REVIEWED BLD2024-0191+Structural_Calculations+1.9.2024_4.09.04_PM+3991468RECEIVED
Feb 13 2024
Structural Calculations
Testroet - Edmonds Residence
915 Maple St
Edmonds, WA 98020
Project # x23-0801
12/17/2023
Prepared by
Christopher Shaw PE
Design and Creative PLLC
(206) 428-7550
PO Box 28598
Seattle, WA 98118
BLD2024-0191
.................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected.
915 Maple St, Edmonds, WA 98020, USA
Latitude, Longitude: 47.8091357,-122.3662558
®Salt and Iron Frances Anderson Center
Edmonds 19 19 19
onds
Edmonds Library Driftwo ayers
Maple St D Maple St
Alder St Alder St
e Walnut Street Coffee t
I Walnut St
OSH PD
Bell St
Main St .
4 v_
Yost Pool
Yost Park Tennis
_arid Pickleball Courts l__4 - - - -1 ,
Goo9Ie Holly Dr Cedar St Map data 02023
Date 12/8/2023, 9:17:06 AM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
Ss 1.286 MCER ground motion. (for 0.2 second period)
S1 0.452 MCER ground motion. (for 1.0s period)
SMS 1.543 Site -modified spectral acceleration value
SM1 null -See Section 11.4.8 Site -modified spectral acceleration value
SDS 1.028 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fa
1.2
Site amplification factor at 0.2 second
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.547
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.656
Site modified peak ground acceleration
TL
6
Long -period transition period in seconds
SsRT
1.286
Probabilistic risk -targeted ground motion. (0.2 second)
SsLlH
1.413
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
2.193
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.452
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.505
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1 D
0.892
Factored deterministic acceleration value. (1.0 second)
PGAd
0.773
Factored deterministic acceleration value. (Peak Ground Acceleration)
Project# x23-0801 Page 1 of 26
Type
Value
Description
PGAUH
0.547
Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS
0.91
Mapped value of the risk coefficient at short periods
CR1
0.895
Mapped value of the risk coefficient at a period of 1 s
Cv
1.357
Vertical coefficient
Project# x23-0801 Page 2 of 26
Project: Testroet-Edmonds author: c.shaw Version: 4/1/2022
Date:12/13/2023 Project # x23-0801
Lateral Loads
52980 Total
Seismic Design Force Per Equivalent Lateral Force Procedure ASCE 7-16 12.6
Cs = SoS/(R/le) = 0.158
Seismic Base Shear =
Story Shear Forces
Level 1 h =
Csm = 0.03477
8379 1 b
See attached for horizontal distribution at wall lines
CXv FX 0.7pE
9.5 1 8379 7625
Project# x23-0801 Page 3 of 26
Wind
Mean roof height, h =
15
Least horizontal dimension, W =
50.5 Envelope Method Allowed
51
Wind loads per ASCE 7-16
Basic Wind Speed =
98 mph
Wind Exposure =
B
Surface Roughness =
B
Kzt =
1.00 26.8.2
Kd =
0.85 26.6
Kz =
0.7 28.3.1
Building Type: Enclosed
Gcpi = +/-
0.18
Roof Pitch =
12 :12
q = 0.00256KZKZtKdV2 = 14.6288
Transverse Direction
a = 3 ft 5.05 6 20.2
3 ft 5.1 6 20.4
Level 1
Zone
Ps30
Kzt
Area
Wind Force (lb)
A
21.6
1.00
1.00
47
1015.2
B
14.8
1.00
1.00
0
0
C
17.2
1.00
1.00
315
5418
D
11.8
1.00
1.00
0
0
6433.2 lb
5792lb Min
6433.2 Total (lb)
Longitudinal Direction
a = 3 ft
6.4
9.2
25.6
Oft
5.1
6
20.4
Level 1
Zone Ps30
Kzt A
Area
Wind Force (lb)
A
21.6
1.00
1.00
31
669.6
B
14.8
1.00
1.00
60
888
C
17.2
1.00
1.00
160
2752
D
11.8
1.00
1.00
172
2029.6
6339.2 lb
4912 lb Min
4912 Total (lb)
Project# x23-0801 Page 4 of 26
Lateral Load Summary
Trans 0.7pE 7625 <— Controls
0.6W 3860 --
Long 0.7pE 7625 <— Controls
0.6W 3804 - -
Project# x23-0801 Page 5 of 26
ME
0
An
r
O
Z
cTRANSVERSE
0
z
D
r
t1=o.s�/
=3��Z40
0,
1144 #(to
S-71 0&)
FIRST FLOOR WALLS & ROOF FRAMING ABOVE
DO NOT SCNEREFER TO ARCH VOFDMENSMS
LATERAL LOAD DISTRIBUTION
Project# x23-0801 Page 6 of 26
Project: Testroet-Edmonds author: c.shaw Version: 7/31/2023
Date:12/13/2023
Level 1 Wall Line
SHEAR FROM ABOVE _
UPLIFT FROM ABOVE _
1 Shearwall Calculation
0lb (E) WALL DEAD LOADS
0lb (W)
0lb (E)
0lb (W)
WIDTH
TYPE
PSF
0.6D (lb)
8
ROOF
15
72
SHEAR @ DIAPHRAGM LEVEL =
1144 lb (E)
8
WALL
10
48
579lb (W)
0
FLOOR
12
0
TOTAL:
120
WALL HEIGHT =
8 ft
TOTAL LENGHT OF WALL =
5 ft
MIN PANEL WIDTH =
2.5ft
ASPECT RATIO =
3.20
ASPECT RATIO INCREASE =
1.60 1.60
(SDPWS 4.3.4.1)
FLOW SHEAR = 228.80 plf (E)
115.80 plf (W)
SHEATHING SHEAR = 366.08 plf (E)
115.80 plf (W)
WALL MOMENTS
MovT = 4576.0 ft-lb (E)
2316.0 ft-lb (W)
M RES = 375.0 ft-lb
UPLIFT= 1680.4lb (E)
776.4lb (W)
HOLDOWN: STHD14
Project# x23-0801 Page 7 of 26
Project: Testroet-Edmonds author: c.shaw Version: 7/31/2023
Date:12/13/2023
Level 1 Wall Line
SHEAR FROM ABOVE _
UPLIFT FROM ABOVE _
SHEAR @ DIAPHRAGM LEVEL =
WALL HEIGHT =
TOTAL LENGHT OF WALL =
MIN PANEL WIDTH =
ASPECT RATIO =
ASPECT RATIO INCREASE _
(SDPWS 4.3.4.1)
FLOW SHEAR =
SHEATHING SHEAR =
WALL MOMENTS
2 Shearwall Calculation
0lb (E)
WALL DEAD LOADS
0lb (W)
0lb (E)
0lb (W)
WIDTH
TYPE
PSF
0.6D (Ib)
3.333
ROOF
15
29.997
839lb (E)
8
WALL
10
48
425lb (W)
0
FLOOR
12
0
TOTAL:
77.997
8 ft
11.66 ft
5.66 ft
1.41
1.00 0.71
71.96 plf (E)
36.45 plf (W)
71.96 plf (E)
36.45 plf (W)
MovT = 3258.1 ft-Ib (E)
1650.4 ft-Ib (W)
M RES = 1249.3 ft-Ib
UPLIFT= 354.9lb (E)
70.9 lb (W)
HOLDOWN: None Re
Project# x23-0801 Page 8 of 26
Project: Testroet-Edmonds author: c.shaw Version: 7/31/2023
Date:12/13/2023
Level 1 Wall Line
SHEAR FROM ABOVE _
UPLIFT FROM ABOVE _
3 Shearwall Calculation
0lb (E) WALL DEAD LOADS
0lb (W)
0lb (E)
0lb (W)
WIDTH
TYPE
PSF
0.6D (lb)
3.333
ROOF
15
29.997
SHEAR @ DIAPHRAGM LEVEL =
3812 lb (E)
8
WALL
10
48
1930lb (W)
0
FLOOR
12
0
TOTAL:
77.997
WALL HEIGHT =
8 ft
TOTAL LENGHT OF WALL =
24.25 ft
MIN PANEL WIDTH =
3ft
ASPECT RATIO =
2.67
ASPECT RATIO INCREASE =
1.33 1.33
(SDPWS 4.3.4.1)
FLOW SHEAR = 157.20 plf (E)
79.59 plf (W)
SHEATHING SHEAR = 209.59 plf (E)
79.59 plf (W)
WALL MOMENTS
MovT = 3772.7 ft-lb (E)
1910.1 ft-lb (W)
M RES = 351.0 ft-lb
UPLIFT= 1140.6lb (E)
519.7 Ib (W)
HOLDOWN: HDU11
Project# x23-0801 Page 9 of 26
Project: Testroet-Edmonds author: c.shaw Version: 7/31/2023
Date:12/13/2023
Level 1 Wall Line
B Shearwall Calculation
SHEAR FROM ABOVE =
0lb (E)
WALL DEAD LOADS
0lb (W)
UPLIFT FROM ABOVE =
0lb (E)
0lb (W)
WIDTH TYPE PSF
0.6D (lb)
3.333 ROOF 15
29.997
SHEAR @ DIAPHRAGM LEVEL =
419.5 Ib (E)
8 WALL 10
48
425lb (W)
0 FLOOR 12
0
TOTAL:
77.997
WALL HEIGHT =
8 ft
TOTAL LENGHT OF WALL =
3.5 ft
MIN PANEL WIDTH =
3.5ft
ASPECT RATIO =
2.29
ASPECT RATIO INCREASE =
1.14 1.14
(SDPWS 4.3.4.1)
FLOW SHEAR =
119.86 plf (E)
121.43 plf (W)
SHEATHING SHEAR =
136.98 plf (E)
121.43 plf (W)
WALL MOMENTS
MovT = 3356.0 ft-lb (E)
3400.0 ft-lb (W)
M RES = 477.7 ft-lb
UPLIFT= 822.4lb (E)
834.91b (W)
HOLDOWN: None Re
Project# x23-0801 Page 10 of 26
Project: Testroet-Edmonds author: c.shaw Version: 7/31/2023
Date:12/13/2023
Level 1 Wall Line
D Shearwall Calculation
SHEAR FROM ABOVE =
0lb (E)
WALL DEAD LOADS
0lb (W)
UPLIFT FROM ABOVE =
0lb (E)
0lb (W)
WIDTH TYPE PSF
0.6D (lb)
2 ROOF 15
18
SHEAR @ DIAPHRAGM LEVEL =
3812 lb (E)
8 WALL 10
48
1902lb (W)
0 FLOOR 12
0
TOTAL:
66
WALL HEIGHT =
9 ft
TOTAL LENGHT OF WALL =
14.75 ft
MIN PANEL WIDTH =
3ft
ASPECT RATIO =
3.00
ASPECT RATIO INCREASE =
1.50 1.50
(SDPWS 4.3.4.1)
FLOW SHEAR =
258.44 plf (E)
128.95 plf (W)
SHEATHING SHEAR =
387.66 plf (E)
128.95 plf (W)
WALL MOMENTS
MovT =
6977.9 ft-lb (E)
3481.6 ft-lb (W)
M RES =
297.0 ft-lb
UPLIFT=
2227.0lb (E)
1061.5lb (W)
HOLDOWN:
HTT5
Project# x23-0801 Page 11 of 26
Project: Testroet-Edmonds author: c.shaw Version: 7/31/2023
Date:12/13/2023
Level 1 Wall Line
SHEAR FROM ABOVE _
UPLIFT FROM ABOVE _
SHEAR @ DIAPHRAGM LEVEL =
WALL HEIGHT =
TOTAL LENGHT OF WALL =
MIN PANEL WIDTH =
ASPECT RATIO =
ASPECT RATIO INCREASE _
(SDPWS 4.3.4.1)
FLOW SHEAR =
SHEATHING SHEAR =
WALL MOMENTS
E Shearwall Calculation
0lb (E)
WALL DEAD LOADS
0lb (W)
0lb (E)
0lb (W)
WIDTH
TYPE
PSF
0.6D (Ib)
2
ROOF
15
18
1144lb (E)
8
WALL
10
48
571 lb (W)
0
FLOOR
12
0
TOTAL:
66
9 ft
17 ft
17 ft
0.53
1.00 0.26
67.29 plf (E)
33.59 plf (W)
67.29 plf (E)
33.59 plf (W)
MovT = 10296.0 ft-Ib (E)
5139.0 ft-Ib (W)
M RES = 9537.0 ft-Ib
UPLIFT= 44.61b (E)
-258.7lb (W)
HOLDOWN: None Re
Project# x23-0801 Page 12 of 26
Sheet1
author: c.shaw Version: 12/10/2018
SHEARWALL SUMMARY
Flow Shear (plf) Sheathing
Wall Line of Shear (plf) vs Uplift(lb) Holdown I SW Type
7 2Z
2 �0
Page 1
s-r�Auq
µ-is
Project# x23-0801 Page 13 of 26
F O R T E W E B' JOB SUMMARY REPORT
Testroet New Beams x23-0801
Level
Member Name
Results
Current Solution
Comments
0-0 Floor: Joist HOT TUB
Passed
1 piece(s) 2 x 8 HF No.2 @ 12" OC
0-0.1 Floor: Joist
Passed
1 piece(s) 2 x 8 DF No.2 @ 16" OC
0-1 Floor: Flush Beam
Passed
1 piece(s) 4 x 10 HF No.2
0-0.1 Floor: Joist TYPICAL DECK
Passed
1 piece(s) 2 x 8 HF No.2 @ 16" OC
0-2 Floor: Flush Beam
Passed
1 piece(s) 4 x 10 HF No.2
0-1 Floor: Flush Beam HOT TUB
Passed
1 piece(s) 4 x 12 HF No.2
1-0 Roof: Joist
Passed
1 piece(s) 2 x 12 DF No.2 @ 16" OC
1-1 Roof: Flush Beam
Passed
1 piece(s) 4 x 10 DF No.2
1-2 Wall: Header
Passed
2 piece(s) 2 x 6 HF No.2
1-3 Wall: Header
Passed
2 piece(s) 2 x 8 HF No.2
1-6 Roof: Flush Beam
Passed
1 piece(s) 3 1/2" x 11 1/4" 1.55E TimberStrand@ LSL
ForteWEB Software Operator
Job Notes
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6
Weyerhaeuser File Name: Testroet New _Beams x23-0801
Project# x23-0801 Page 14 of 26
Page 1 / 12
aFORTEWEB'
Level, 0-0 Floor: Joist HOT TUB
1 piece(s) 2 x 8 HF No.2 @ 12" OC
PASSED
F
i
H
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)
930 @ 1' 1 3/4"
2126 (3.50")
Passed (44%)
1.0 D + 1.0 L (Adj Spans)
Shear (Ibs)
512 @ 1' 10 3/4"
1088
Passed (47%)
1.00
1.0 D + 1.0 L (Adj Spans)
Moment (Ft-Ibs)
963 @ 4' 1 1/2"
1284
Passed (75%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.092 @ 4' 1 1/2"
0.149
Passed (L/781)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.099 @ 4' 1 1/2"
0.298
Passed (L/721)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• 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 Nos.
• 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
Factored
1 - Stud wall - HF
3.50"
3.50"
1.53"
82
847
105
930
Blocking
2 - Stud wall - HF
3.50"
3.50"
1.53"
82
847
105
930
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
7' 9" o/c
Bottom Edge (Lu)
8' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.g0)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 8' 3"
12"
20.0
200.0
25.0
Deck HOT TUB
System : Floor
Member Type : Joist
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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 15 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 2 / 12
aFORTEWEB'
Level, 0-0.1 Floor: Joist
1 piece(s) 2 x 8 DF No.2 @ 16" OC
PASSED
J
51 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)
279 @ 2 1/2"
1215 (2.00")
Passed (23%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
220 @ 10 3/4"
1305
Passed (17%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
488 @ T 9 1/2"
1360
Passed (36%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.042 @ 3' 9 1/2"
0.179
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.059 @ 3' 9 1/2"
0.358
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• 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 Nos.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - HF
3.50"
2.00"
1.50"
86
202
288
1 1/2" Rim Board
2 - Stud wall - HF
3.50"
2.00"
1.50"
86
202
288
1 1/2" Rim Board
• Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
7' 4" o/c
Bottom Edge (Lu)
7' 4" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 7' 7"
16"
17.0
40.0
Floor
0
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 -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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 16 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 3 / 12
aFORTEWEB'
Level, 0-1 Floor: Flush Beam
1 piece(s) 4 x 10 HF No.2
PASSED
i
2' 5' 6'
F 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)
1837 @ 7' 11 1/2"
2126 (1.50")
Passed (86%)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (Ibs)
1490 @ 3' 2 3/4"
3238
Passed (46%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2455 @ 5' 2 1/2"
4242
Passed (58%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.039 @ 5' 1 7/16"
0.143
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.048 @ 5' 1 7/8"
0.286
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Bearing Length
■
Supports Total Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Snow
Factored
1 - Stud wall - HF 5.50"
5.50"
2.64"
930
2653
1105
3749
Blocking
2 - Hanger on 9 1/4" DF beam 3.50"
Hangers
1.50"
456
1515/-68
588
1 2033
See note '
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' o/c
Bottom Edge (Lu)
8' o/c
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Flush 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
2 - Face Mount Hanger
LUS410
2.00"
N/A
8-16d
6-16d
• Refer 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)
0 to 7' 11 1/2"
N/A
8.2
1 - Uniform (PSF)
0 to 8' 3" (Front)
8'
20.0
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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 17 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 4 / 12
aFORTEWEB'
Level, 0-0.1 Floor: Joist TYPICAL DECK
1 piece(s) 2 x 8 HF No.2 @ 16" OC
PASSED
PF
L 1.
1
FI
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)
486 @ 10' 10 1/2"
1215 (2.00")
Passed (40%)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (Ibs)
414 @ 2' 10 3/4"
1088
Passed (38%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
986 @ 6' 6 15/16"
1284
Passed (77%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.175 @ 6' 6 1/4"
0.218
Passed (L/597)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.224 @ 6' 6 1/2"
0.436
Passed (L/468)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• 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 Nos.
• 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
Factored
1 - Beam - HF
3.50"
3.50"
1.50"
181
542
226
756
Blocking
2 - Stud wall - HF
3.50"
2.00"
1.50"
115
366/-11
148
500
1 1/2" 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)
T Y o/c
Bottom Edge (Lu)
11' 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 11' 1"
16"
20.0
60.0
25.0
Deck
0
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Veyerhaeuser 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
Veyerhaeuser 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-138-,
nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
jww.weyerhaeuser.com/woodproducts/document-library.
'he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM LTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 18 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 5 / 12
aFORTEWEB'
Level, 0-2 Floor: Flush Beam
1 piece(s) 4 x 10 HF No.2
PASSED
pr
2
t�
Ifl
J J
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)
1476 @ 6' 11 1/2"
2126 (1.50")
Passed (69%)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (Ibs)
1225 @ 3' 2 3/4"
3238
Passed (38%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-1611 @ 2' 2 3/4"
4242
Passed (38%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.033 @ 0
0.200
Passed (2L/999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.035 @ 0
0.223
Passed (2L/999+)
1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (0.2") and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
■
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - HF
5.50"
5.50"
2.45"
861
2457
1024
3472
Blocking
2 - Hanger on 9 1/4" DF beam
3.50"
Hangers
1.50"
356
1275/-112
479
1671
See note '
• rswcKmg vaneis are assumed ro carry no ioacis appuea directly aoove mem and me Tuii ioad is appuea ro me memoer Deing designea.
• 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)
7' o/c
Bottom Edge (Lu)
7' o/c
-Maximum allowable bracing intervals based on applied load.
0
System : Floor
Member Type : Flush 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
2 - Face Mount Hanger
LUS410
2.00"
N/A
8-10d
6-10d
• Reter to manutacturer notes and instructions nor proper installation and use of all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.1S)
Comments
0 - Self Weight (PLF)
0 to 6' 11 1/2"
N/A
8.2
1 - Uniform (PSF)
0 to 7' 3" (Front)
8'
20.0
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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 19 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 6 / 12
aFORTEWEB'
Level, 0-1 Floor: Flush Beam HOT TUB
1 piece(s) 4 x 12 HF No.2
PASSED
b�➢
r
i
I
3' 4"
❑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)
5017 @ 7' 3 1/4"
4961 (3.50")
Passed (101%)
1.0 D + 1.0 L (Adj Spans)
Shear (Ibs)
1960 @ 6' 2 1/4"
3938
Passed (50%)
1.00
1.0 D + 1.0 L (Adj Spans)
Moment (Ft-Ibs)
-4054 @ 7' 3 1/4"
5752
Passed (70%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.122 @ 10' 9"
0.232
Passed (2L/686)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.129 @ 10' 9"
0.348
Passed (2L/648)
1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Right cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - HF
5.50"
5.50"
2.02"
236
2625
291
2861
Blocking
2 - Beam - DF
3.50"
3.50"
3.54"
516
4501
558
5017
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' 9" o/c
Bottom Edge (Lu) 10' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 10' 9"
N/A
10.0
1 - Uniform (PSF)
0 to 10' 9" (Front)
3'
20.0
200.0
25.0
Deck @ HOT TUB
System : Floor
Member Type : Flush Beam
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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 20 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 7 / 12
aFORTEWEB'
Level, 1-0 Roof: Joist
1 piece(s) 2 x 12 DF No.2 @ 16" OC
PASSED
+ +
0
17 . b
1
a a
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
548 @ 2 1/2"
2231 (3.50")
Passed (25%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
475 @ 1' 2 3/16"
2329
Passed (20%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2330 @ 8' 11"
3138
Passed (74%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.269 @ 8' 11"
0.918
Passed (L/818)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.496 @ 8' 11"
1.224
Passed (L/444)
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 Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Tntal
Available
Required
Dead
Snow
Factored
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
251
297
548
Blocking
2 - Beveled Plate - SPF
3.50"
3.50"
1.50"
251
297
548
Blocking
• 1:51OcKmg vaneis are assumes ro carry no ioaas appuea airecny aoove mem ano me Tuu ioaa is appuea ro me memoer Demg Designeo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 7" o/c
Bottom Edge (Lu)
18' 10" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 17' 10"
16"
20.0
25.0
Roof + Solar
Member Length : 19' 1 5/16"
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 -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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 21 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 8 / 12
aFORTEWEB'
Level, 1-1 Roof: Flush Beam
1 piece(s) 4 x 10 DF No.2
PASSED
A79
I
i
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)
1208 @ 2"
2835 (2.00")
Passed (43%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1031 @ 1' 3/4"
4468
Passed (23%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3824 @ 6' 6 1/2"
5166
Passed (74%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.161 @ 6' 6 1/2"
0.637
Passed (L/950)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.303 @ 6' 6 1/2"
0.850
Passed (L/505)
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 Nos.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Snow
Factored
1 - Stud wall - HF 3.50"
2.00"
1.50"
576
654
1230
1 1/2" Rim Board
2 - Stud wall - HF 3.50"
2.00"
1.50"
576
654
1230
1 1/2" Rim Board
• Kim noara is assumea to carry all ioaas appirea airecay aoove it, Dypassing the memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
12' 10" o/c
Bottom Edge (Lu)
12' 10" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF) 1 1/2" to 12' 11 1/2"
N/A
8.2
1 - Uniform (PSF) 0 to IT 1" (Front)
4'
20.0
25.0
Roof + Solar
0
System : Roof
Member Type : Flush 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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 22 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 9 / 12
.I FO RTE W E B MEMBER REPORT PASSED
Level, 1-2 Wall: Header
2 piece(s) 2 x 6 HF No.2
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
H
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
703 @ 0
1823 (1.50")
Passed (39%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
581 @ 7"
1898
Passed (31%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1186 @ T 4 1/2"
1602
Passed (74%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.086 @ 3' 4 1/2"
0.225
Passed (L/938)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.180 @ 3' 4 1/2"
0.313
Passed (L/450)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (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
Snow
Factored
1 - Trimmer - SPF
1.50"
1.50"
1.50"
365
338
703
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
365
338
703
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.
Vertical Loads
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 9"
N/A
4.2
1 - Uniform (PSF)
0 to 6' 9"
4'
20.0
25.0
Roof + Solar
2 - Uniform (PSF)
0 to 6' 9"
2'
12.0
-
Wall
System : Wall
Member Type : Header
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 -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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 23 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
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aFORTEWEB'
Level, 1-3 Wall: Header
2 piece(s) 2 x 8 HF No.2
PASSED
IV
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
H
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
812 @ 0
1823 (1.50")
Passed (45%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
676 @ 8 3/4"
2501
Passed (27%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1775 @ 4' 4 1/2"
2569
Passed (69%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.106 @ 4' 4 1/2"
0.292
Passed (L/986)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
1 0.198 @ 4' 4 1/2"
0.313
Passed (L/532)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (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
Snow
Factored
1 - Trimmer - SPF
1.50"
1.50"
1.50"
374
437
812
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
374
437
812
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 9" o/c
Bottom Edge (Lu)
8' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
am
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 8' 9"
N/A
5.5
--
1 - Uniform (PSF)
0 to 8' 9"
4'
20.0
25.0
Roof + Solar
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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
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Page 11 / 12
aFORTEWEB'
Level, 1-6 Roof: Flush Beam
1 piece(s) 3 1/2" x 11 1/4" 1.55E TimberStrand@ LSL
PASSED
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)
1784 @ 2"
5206 (3.50")
Passed (34%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1551 @ 1' 2 3/16"
9358
Passed (17%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
7770 @ 9' 1/2"
16548
Passed (47%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.400 @ 9' 1/2"
0.624
Passed (L/561)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.790 @ 9' 1/2"
0.936
Passed (L/284)
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.
• Resawn products must maintain manufacturing stamps.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Snow
Factored
1 - Beveled Plate - SPF 3.50"
3.50"
1.50"
880
904
1784
Blocking
2 - Beveled Plate - SPF 3.50"
3.50"
1.50"
880
904
1784
Blocking
• NOCKing Panels are assumea to carry no ioaas appuea airectiy aoove mem ana the tuu ioaa is appuea to the memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
19' 1" o/c
Bottom Edge (Lu)
19' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads '
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 18' 1"
N/A
12.3
1 - Uniform (PSF)
0 to 18, 1"
4'
20.0
25.0
Roof + Solar
0
Member Length : 19' 4 1/2"
System : Roof
Member Type : Flush Beam
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 -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
Christopher Shaw
Design and Creative PLLC
(206) 428-7550
chriscshaw@gmail.com
12/18/2023 12:28:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Pr ,IeT x23 �801 P e 25 8f 26
Weyerhaeuser I e ame: estroet�ew _ eams_x23-0801
Page 12 / 12
Spread Footing Design
2018 IBC/ACI 318-14
Inputs
Service Dead Load
= 0.00 kips
Service Live Load
= 8.00 kips
Factored Load
= 12.80 kips
Allowable Soil Bearing Stress
= 2000 psf
Concrete Strength (fc)
= 2500 psi
Column Xc Dimension
= 5.50 in
Column Yc Dimension
= 5.50 in
X Dimension
= 2.00 ft
Y Dimension
= 2.00 ft
Fy =
60.0 ksi
Thickness (t)
= 8.00 in
Clear Cover
= 3.00 in
Depth (d)
= 4.75 in
Bearing Check
Required Footing Area =4.00 sq. ft
Actual Footing Area =4.00 sq. ft OK
Beam Shear Desian - X Direction
Ultimate Soil Bearing Stress = 3.20 ksf
O= 0.75
Vu = 2 kips
OVn = 9 kips OK
04
Flexural Desian - X Direction
O=
0.9
Bar Size =
#4
Number of Bars Provided =
3
As Minimum =
0.35 sq. in
As Provided =
0.60 sq. in
Mu =
2 ft-kips
OMn =
12 ft-kips
Bar Spacing =
9.00 in
Beam Shear Design - Y Direction
Flexural Design - Y Direction
O=
0.75
O=
0.9
Vu =
2 kips
Bar Size =
#4
OW =
9 kips OK
Number of Bars Provided =
3
As Minimum =
0.35 sq. in
Punching Shear Design
As Provided =
0.60 sq. in
O=
0.75
Mu =
2 ft-kips
Vu =
10 kips
OMn =
12 ft-kips
OW =
29 kips OK
Bar Spacing =
9.00 in
Y
OK
OK
OK
OK
OK
Project# x23-0801 Page 26 of 26