 1/2" to 19' 11"
N/A
8.2
1 - Uniform (PSF)
0 to 20' 2 1/2" (Front)
4'
12.0
60.0
25.0
Default Load
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 32 / 42
a FORTE'M3
MEMBER REPORT
2ND LEVEL, MB3
1 piece(s) 4 x 6 HF No.2
PASSED
0
Overall Length: 6' 3"
L 6'
0 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)
706 @ 0
2126 (1.50")
Passed (33%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
574 @ 7"
1925
Passed (30%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1103 @ 3' 1 1/2"
1625
Passed (68%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.093 @ 3' 1 1/2"
0.208
Passed (L/811)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.123 @ 3' 1 1/2"
0.313
Passed (L/610)
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
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
175
531
706
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
175
531
706
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 3" o/c
Bottom Edge (Lu)
6' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 6' 3"
N/A
4.9
1 - Uniform (PSF)
0 to 6' 3"
4' 3"
12.0
40.0
Floor
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 33 / 42
a" O R T CM MEMBER REPORT PASSED
2ND LEVEL, MB4
1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam
Overall Length: 6' 11"
6'
n
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
7875 @ 4"
11172 (5.50")
Passed (70%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
7788 @ V 5 1/2"
7619
Passed (102%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
15107 @ 2' 3 1/4"
17250
Passed (88%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.057 @ T 2 11/16"
0.208
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.102 @ T 2 3/4"
0.313
Passed (L/735)
1
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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Supports IF
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Total
1 - Trimmer - SPF
5.50"
5.50"
3.88"
3506
588
3213
4370
11677
None
2 - Trimmer - SPF
5.50"
5.50"
1.81"
1704
588
1455
1981
5728
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 11" o/c
Bottom Edge (Lu)
6' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Roof Live
Snow
Vertical Loads
Location
Tributary Width
(0.90)
(1.00)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 11"
N/A
9.1
--
--
--
1 - Uniform (PSF)
0 to 6' 11"
4' 3"
12.0
40.0
-
Floor
2 - Point (lb)
2' 3 1/4"
N/A
4525
4450
6005
Linked from: RB4,
Support 1
3 - Point (lb)
2' 6"
N/A
269
218
346
Linked from: R68,
Support 1
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
NWW.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 34 / 42
a" O R T CM MEMBER REPORT PASSED
2ND LEVEL, MB4
1 piece(s) 4 x 8 HF No.2 (Plank)
Wall Height: 7' 9" Member Height: 7' 4 1/2"
Tributary Width: 4'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
25
50
Passed (51%)
Compression (Ibs)
7876
13855
Passed (57%)
1.15
1.0 D + 1.0 S
Plate Bearing (Ibs)
7876
10784
Passed (73%)
--
1.0 D + 1.0 S
Lateral Reaction (Ibs)
219
1.60
1.0 D + 0.6 W
Lateral Shear (Ibs)
202
4060
Passed (5%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
405 @ mid -span
2290
Passed (18%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.08 @ mid -span
1 0.74
Passed (L/1075)
--
1.0 D + 0.6 W
Bending/Compression
0.50
1
Passed (50%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.
• Member has been designed in flat (plank) orientation with lateral (wind) loads applied to wide strand face.
Supports
Type
Material
Top
Dbl 2X
Spruce -Pine -Fir
Base
2X
Spruce -Pine -Fir
Drawing is Conceptual Max Unbraced Length Comments
7' 4 1/2"
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
10d x 3" Box (End)
3
N/A
Base
Nails
10d x 3" Box (End)
3
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : ASD
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
3506
588
3213
4370
Linked from: MB4, Support 1
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
4'
24.8
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind 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/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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 35 / 42
a" O R T CM MEMBER REPORT PASSED
2ND LEVEL, MB5
1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam
Overall Length: 11'
8'
n
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
4900 @ 4"
11172 (5.50")
Passed (44%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
3554 @ 7' 5 1/2"
7619
Passed (47%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-Ibs)
9560 @ 5' 6 15/16"
17250
Passed (55%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl.(in)
0.093 @ 4'6 3/8"
0.275
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
1 0.141 @ 4' 6 9/16"
1 0.412
1 Passed (L/704)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Total
1 - Trimmer - SPF
5.50"
5.50"
2.41"
1676
2408
531
1892
6507
None
2 - Trimmer - SPF
5.50"
5.50"
2.20"
1462
2408
750
1601
6221
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 11" o/c
Bottom Edge (Lu)
8' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Roof Live
Snow
Vertical Loads
Location
Tributary Width
(0.90)
(1.00)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 8' 11"
N/A
9.1
--
--
--
1 - Uniform (PSF)
0 to 8' 11"
7' 6"
12.0
40.0
-
Floor
2 - Uniform (PSF)
0 to 8' 11"
4'
12.0
60.0
-
25.0
DECK
3 - Point (lb)
1'
N/A
682
-
158
960
Linked from: RB9,
Support 2
4 - Point (lb)
5' 9"
N/A
829
965
1206
Linked from: RB3,
Support 2
5 - Point (lb)
5' 9"
N/A
315
158
435
Linked from: RB9,
Support 1
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
,vww.weyerhaeuser.com/wGodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 36 / 42
a" O R T CM MEMBER REPORT PASSED
2ND LEVEL, MB5
1 piece(s) 4 x 8 HF No.2 (Plank)
Wall Height: 7' 9" Member Height: 7' 4 1/2"
Tributary Width: 5'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
25
50
Passed (51%)
--
--
Compression (Ibs)
4901
13855
Passed (35%)
1.15
1.0 D + 0.75 L + 0.75 S
Plate Bearing (Ibs)
4901
10784
Passed (45%)
--
1.0 D + 0.75 L + 0.75 S
Lateral Reaction (Ibs)
270
1.60
1.0 D + 0.6 W
Lateral Shear (Ibs)
249
4060
Passed (6%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
499 @ mid -span
2290
Passed (22%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.12 @ mid -span
0.74
Passed (L/745)
1.0 D + 0.45 W + 0.75 L + 0.75 S
Bending/Compression
0.52
1
Passed (52%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
• Applicable calculations are based on NDS.
• Member has been designed in flat (plank) orientation with lateral (wind) loads applied to wide strand face.
Supports
Type
Material
Top
Dbl 2X
Spruce -Pine -Fir
Base
2X
Spruce -Pine -Fir
Drawing is Conceptual Max Unbraced Length Comments
7' 4 1/2"
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
10d x 3" Box (End)
4
N/A
Base
Nails
10d x 3" Box (End)
4
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : ASD
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
1676
2408
531
1892
Linked from: MB5, Support 1
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
5'
24.4
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind 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/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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 37 / 42
a FORTE"M3
MEMBER REPORT
2ND LEVEL, M136
1 piece(s) 4 x 8 HF No.2
PASSED
a
0
Overall Length: ? -
2181,
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Y
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1391 @ 4"
7796 (5.50")
Passed (18%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
548 @ 1' 3/4"
2538
Passed (22%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
800 @ V 9 1/2"
2823
Passed (28%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.006 @ 1' 9 1/2"
0.097
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.009 @ 1' 9 1/2"
1 0.146
1 Passed (L/999+)
1
1.0 D + 0.75 L + 0.75 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.
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Total
1 - Trimmer - SPF
5.50"
5.50"
1.50"
380
968
161
381
1890
None
2 - Trimmer - SPF
5.50"
5.50"
1 1.50"
380
968
161
381
1890
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 7" o/c
Bottom Edge (Lu)
3' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 3' 7"
N/A
6.4
1 - Uniform (PSF)
0 to 3' 7"
7' 6"
12.0
40.0
Floor
2 - Uniform (PSF)
0 to 3' 7"
4'
12.0
60.0
-
25.0
DECK
3 - Uniform (PSF)
0 to 3' 7"
4' 6"
15.0
20.0
25.0
Roof
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 38 / 42
a" O R T CM MEMBER REPORT PASSED
2ND LEVEL, M136
2 piece(s) 2 x 4 HF No.2
Drawing is Conceptual
Wall Height: 7' 9" Member Height: 7' 4 1/2"
Tributary Width: 3'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
30
50
Passed (59%)
Compression (Ibs)
1392
2628
Passed (53%)
1.15
1.0 D + 0.75 L + 0.75 S
Plate Bearing (Ibs)
1392
4463
Passed (31%)
--
1.0 D + 0.75 L + 0.75 S
Lateral Reaction (Ibs)
168
1.60
1.0 D + 0.6 W
Lateral Shear (lbs)
154
1680
Passed (9%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
309 @ mid -span
1026
Passed (30%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.16 @ mid -span
0.74
Passed (L/553)
--
1.0 D + 0.6 W
Bending/Compression
0.65
1
Passed (65%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
• Applicable calculations are based on NDS.
• The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to
the U.S. Wall Guide for multiple -member connection requirements.
Supports
Type
Material
Top
Dbl 2X
Spruce -Pine -Fir
Base
2X
Spruce -Pine -Fir
Max Unbraced Length Comments
7' 4 1/2"
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
10d x 3" Box (End)
2
N/A
Base
Nails
10d x 3" Box (End)
2
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : ASD
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
380
968
161
381
Linked from: MB6, Support 1
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
3'
25.3
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 39 / 42
a FORTE"M3
MEMBER REPORT
2ND LEVEL, MB7
1 piece(s) 4 x 6 HF No.2
PASSED
0
Overall Length:
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)
509 @ 0
2126 (1.50")
Passed (24%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
263 @ 7"
1925
Passed (14%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
307 @ V 2 1/2"
1625
Passed (19%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.004 @ 1' 2 1/2"
0.081
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.005 @ 1' 2 1/2"
0.121
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
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
122
387
509
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
122
387
509
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
2' 5" o/c
Bottom Edge (Lu)
2' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 2' 5"
N/A
4.9
1 - Uniform (PSF)
0 to 2' 5"
8'
12.0
40.0
Floor
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
vww.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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 40 / 42
a FORTE"M3
MEMBER REPORT
2ND LEVEL, MB8
1 piece(s) 4 x 6 HF No.2
PASSED
0
Overall Length: 1"
0 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)
631 @ 0
2126 (1.50")
Passed (30%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
392 @ 7"
2214
Passed (18%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
486 @ V 6 1/2"
1869
Passed (26%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.011 @ 1' 6 1/2"
0.103
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.013 @ 1' 6 1/2"
1 0.154
1 Passed (L/999+)
1
1.0 D + 0.75 L + 0.75 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.
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
82
308
278
424
1092
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
82
308
278
424
1092
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 1" o/c
Bottom Edge (Lu)
3' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 3' 1"
N/A
4.9
1 - Uniform (PSF)
0 to 3' 1"
2'
12.0
40.0
-
-
Floor
2 - Uniform (PSF)
0 to 3' 1"
9'
-
-
20.0
25.0
Roof
3 - Uniform (PSF)
0 to 3' 1"
2'
12.0
60.0
25.0
DECK
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 41 / 42
a" O R T CM MEMBER REPORT PASSED
2ND LEVEL, MB9
2 piece(s) 2 x 12 DF No.2 @ 16" OC
26"
0
Overall Length: 15 3
12' 2"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
❑2
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2072 @ 2' 7 3/4"
4463 (3.50")
Passed (46%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
1374 @ V 6 3/4"
4658
Passed (29%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
-3599 @ 2' 7 3/4"
6277
Passed (57%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.090 @ 0
0.200
Passed (2L/706)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl.(in)
0.134 @ 0
0.265
1 Passed (2L/472)
1
1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-Pro'"" Rating
N/A
N/A
I N/A
I
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/0.2") and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• 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
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.62"
743
858
914
2515
Blocking
2 - Stud wall - SPF
3.50"
2.25"
1.50"
-7
342/-75
-161
z 3
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• 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)
152" o/c
Bottom Edge (Lu)
13' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Spacing
(0.90)
(1.00)
(1.15)
Comments
1 - Uniform (PSF)
0 to 153"
16"
12.0
40.0
-
Default Load
2 - Point (lb)
0
N/A
61
306
128
3 - Point (lb)
0
N/A
431
625
Linked from: RB13,
Support 1
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
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
Jasper Baarbe
Structural Design Associates
(425) 339-0293
jasper@sdaeverett.com
4/15/2022 5:53:48 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 9508
Page 42 / 42
KUNKLE RESIDENCE
I
April 14, 2022
1
SDA Job # 9508
BEAM ASD REACTIONS (POSTIIVE LOADS ACTS IN THE DOWNWARD DIRECTION)
BEAM ID
DL k
L k
SL k
WL k E k
R MAX
R MIN
SUPPORT
RB1
0.266
0.421
±
±
0.69
0.16
RAFTER
RB2 [11
0.203
0.238
±
±
0.44
0.12
MSC4
RB2 [21
0.699
1.002
±
±
1.70
0.42
46
RB2 [31
0.409
0.616
±
±
1.03
0.25
46
RB3 [11
0.122
0.186
±
±
0.31
0.07
MSC4
RB3 [21
0.829
1.206
±
±
2.04
0.50
44
RB3 [31
0.823
1.234
±
±
2.06
0.49
44
RB4
4.826
6.497
±
±
11.32
2.90
3.5x9.5 LSL
RB5
0.726
1.031
±
±
1.76
0.44
2-2x4
RB6
0.172
0.234
±
±
0.41
0.10
2-2x4
RB7 [11
1.491
1.986
±
±
3.48
0.89
48
RB7 [21
3.743
5.018
±
±
8.76
2.25
3.5x9.5 LSL
RB8
0.346
0.436
±
±
0.78
0.21
2-2x4
RB9
0.682
0.96
±
±
1.64
0.41
2-2x4
RB10
0.522
0.639
±
±
1.16
0.31
6x6 PT
RB11
0.229
0.194
±
±
0.42
0.14
46
RB12
0.266
0.384
±
±
0.65
0.16
2-2x
RB13
0.431
0.625
±
±
1.06
0.26
46
RB14
0.914
1.312
±
±
2.23
0.55
46
RB15
0.132
0.204
±
±
0.34
0.08
6x6 PT
RB16
0.091
0.11
±
±
0.20
0.05
2-2x4
RB17
0.859
1.25
±
±
2.11
0.52
2-2x4
RB18
0.398
0.583
±
±
0.98
0.24
2-2x4
RB19
0.277
0.391
±
±
0.67
0.17
2-2x4
RB20
0.333
1.126
±
±
1.46
0.20
6x6 PT
RB21
0.128
0.206
±
±
0.33
0.08
RB20
MB1
0.069
0.343
0.143
±
±
0.43
0.04
DECK JOIST
MB2 [11
0.221
1.1
0.428
±
±
1.37
0.13
6x6 PT
MB2 [21
0.689
2.944
1.227
3.82
0.41
6x6 PT
MB3
0.175
0.531
±
±
0.71
0.11
2-2x4
MB4
3.506
0.588
4.37
±
±
7.88
2.10
48
MB5
2.411
2.408
2.924
±
±
6.41
1.45
48
MB6
0.38
0.968
0.381
±
±
1.39
0.23
2-2x4
MB7
0.122
0.387
±
±
0.51
0.07
2-2x4
MB8
0.082
0.308
0.424
±
±
0.63
0.05
2-2x4
MB9
0.743
0.858
0.914
±
±
2.07
0.45
2x4
FOUNDATION DESIGN - ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF
MB2 [21 0.689 2.944 1.227 3.82 0.41
AREA = 2.544833 SF
B = W = 1.595253 ft <---- USE 24248
RB14
0.914
1.312
±
±
2.23
0.55
RB13
0.431
0.625
±
±
1.06
0.26
MB9
0.743
0.858
0.914
±
±
2.07
0.45
TOTAL
2.088
0.858
2.851
4.94
1.25
AREA =
3.292667 SF
B = W =
1.814571 ft
<----
USE 24248
RB13
0.431
0.625
±
±
1.06
0.26
[El BEAM
0.84
2.8
±
±
3.64
0.50
HDU14
1.54
1.1
± 20.885
±
2.606
14.07
-11.61
TOTAL
2.811
3.9
0.625
6.71
1.69
AREA =
4.474 SF
B = W =
2.115183 ft
<----
USE 30xl6
VOL. REQ =
77.38 CF
SLAB VOL =
49.5 CF
STRIP FT'G =
49.875 CF
TOTAL =
99.375 CF
MB4
3.506
0.588
4.37
±
±
7.88
2.10
TOTAL
3.506
0.588
4.37
±
±
7.88
2.10
AREA =
5.250667 SF
B =
1.33 ft.
L_EFF. =
4 ft.
AREA_EFF =
5.32 SF
<-----
USE [El 1608
MB5
1.68
2.41
1.89
±
±
4.90
1.01
HDU8
± 8.18
±
8.61
6.03
-6.03
TOTAL
1.68
2.41
1.89
± 8.18
±
8.61
9.42
-5.02
AREA =
6.28 SF
B =
1.33 ft.
L_EFF. =
5.00 ft.
AREA_EFF =
6.65 SF
UT% =
94% < 105% <----
USE [E} 1608
MB3
0.175
0.531
±
±
0.71
0.11
HDU4
± 3.415038
±
4.465414
3.13
-3.13
TOTAL
0.18
0.53
0.00
± 3.42
±
4.47
3.30
-3.02
AREA =
2.20 SF
B =
1.33 ft.
L_EFF. =
5.00 ft.
AREA_EFF =
6.65 SF
UT% =
33% < 105% <----
USE [E} 1608
Project Title:
Engineer:
Project ID: SDA#9508
Project Descr:
Pole FootingEmbedded in Soil File:9508.ec6
Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24
KW-06014008 Structural Design Associate;
DESCRIPTION: EMBED. POST
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Pole Footing Shape Circular
Pole Footing Diameter ........... 30.0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive .................. 250.0 pcf
Max Passive ................... 1,500.0 psf
Controlling Values
Governing Load Combination : +D+0.70E Point Load
Lateral Load 1.917 k Soil Surface No lateral restraint q
Moment 1.917 k-ft iv
NO Ground Surface Restraint \
Pressures at 1/3 Depth 50
Actual 425.445 psf
Allowable 426.394 psf
Minimum Required Depth 5.125 ft
Footing Base Area 4.909 ft^2
Maximum Soil Pressure 0.5669 ksf
Applied Loads
Lateral Concentrated Load
(k)
Lateral Distributed Loads (klf)
Vertical Load (k)
D : Dead Load
k
k/ft
0.6310 k
Lr : Roof Live
k
k/ft
k
L : Live
k
k/ft
1.230 k
S : Snow
k
k/ft
1.639 k
W : Wind
1.205 k
k/ft
k
E : Earthquake
2.739 k
k/ft
k
H : Lateral Earth
k
k/ft
k
Load distance above
TOP of Load above ground surface
ground surface
1.0 ft
ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground Surface
Required
Pressure at
1/3 Depth
Soil Increase
Load Combination
Loads - (k) Moments - (ft-k)
Depth - (ft)
Actual - (psf)
Allow - (psf)
Factor
D Only
0.000 0.000
0.13
0.0
0.0
1.000
+D+L
0.000 0.000
0.13
0.0
0.0
1.000
+D+S
0.000 0.000
0.13
0.0
0.0
1.000
+D+0.750L
0.000 0.000
0.13
0.0
0.0
1.000
+D+0.750L+0.750S
0.000 0.000
0.13
0.0
0.0
1.000
+D+0.60W
0.723 0.723
3.38
274.0
274.0
1.000
+D+0.750L+0.450W
0.542 0.542
3.00
241.2
241.3
1.000
+D+0.750L+0.750S+0.450W
0.542 0.542
3.00
241.2
241.3
1.000
+0.60D+0.60W
0.723 0.723
3.38
274.0
274.0
1.000
Project Title:
Engineer:
Project ID: SDA#9508
Project Descr:
Pole FootingEmbedded in Soil File:9508.ec6
Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24
KW-06014008 Structural Design Associate�
DESCRIPTION: EMBED. POST
+D+0.70E 1.917 1.917 5.13 425.4 426.4 1.000
+D+0.750L+0.750S+0.5250E 1.438 1.438 4.50 373.0 373.8 1.000
+0.60D+0.70E 1.917 1.917 5.13 425.4 426.4 1.000
Project Name/Number : 9508
RetainPro (c) 1987-2019, Build 11.20.03.31
License : KW-06060593 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To: STRUCTURAL DESIGN ASSOCIATES
Criteria Soil Data 111
Retained Height =
5.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
12.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 40.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning
= 1.82 OK
Sliding
= 1.60 OK
Total Bearing Load
= 1,551 Ibs
...resultant ecc.
= 6.59 in
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Tor =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Soil Pressure @ Toe =
1,393 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,950 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
14.2 psi OK
Footing Shear @ Heel =
10.6 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
685.2 Ibs
less 100% Passive Force = -
555.6 Ibs
less 100% Friction Force = -
542.9 Ibs
Added Force Req'd = 0.0 Ibs OK
....for 1.5 Stability = 0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2018,AC1
1.200
1.600
1.600
1.000
1.000
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# _
Strength Level
ft-# _
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
f'm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Adjacent Footing Load
Adjacent Footing Load =
1,000.0 Ibs
Footing Width =
2.50 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
2.50 ft
Footing Type Square Footing
Base Above/Below Soil =
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD
6.00
# 4
12.00
Center
0.932
877.4
1,591.3
1,705.6
24.4
75.0
3.00
75.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 40,000.0
Project Name/Number : 9508
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW-06060593 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To: STRUCTURAL DESIGN ASSOCIATES
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.1978 in2/ft
(4/3)' As :
0.2638 in2/ft
Min Stem T&S Reinf Area 0.720 in2
200bd/fy : 200(12)(3)/40000 :
0.18 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft
0.0018bh : 0.0018(12)(6) :
0.1296 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of:
Required Area :
0.1978 in2/ft
#4@ 16.67 in #4@ 33.33 in
Provided Area :
0.2 in2/ft
#5@ 25.83 in #5@ 51.67 in
Maximum Area:
0.6096 in2/ft
#6@ 36.67 in #6@ 73.33 in
Footing Data
Footing Design Results
Toe Width =
0.92 ft
Toe Heel
Heel Width =
1.67 Factored Pressure
= 1,950 0 psf
Total Footing Width =
2.58 Mu': Upward
= 8,481 78 ft-#
Footing Thickness =
8.00 in Mu': Downward
= 1,271 574 ft-#
Mu: Design
= 601 497 ft-#
Key Width =
8.00 in Actual 1-Way Shear = 14.21 10.56 psi
Key Depth =
8.00 in Allow 1-Way Shear
= 75.00 75.00 psi
Key Distance from Toe =
0.92 ft Toe Reinforcing
= # 4 @ 13.88 in
fc = 2,500 psi Fy =
40,000 psi Heel Reinforcing
= # 4 @ 13.88 in
Footing Concrete Density =
150.00 pcf Key Reinforcing
= None Spec'd
Min. As % =
0.0018 Footing Torsion, Tu
= 0.00 ft-Ibs
Cover @ Top 2.00 @ Btm: 3.00 in Footing Allow. Torsion,
phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 13.88 in, #5@ 21.52 in, #6@ 30.55 in, #7@ 41.66 in, #8@ 54.86 in, #9@ 6
Heel: #4@ 13.88 in, #5@ 21.52 in, #6@ 30.55 in, #7@ 41.66 in, #8@ 54.86 in, #9@ 6
Key: phiMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area 0.45 in2
Min footing T&S reinf Area per foot 0.17 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 13.89 in #4@ 27.78 in
#5@ 21.53 in #5@ 43.06 in
#6@ 30.56 in #6@ 61.11 in
Project Name/Number : 9508
RetainPro (c) 1987-2019, Build 11.20.03.31
License : KW-06060593 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To: STRUCTURAL DESIGN ASSOCIATES
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance
Moment
Item Ibs ft ft-#
Ibs ft
ft-#
HL Act Pres (ab water tbl) 561.9 1.89 1,061.5
Soil Over HL (ab. water tbl)
641.7 2.00
1,283.3
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.00
1,283.3
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Heel =
Surcharge over Heel = 72.1 2.83 204.3
Surcharge Over Heel =
46.7 2.00
93.3
Surcharge Over Toe =
Adjacent Footing Load =
162.8 2.00
325.6
Adjacent Footing Load = 51.1 2.72 139.1
Axial Dead Load on Stem =
Added Lateral Load =
" Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
0.46
=
Surcharge Over Toe =
Stem Weight(s) =
375.0 1.17
437.5
Earth @ Stem TransitionE _
Total = 685.2 O.T.M. = 1,404.9
Footing Weight =
258.3 1.29
333.7
Key Weight =
66.7 1.25
83.3
Resisting/Overturning Ratio = 1.82
Vert. Component =
Vertical Loads used for Soil Pressure = 1,551.1 Ibs
Total =
1,551.1 Ibs R.M.=
2,556.8
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.075 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.