REVIEWED BLD-BLD2022-0066+Structural_Calculations+1.18.2022_3.35.11_PM+2627411Harriott Valentine Engineers Inc.
STRUCTURAL CALCULATIONS
Project:
Roberson Remodel
7622 175th St SW
Edmonds, WA 98026
Architect:
LGH Studio
515 Stewart St, Suite 515
Seattle, WA 98101
Structural Engineer:
Harriott Valentine Engineers, Inc.
1932 First Avenue, Suite 720
Seattle, WA 98101
tel. 206-624-4760
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
RECEIVED
Jan 20 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447 1/5/2022
tel. 206-624-4760 1 fax 447-6971 Page of
aFORTE'CM
Level, West deck joist
1 piece(s) 11 7/8" THO 110 @ 12" OC
PASSED
0
i611111It14
I
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)
601 @ 17' 11 1/2"
910 (1.75")
Passed (66%)
1.00
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
601 @ 17' 11 1/2"
1560
Passed (39%)
1.00
1.0 D + 1.0 L (Alt Spans)
Moment (Ft-Ibs)
2405 @ 9' 11 3/8"
3160
Passed (76%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.332 @ 9' 11 3/16"
0.535
Passed (L/581)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.408 @ 9' 11 1/4"
0.803
Passed (L/473)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-ProT"' Rating
43
43
Passed
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 19/32" Panel (20" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall - HF
5.50"
5.50"
3.50"
151
602
251
1004
Blocking
2 - Hanger on 11 7/8" HF beam
2.00"
Hangers
1.75" / - z
121
492
204
817
See note 1
• 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.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu) 3' 6" o/c
Bottom Edge (Lu) 7' 4" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model J1
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
IUS1.81/11.88
2.00"
N/A
10-10dx1.5
2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Load
Location
Spacing
(0.90)
(1.00)
(1.15)
Comments
1 - Uniform (PSF)
0 to 18' 1 1/2"
12"
15.0
60.0
25.0
Balcony and deck
load
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 2 / 19
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
11/30/2021 11:34:54 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 3 / 19
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
624-4760
ktsuc
ktsuchida@harriottvalentine.com
aFORTE'CM
Level, West deck structural fascia
1 piece(s) 1 1/4" x 11 7/8" 1.3E TimberStrand@ LSL
PASSED
o
11> u. 1 u. 14
0 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)
711 @ 1' 6 7/8"
886 (1.75")
Passed (80%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
402 @ 1' 11 7/8"
4206
Passed (10%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-477 @ 1' 6 7/8"
4166
Passed (11%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.009 @ 0
0.200
Passed (2L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
1 0.011 @ 0
0.200
Passed (2L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2").
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -470 Ibs uplift at support located at 3' 5/8". Strapping or other restraint may be required.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Beam - HF
1.75"
1.75"
1.50"
153
558
711
Blocking
2 - Beam - HF
1.75'
1.75"
1.50"
-92
-378
-470
None
3 - Beam - HF
1.75"
1.75"
1.50"
19
61
80
Blocking
• oiocKing raneis are assumes to carry no ioaus appueu uirecuy aoove mem ano me ruu ioau is appueu to me memoer oeing oesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 7" o/c
Bottom Edge (Lu)
4' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
Comments
0 - Self Weight (PLF)
0 to 4' 7 1/4"
N/A
4.3
--
1 - Point (lb)
0 (Front)
N/A
60
240
Balcony and deck
load (4 sq ft trib)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 4 / 19
aFORTE'CM
Level, West deck perp joist
1 piece(s) 11 7/8" THO 110 @ 16" OC
PASSED
1
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)
1707 @ 1' 8 3/4"
2350 (5.25")
Passed (73%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1014 @ 1' 6"
1560
Passed (65%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-1644 @ 1' 8 3/4"
3160
Passed (52%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.044 @ 0
0.200
Passed (2L/944)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.053 @ 0
0.200
Passed (2L/778)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
73
50
Passed
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2").
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -460 Ibs uplift at support located at 4' 11 1/2". Strapping or other restraint may be required.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 19/32" Panel (20" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - HF
5.50"
5.50"
3.50"
311
1396
1707
Blocking
2 - Hanger on 11 7/8" HF beam
2.00"
Hanger'
1.75" / - a
56
142/404
42/
See note460
• NOCKing vaneis are assumes to carry no ioaas appuea Direcay aoove tnem ano the Tuu ioaD is appuea co me memoer Deing oesignea.
• 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.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' o/c
Bottom Edge (Lu)
4' 5" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
U14
2.00"
N/A
14-10dxl.5
6-10dxl.5
Web Stiffeners
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Vertical Loads
Location
Spacing
(0.90)
(1.00)
Comments
1 - Uniform (PSF)
0 to 5' 1 1/2"
16"
15.0
60.0
Balcony and deck
load
2 - Point (lb)
0
N/A
153
711
Structural fascia
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 5 / 19
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
11/30/2021 11:34:54 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 6 / 19
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
624-4760
ktsuc
ktsuchida@harriottvalentine.com
aFORTE'CM
Level, West deck header
1 piece(s) 4 x 10 DF No.1
PASSED
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2497 @ 0
3281 (1.50")
Passed (76%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
1697 @ 10 3/4"
3885
Passed (44%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3717 @ 3' 1 1/2"
4991
Passed (74%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.056 @ 3' 1 1/2"
0.208
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.070 @ 3' 1 1/2"
0.313
Passed (L/999+)
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 Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Trimmer - HF
1.50"
1.50"
1.50"
498
1881
784
3163
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
498
1881
784
3163
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.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 3"
N/A
8.2
Linked from: West
1 - Uniform (PLF)
0 to 6' 3"
N/A
151.0
602.0
251.0
deck joist, Support
1
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 7 / 19
aFORTE'CM
Level, West deck beam powder room
1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam@ PSL
PASSED
1 4' 6"
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)
3513 @ 2"
7656 (3.50")
Passed (46%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
2781 @ 1' 3 3/8"
8035
Passed (35%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
12081 @ T 6 1/2"
19902
Passed (61%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.427 @ 7' 6 1/2"
0.492
Passed (L/414)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.543 @ 76 1/2"
0.738
Passed (L/326)
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - HF
3.50"
3.50"
1.61"
748
2602
1084
4434
None
2 - Column - HF
3.50"
3.50"
1.61"
748
2602
1084
4434
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
15' 1" o/c
Bottom Edge (Lu)
15' 1" 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 15' 1"
N/A
13.0
--
--
1 - Uniform (PSF)
0 to 15' 1" (Front)
5' 9"
15.0
60.0
25.0
Balcony and deck
loads
0
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 8 / 19
aFORTE'CM
Level, West deck beam ex wall
1 piece(s) W12X30 (A992) ASTM Steel
PASSED
Overall Length: 133'
17 8
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)
12647 @ 18' 1"
16545 (3.50")
Passed (76%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
12186 @ 17' 11 1/2"
63960
Passed (19%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
49618 @ 9' 3 7/8"
54723
Passed (91%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.288 @ 9' 1 3/4"
0.597
Passed (L/747)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.425 @ 9' 1 13/16"
0.896
Passed (L/506)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Bearing reinforcement may be required for support located at 2".
• Bearing reinforcement may be required for support located at 18' 1".
• Applicable calculations are based on ANSI/AISC 360-16.
• A lateral -torsional buckling factor (Cb) of 1.0 has been assumed.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - HF
3.50"
3.50"
3.50"
4221
6832
4151
15204
None
2 - Column - HF
3.50"
3.50" 1
3.50"
4322
6832
4268
15422
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
End Bearing Points
Bottom Edge (Lu)
End Bearing Points
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 18' 3"
N/A
30.0
1 - Uniform (PSF)
0 to 18' 3"
6' 5"
15.0
40.0
Ex floor load
2 - Uniform (PSF)
0 to 5' 8"
9'
11.0
-
Ex wall above
3 - Uniform (PSF)
11' 8" to 18' 3"
9'
11.0
Ex wall above
4 - Uniform (PSF)
0 to 5' 8"
15' 4"
15.0
25.0
Ex roof load
5 - Uniform (PSF)
11' 8" to 18' 3"
15' 4"
15.0
-
25.0
Ex roof load
6 - Uniform (PLF)
0 to 18' 3"
N/A
121.0
492.0
204.0
Linked from: West
deck joist, Support
2
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 9 / 19
aFORTE'CM
Level, West deck header ex wall
2 piece(s) 2 x 8 HF No.2
PASSED
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)
1579 @ 0
1823 (1.50")
Passed (87%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
870 @ 8 3/4"
2175
Passed (40%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1283 @ 1' 7 1/2"
2234
Passed (57%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.015 @ 1' 7 1/2"
0.108
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.020 @ 1' 7 1/2"
0.162
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 Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Trimmer - HF
1.50"
1.50"
1.50"
362
1217
332
1911
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
362
1217
332
1911
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 3" o/c
Bottom Edge (Lu)
T 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 3' 3"
N/A
5.5
1 - Uniform (PSF)
0 to 3' 3"
6' 5"
15.0
40.0
-
Ex floor load
Linked from: West
2 - Uniform (PLF)
0 to 3' 3"
N/A
121.0
492.0
204.0
deck joist, Support
2
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 10 / 19
aFORTE'CM
Level, South deck joist
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
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)
246 @ 2"
910 (1.75")
Passed (27%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
246 @ 2"
1560
Passed (16%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
302 @ 2' 7 1/2"
3160
Passed (10%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.008 @ 2' 7 1/2"
0.164
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.010 @ 2' 7 1/2"
0.246
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
TJ-ProT"' Rating
70
50
Passed
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 19/32" Panel (20" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Hanger on 11 7/8" HF beam
2.00"
Hangers
1.75" / 2
52
210
88
350
See note '
2 - Hanger on 11 7/8" HF beam
2.00"
Hangers
1.75" / - z
52
210
88
350
See note '
• He nanger supporrs, me i ocai searing aimension is equal co me wiam or me macenai mac is supporrmg me nanger
• s See Connector grid below for additional information and/or requirements.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 11" o/c
Bottom Edge (Lu)
4' 11" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
IUS1.81/11.88
2.00"
N/A
10-10dxl.5
2-Strong-Grip
2 - Face Mount Hanger
IUS1.81/11.88
2.00"
N/A
10-10dxl.5
2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Load
Location
Spacing
(0.90)
(1.00)
(1.15)
Comments
1 - Uniform (PSF)
0 to 5' 3"
16"
15.0
60.0
25.0
Balcony and deck
load
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 11 / 19
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
11/30/2021 11:34:54 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 12 / 19
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
624-4760
ktsuc
ktsuchida@harriottvalentine.com
aFORTE'CM
Level, South deck ex header
1 piece(s) 4 x 8 DF No-1
PASSED
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)
1691 @ 0
3281 (1.50")
Passed (52%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1285 @ 8 3/4"
3045
Passed (42%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2571 @ 3' 1/2"
3322
Passed (77%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.068 @ 3' 1/2"
0.203
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.091 @ T 1/2"
0.304
Passed (L/805)
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
Snow
Total
1 - Trimmer - HF
1.50"
1.50"
1.50"
431
1260
201
1892
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
431
1260
201
1892
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 1" o/c
Bottom Edge (Lu)
6' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 1"
N/A
6.4
Linked from: South
1 - Uniform (PLF)
0 to 6' 1"
N/A
39.0
157.5
66.0
deck joist, Support
2
2 - Uniform (PSF)
0 to 6' 1"
6' 5"
15.0
40.0
-
Ex floor load
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 13 / 19
aFORTE'CM
Level, South deck beam
1 piece(s) 1 1/4" x 11 7/8" 1.3E TimberStrand@ LSL
PASSED
� I �
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)
760 @ 7' 4 1/2"
1331 (1.50")
Passed (57%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
525 @ 6' 4 5/8"
4206
Passed (12%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1304 @ 3' 9 1/4"
4166
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.058 @ 3' 9 1/4"
0.240
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.073 @ T 9 1/4"
0.360
Passed (L/999+)
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - HF
3.50"
3.50"
1.50"
163
594
249
1006
None
2 - Hanger on 11 7/8" HF beam
2.00"
Hanger'
1.50"
163
594
249
1006
See note'
• At hanger supports, the I otal 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)
7' 5" o/c
Bottom Edge (Lu)
7' 5" o/c
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
Connector not found
N/A
N/A
N/A
N/A
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 7' 4 1/2"
N/A
4.3
Linked from: South
1 - Uniform (PLF)
0 to 7' 6 1/2" (Front)
N/A
39.0
157.5
66.0
deck joist, 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
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 14 / 19
aFORTE'CM
Level, South deck header
2 piece(s) 2 x 8 HF No-2
PASSED
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)
859 @ 0
1823 (1.50")
Passed (47%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
741 @ 8 3/4"
2175
Passed (34%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
705 @ 11"
2234
Passed (32%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.014 @ 1' 11 9/16"
0.142
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.017 @ 1' 11 9/16"
0.213
Passed (L/999+)
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Trimmer - HF
1.50"
1.50"
1.50"
182
636
266
1084
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
89
298
125
512
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 3" o/c
Bottom Edge (Lu)
4' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 3"
N/A
5.5
1 - Uniform (PSF)
0 to 4' 3"
1' 4"
15.0
60.0
25.0
Balcony and deck
load
Linked from: South
2 - Point (lb)
11"
N/A
163
594
249
deck NS beam,
Support 2
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Reyerhaeuser 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
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
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
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
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 15 / 19
aFORTE'CM
Level, North deck joist
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
10'
f
Fill
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
I
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
189 @ 4' 11"
910 (1.75")
Passed (21%)
1.00
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
189 @ 4' 11"
1560
Passed (12%)
1.00
1.0 D + 1.0 L (Alt Spans)
Moment (Ft-Ibs)
178 @ 3' 3/8"
3160
Passed (6%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.004 @ 3' 1/16"
0.128
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.005 @ 3' 1/8"
0.192
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-ProT"' Rating
72
50
Passed
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 19/32" Panel (20" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Plate on steel - HF
6.00"
6.00"
3.50"
63
252
105
420
Blocking
2 - Hanger on 11 7/8" HF beam
2.00"
Hangers
1.75" / - z
39
167
67
273
See note 1
• 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.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu) 4' 11" o/c
Bottom Edge (Lu) 4' 11" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie Jill
Support
Mode1JJ
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
IUS1.81/11.88
2.00"
N/A
10-10dx1.5
2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Load
Location
Spacing
(0.90)
(1.00)
(1.15)
Comments
1 - Uniform (PSF)
0 to 5' 1"
16"
15.0
60.0
25.0
Balcony and deck
load
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 16 / 19
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
11/30/2021 11:34:54 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 17 / 19
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
624-4760
ktsuc
ktsuchida@harriottvalentine.com
aFORTE'CM
Level, North deck beam
1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam
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)
3462 @ 1 1/4"
9161 (2.75")
Passed (38%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
2932 @ 1' 5 3/4"
13581
Passed (22%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-Ibs)
21130 @ 12' 11 3/4"
36831
Passed (57%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.766 @ 12' 11 3/4"
0.858
Passed (L/404)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
1.017 @ 12' 11 3/4"
1.288
Passed (L/304)
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 0.96 that was calculated using length L = 25' 9".
• 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 Nos.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - HF
2.75"
2.75"
1.50"
856
2453
1022
4331
Blocking
2 - Column - HF
5.50"
5.50"
1.50"
871
2496
1040
4407
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)
26' 2" o/c
Bottom Edge (Lu)
26' 2" 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 26' 2 1/4"
N/A
18.7
Linked from: North
1 - Uniform (PLF)
0 to 26' 2 1/4" (Front)
N/A
47.3
189.0
78.8
deck joist, Support
1
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
1/5/2022 5:02:17 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 1 / 1
aFORTE'CM
Level, North deck header
2 piece(s) 2 x 8 HF No-2
PASSED
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)
712 @ 0
1823 (1.50")
Passed (39%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
493 @ 8 3/4"
2175
Passed (23%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
896 @ 2' 7 1/2"
2234
Passed (40%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.030 @ 2' 7 1/2"
0.175
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.037 @ 2' 7 1/2"
0.262
Passed (L/999+)
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 Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Trimmer - HF
1.50"
1.50"
1.50"
144
539
219
902
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
144
539
219
902
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 3" o/c
Bottom Edge (Lu)
5' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 5' 3"
N/A
5.5
1 - Uniform (PSF)
0 to 5' 3"
1' 4"
15.0
60.0
25.0
Balcony and deck
load
Linked from: North
2 - Uniform (PLF)
0 to 5' 3"
N/A
29.3
125.3
50.3
deck joist, Support
2
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Reyerhaeuser 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
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
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
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
Kevin Tsuchida
Harriott Valentine Engineers
(206) 624-4760
ktsuchida@harriottvalentine.com
11/30/2021 11:34:54 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Roberson
Page 19 / 19
LAMINATED BEAMS
Durable Beam is Here',
• 'pity`°_ - ' .K _ -
Need a strong, beautiful
• aa
ineered laminated beam
that's highly decav resistant
AM;l�
Alaska Yellow Cedar
Specify and order your ME
Durable Laminated Beams today! Boise Cascade
® Engineered Wood Products
Please Note: Durable beams are intended for wet conditions of use above direct ground or water contact.
4
Bending Fb [psi]
Horizontal
Modulus of
Compression
Parallel
Compression
Compression
Tension Zone
Zone in
Shear
Elasticity
to Grain
Perp to Grain
Product
Grade
in Tension
Tension
F, [psi]
E [psi]
Fc [psi]
Fc [psi]
Alaska Yellow
20E-V12
2000
1400
265
1,500,000
1500
560
Cedar 20E-V12
Notes:
• Reduction factors shall be applied to design stresses
in wet -use conditions, see information on the right.
• For fastener design, an equivalent specific gravity of
0.46 shall be used.
• Alaska Yellow Cedar Beams come in a variety of
widths and depths including 81/4" and 103%" sizes.
• This product is also available in a balanced layup,
20E-V13 grade.
• Evaluation Report: APA PR-1313.
National building codes require the use of naturally durable
species or pressure preservative treated wood in exterior
applications. Specifically addressing glulam products
in these applications, the International Residential Code
states the following:
R319.1.5 Exposed glued -laminated timbers.
The portions of glued -laminated timbers that
form the structural supports of a building or
other structure and are exposed to weather
and not properly protected by a roof, eave
or similar covering shall be pressure treated
with preservative, or be manufactured from
naturally durable or preservative -treated wood.
Alaska Yellow Cedar (AYC) is one such durable specie that
BOISE GLULAM° currently manufactures. When designing
structural components in exterior applications, moisture
content shall be considered. Wood strength and stiffness
properties decrease with an increase in moisture content.
Allowable glulam design values assume a moisture
content of 16% or less. If a beam or column application
Allowable Design Stresses ................................................ 2
Wet -Use Reduction Factors, Wet -Use Conditions ............................ 2
N
BOISE GLULAM° CEDAR
Alaska Yellow Cedar 22F-V14 Design Values...............................3
Alaska Yellow Cedar Strength and Hardness Comparisons ..................... 3
BOISE GLULAM° CEDAR Load Tables
U
100% Load Duration - Dry -Use Conditions
31/8" 20E-V12/AYC Grade ........................................... 4
0
51/8" 20E-V12/AYC Grade ........................................... 5
63/4" 20E-V12/AYC Grade ........................................... 6
115%Snow Load Duration - Dry -Use Conditions
31/8" 20E-V12/AYC Grade ........................................... 7
51/8" 20E-V12/AYC Grade ........................................... 8
63/4" 20E-V12/AYC Grade ........................................... 9
Wet -Use Reduction Factors
Stress
Reduction Factor
Bending
0.8
Shear
0.875
Modulus of Elasticity
0.833
Tension
0.8
Compression Par. to Grain
0.73
Compression Perp to Grain
0.53
is subjected to conditions that may cause a sustained
moisture content greater than 16%, wet -use factors shall be
applied. Those values are shown with the allowable stress
value table, per the 2012 National Design Specification
(NDS) for Wood Construction:
Ultimately, it is a project's design professional of record
and/or building official that should determine whether an
exposed application shall be considered wet -use. This
determination depends on the local climate, the amount
of exposure, proximity to soil, etc. If a determination is not
made by the project's design or code enforcement official,
wet -use conditions should be assumed. It is recommended
that exterior column applications be considered wet use, due
to the higher probability of exposure. Beam load/span tables
for both dry and wet conditions are listed on pages 4-18.
Cedar glulam products shall not be used in ground or below
ground contact applications, or marine environments. The
project's designer should consult a connector/fastener
manufacturer in regards to coating recommendations for
those products.
BOISE GLULAM® CEDAR Load Tables
125% Non -Snow Load Duration - Dry -Use Conditions
31/8" 20E-V12/AYC Grade ..........................................
10
51/8" 20E-V12/AYC Grade ..........................................
11
63/4" 20E-V12/AYC Grade ..........................................
12
100% Load Duration - Wet -Use Conditions
31/8" 20E-V12/AYC Grade ..........................................
13
51/8" 20E-V12/AYC Grade ..........................................
14
63/4" 20E-V12/AYC Grade ..........................................
15
115% Snow Load Duration - Wet -Use Conditions
31/8" 20E-V12/AYC Grade ..........................................
16
51/8" 20E-V12/AYC Grade ..........................................
17
63/4" 20E-V12/AYC Grade ..........................................
18
BOISE GLULAM® CEDAR Column Table & Allowable Stresses ..................
19
Features.......................................................
Back Cover
Cedar Durable Beam Guide 05/09/2016
BOISE GLULA NUCEDAR4ft-
Alaska Yellow 3
CedarDesign
Depth Weight= Allowable Shear Allowable Moment (1)(2) M
6 4.2 3313 3125 56.3
7'/2
5.3
4141
4883
109.9
9
6.3
4969
7031
189.8
10'/2
7.4
5797
9570
301.5
12
8.4
6625
12500
450.0
13'/2
9.5
7453
15820
640.7
T/8
15
10.5
8281
19531
878.9
16'/2
11.6
9109
23633
1169.8
18
12.7
9938
28125
1518.8
19'/2
13.7
10766
33008
1931.0
21
14.8
11594
38034
2411.7
22'/2
15.8
12422
43361
2966.3
24
16.9
13250
49018
3600.0
6
6.9
5433
5125
92.3
7'/2
8.6
6791
8008
180.2
9
10.4
8149
11531
311.3
10'/2
12.1
9507
15695
494.4
12
13.8
10865
20500
738.0
13'/2
15.6
12223
25642
1050.8
5'/e
15
17.3
13581
31324
1441.4
16'/2
19.0
14939
37543
1918.5
18
20.8
16298
44292
2490.8
19'/2
22.5
17656
51567
3166.8
21
24.2
19014
59364
3955.2
22'/2
25.9
20372
67679
4864.7
24
27.7
21730
76509
5904.0
7'/2
11.4
8944
10547
237.3
9
13.7
10733
15188
410.1
10'/2
15.9
12521
20381
651.2
12
18.2
14310
26267
972.0
13'/2
20.5
16099
32854
1384.0
15
22.8
17888
40136
1898.4
63/a
16'/2
25.1
19676
48104
2526.8
18
27.3
21465
56751
3280.5
19'/2
29.6
23254
66073
4170.9
21
31.9
25043
76063
5209.3
221/2
34.2
26831
86717
6407.2
24
36.5
28620
98030
7776.0
Notes:
1. Allowable moment calculated using glulam volume factor (C) with a span length of 21 ft. Allowable moment shall be multiplied by
(21/Span Length [ft]p"0 for longer spans.
2. Allowable moment values assume simple span applications.
Design values listed per dry -use conditions. For wet -use applications, apply corresponding factors per table on page 2.
3. Alaska Yellow Cedar beams come in a variety of widths and depths including 8%" and 10%" sizes. This product is also available in a balanced layup, 20E-
V13 grade.
Alaska Yellow Cedar Durable Beam Guide 05/09/2016
Melton framing (Updated for Roberson Remodel)
Garage beam, Use 6x8
L = 10.33 ft
w = 11 psf DL * (8.25-12.58 ft trib), L = 0-10.33 ft
w = 39 Ib DL + 167 Ib ILL + 67 Ib SL / 16/12 ft trib, L = 0-10.33 ft
P=16011bWL+1015lbEL, L=1.42ft
Ri,asD = 3.11 k 0.85 k)
Ri,LRFD = 3.94 k (-1.67 k)
Rj,ASD = 1.82 k
Rj,LRFD = 2.13 k
V = 3.11 k
M = 5.25 k-ft
Vr = 4.52 k
M r = 5.42 k-ft
OD+L = .234 in, L/529
Garage post, use 6x6 above 30"sq footing
Proof ridge = 3070 1 b
Pgarage beam = 1820 1 b
Pgarage beam = 1820 1 b
Pexgaragebeam = 55 psf * 12.75 ft trib * 5.83 ft trib = 4089 Ib
Ptot = 10799 Ib
Pr = 12251 Ib
y`rirz�y��1
U.S. Seismic Design Maps
U[A
7622 175th St SW, Edmonds, WA 98026, USA
Latitude, Longitude: 47.8400814,-122.3368257
OSH PD
v 174th St SW
Superior Fibers =r
19 D �,�rst SW
fD 11
7 75th St SW
176th St SW
Go gie Map data 02020
Date 6/1712020, 9:32:40 AM
Design Code Reference Document IBC-2015
Risk Category II
Site Class D - Stiff Soil
Type
Value
Description
SS
1.301
MCER ground motion. (for 0.2 second period)
S,
0.51
MCER ground motion. (for 1.0s period)
SMS
1.301
Site -modified spectral acceleration value
SM1
0.766
Site -modified spectral acceleration value
SDS
0.867
Numeric seismic design value at 0.2 second SA
SDI
0.51
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
D
Seismic design category
Fa
1
Site amplification factor at 0.2 second
F
1.5
Site amplification factor at 1.0 second
PGA
0.534
MCER peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.534
Site modified peak ground acceleration
T,
6
Long -period transition period in seconds
SsRT
1.301
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.346
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
2.022
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.51
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.545
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1 D
0.837
Factored deterministic acceleration value. (1.0 second)
PGAd
0.773
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.966
Mapped value of the risk coefficient at short periods
CR1
0.937
Mapped value of the risk coefficient at a period of 1 s
https://seismicmaps.org
1/2
6/17/2020
U.S. Seismic Design Maps
DISCLAIMER
While the information presented on this website is believed to be correct, S.E.A.O.Q. /OSHPD and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this
information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the
standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible
for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.
https://seismicmaps.org 2/2
Harriott Valentine Engineers Inc.
SEISMIC DESIGN -Addition
ASCE 7-16
Equivalent Lateral Force Procedure
RISK Category
Seismic Design Category
Importance Factor
Site Class
Ss
S1
Fa
Fv
Ct
x
hn
SMs = Fa"Ss
SM1 = Fv"S1
SDS = (2/3)"SMS
SD1 = (2/3)"SM1
Period Ta = Ct*hn"x
To
Ts
Sa
R
Do
Cd
Section 12.8 (ELF) ok?
II
Table 1.5-1
D
Table 11.6-1
1.00
Table 1.5-2
D
Table 20.3-1 per Geotech or DEFAULT
130.10 %g
(from SEAOC/OSHPD website tool)
51.00 %g
(from SEAOC/OSHPD website tool)
1.20
Table 11.4-1 USE Fa=1.2 for DEFAULT Site Class D
1.90
Table 11.4-2
0.02
Table 12.8-2
0.75
Table 12.8-2
9.00 feet
(height to highest level)
1.5612
Eq.11.4-1
0.9690
Eq.11.4-2
1.0408 g
Eq. 11.4-3
0.6460 g
Eq. 11.4-4
0.1039 s
Eq. 12.8-7
0.1241 s
per section 11.4.6
0.6207 s
per section 11.4.6
0.0939 g
per section 11.4.6
6.5
Table 12.2-1
2.5
Table 12.2-1
4
Table 12.2-1
Yes
Table 12.6-1
Equivalent Lateral Force Procedure (section 12.8)
Cs 0.1601 Eq. 12.8-2
W, weight 19,157 lb per table below
QE 3,067lb Eq. 12.8-1
Vertical Force Distribution (section 12.8.3)
k = 1.00
Floor
Seismic
Floor
Wall
Wall
Total
(LRFD)
(ASD)
Level Hx Area
Dead Ld
Wt.
Length
Wt.
Wt.
WxHx Cvx QE
0.7QE
(ft) (ft2)
(psf)
(k)
(ft)
(k)
(k)
(k-ft) (%) (k)
(k)
Addition walls 9.00 1023
15
15.3
77
3.8
19.2
172.4 100.0 3.07
2.15
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971
19.16 172.41 100.00 3.07 2.15
11 /30/2021
Page of
Harriott Valentine Engineers Inc.
SEISMIC DESIGN - Ex buliding
ASCE 7-16
Equivalent Lateral Force Procedure
RISK Category
Seismic Design Category
Importance Factor
Site Class
Ss
S1
Fa
Fv
Ct
x
hn
SMs = Fa"Ss
SM1 = Fv"S1
SDS = (2/3)"SMS
SD1 = (2/3)"SM1
Period Ta = Ct*hn"x
To
Ts
Sa
R
Do
Cd
Section 12.8 (ELF) ok?
II
Table 1.5-1
D
Table 11.6-1
1.00
Table 1.5-2
D
Table 20.3-1 per Geotech or DEFAULT
130.10 %g
(from SEAOC/OSHPD website tool)
51.00 %g
(from SEAOC/OSHPD website tool)
1.20
Table 11.4-1 USE Fa=1.2 for DEFAULT Site Class D
1.90
Table 11.4-2
0.02
Table 12.8-2
0.75
Table 12.8-2
21.33 feet
(height to highest level)
1.5612
Eq.11.4-1
0.9690
Eq.11.4-2
1.0408 g
Eq. 11.4-3
0.6460 g
Eq. 11.4-4
0.1985 s
Eq. 12.8-7
0.1241 s
per section 11.4.6
0.6207 s
per section 11.4.6
1.0408 g
per section 11.4.6
6.5
Table 12.2-1
2.5
Table 12.2-1
4
Table 12.2-1
Yes
Table 12.6-1
Equivalent Lateral Force Procedure (section 12.8)
Cs 0.1601 Eq. 12.8-2
W, weight 80,565 lb per table below
QE 12,900lb Eq. 12.8-1
Vertical Force Distribution (section 12.8.3)
k = 1.00
Floor
Seismic
Floor
Wall
Wall
Total
(LRFD)
(ASD)
Level Hx
Area
Dead Ld
Wt.
Length
Wt.
Wt.
WxHx
Cvx
QE
0.7QE
(ft)
(ft2)
(psf)
(k)
(ft)
(k)
(k)
(k-ft)
(%)
(k)
(k)
Ex main walls 17.00
1843
15
27.6
182
8.3
35.9
610.4
61.0
7.86
5.51
Ex basement w; 8.75
1843
15
27.6
182
17.0
44.7
390.8
39.0
5.04
3.52
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971
80.57 1001.15 100.00 12.90 9.03
11 /30/2021
Page of
Harriott Valentine Engineers Inc.
WIND DESIGN
ASCE 7-10
Simplified Envelope Method (Chapter 28)
ps = ,� Kzt I ps30
Part of Figure 28.6-1 - Adjustment Factor
for Building Height and Exposure,
Mean Roof Height
Exposure
(ft)
B
C
D
15
1.00
1.21
1.47
16
1.00
1.23
1.49
17
1.00
1.24
1.50
18
1.00
1.26
1.52
19
1.00
1.27
1.53
20
1.00
1.29
1.55
21
1.00
1.30
1.56
22
1.00
1.31
1.57
23
1.00
1.33
1.59
24
1.00
1.34
1.60
25
1.00
1.35
1.61
26
1.00
1.36
1.62
27
1.00
1.37
1.63
28
1.00
1.38
1.64
29
1.00
1.39
1.65
30
1.00
1.40
1.66
Part of Figure 28.6-1 - Method 2
Desian Wind Pressure. Ds30
= adjustment factor = 1.00
I = importance factor = 1.00
Kzt = topographic factor = 1.00
Zone
Computation
a = 10% of least horizontal dimension or
0.4 x h, whichever is smaller, but not less
than either 4% of least horizontal dimen-
sion or 3 feet.
w = 30.75 ft x 0.1 = 3.08 ft
h= 21.33ft x0.4= 8.53ft
w = 30.75 ft x 0.04 = 1.23 ft
a = 3.00 ft
2a = 6.00 ft
Zone B - end zone of roof
Zone A - end zone of wall
Zone D - interior zone of roof
Zone C - interior zone of wall
Basic
Speed
Roof
Angle
Roof
Pitch
Horizontal Pressures (psf)
A
B
C
D
110
0 to 5
flat
19.2
-10.0
12.7
-5.9
10
2
21.6
-9.0
14.4
-5.2
15
3
24.1
-8.0
16.0
-4.6
20
4
26.6
-7.0
17.7
-3.9
25
6
24.1
1 3.9
17.4
4.0
30 to 45
7 to 12
21.6
1 14.8
17.2
11.8
Desian Wind Pressure, Ds
Basic
Speed
Roof
Angle
Roof
Pitch
Horizontal Pressures (psf)
A
B
C
D
110
0 to 5
flat
19.2
-10.0
12.7
-5.9
10
2
21.6
-9.0
14.4
-5.2
15
3
24.1
-8.0
16.0
-4.6
20
4
26.6
-7.0
17.7
-3.9
25
6
24.1
3.9
17.4
4.0
30 to 45
7 to 12
21.6
1 14.8
17.2
11.8
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
11/30/2021
Page of
Roberson Residence lateral design
Wind Design
Exposure
Surface roughness B (suburban or wooded areas) for approx. % mile
Exposure B
Topographic factor
Not located in the upper one-half of a hill or ridge
KZt = 1.0
Vertical Wind distribution
Interior wind = (16.0 psf WL * 4.5 ft trib wall) = 72 * .6 = 43.2 plf .6 WL
Exterior wind = (24.1 psf WL * 4.5 ft trib wall) = 108.5 * .6 = 65.1 plf .6 WL
Horizontal lateral force distribution
North wall
2150 lb / 2 = 1075 lb EL
(65.1 plf * 3 ft) + (43.2 plf * (45/2)-3 ft) = 1038 lb WL
South wall
2150 lb / 2 = 1075 lb EL
(65.1 plf * 3 ft) + (43.2 plf * (45/2)-3 ft) = 1038 lb WL
West wall
2150 lb / 2 = 1075 lb EL
(65.1 plf * 3 ft) + (43.2 plf * (16/2)-3 ft) = 412 lb WL
East wall
2150 lb / 2 + 9030 lb / 2 = 5590 lb EL
(43.2 plf * (16/2) ft) + (24.1 psf * 17.08 ft trib height * 3 ft trib width) + (16.0 psf
* 17.08 ft trib height * 26.5/2-3 ft trib width) = 1038 lb WL = 4382 lb WL
Harriott Valentine Engineers Inc.
LATERAL FORCE DISTRIBUTION (SEISMIC)
East-West
va' = allowable shear values multiplied by (1.25-0.125 ' h/1)
Walls Below Deck
for wall aspect ratios greater than 2:1, and only for seismic
.6D+.7E
D+.7E
WALL F
V_
V_
L
v
SW
h
h/I
va' M of M of M of OT DL max T
HD
TL
C
POST
(lb)
(abv)
(total)
(ft)
(plf)
(ft)
(Ibft) (abv) (total) (lb) (lb) (lb)
(lb)
(lb)
North 1075
0
1075
8.92
157
SW1
9.00
1.01
---- 12578 0 12578 1410 265 1145
HDU2
106
1516
(2)2x6
South 1075
0
1075
4.42
316
SW2
9.00
2.04
347 12578 0 12578 2846 131 2714
HDU4
0
2846
(2)2x6
rho = 1.30
North -South
va' = allowable shear values multiplied by 2w/h
Walls Below Deck
for wall aspect ratios greater than 2:1, and only for seismic
.6D+.7E
D+.7E
WALL F
V_
V_
L
v
SW
h
h/I
va' Mot Mot Mot OT DL max T
HD
TL
C
POST
(lb)
(abv)
(total)
(ft)
(plf)
(ft)
(Ibft) (abv) (total) (lb) (lb) (lb)
(lb)
(lb)
West 1075
0
1075
23.59
59
SW1
9.00
0.84
---- 12578 0 12578 533 1744 -1211
---
2907
3440
(2)2x6
East 5590
0
5590
18.08
402
SW3
9.00
0.50
---- 65403 0 65403 3617 1052 2565 (2)MSTAM24
1753
5371
(2)2x6
rho = 1.30
LATERAL FORCE DISTRIBUTION (WIND)
East-West
Walls Below Deck
.6D+.6W
D+.6W
WALL
F
V V
L
v_
SW
h
Mot
Mot
Mot
OT DL max
T
HD
TL
C
POST
(lb)
(abv) (total)
(ft)
(plf)
(ft)
(Ibft)
(abv)
(total)
(lb)
(lb)
(lb)
(lb)
(lb)
North
1038
0 1038
8.92
151
SW1
9.00
1.01
---- 12145
0
12145
1362
265
1097
HDU2
106
1467
(2)2x6
South
1038
0 1038
4.42
305
SW2
9.00
2.04
485 12145
0
12145
2748
131
2616
HDU4
0
2748
(2)2x6
North -South
Walls Below
Deck
.6D+.6W
D+.6W
WALL
F
V V
L
v_
SW
h
Mot
Mot
Mot
OT DL max
T
HD
TL
C
POST
(lb)
(abv) (total)
(ft)
(plf)
(ft)
(Ibft)
(abv)
(total)
(lb)
(lb)
(lb)
(lb)
(lb)
West
412
0 412
23.59
23
SW1
9.00
0.84
---- 4820
0
4820
204
1744
-1540
---
2907
3111
(2)2x6
East
4382
0 4382
18.08
315
SW3
9.00
0.50
---- 51269
0
51269
2836
1052
1784 (2)MSTAM24
1753
4589
(2)2x6
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447 1/5/2022
tel 206-624-4760 1 fax 447-6971 Page of
Anchor DesignerTM
Software
Version 2.7.6990.8
1.Proiect information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameter (inch): 0.625
Effective Embedment depth, hef (inch): 10.000
Code report: ICC-ES ESR-2508
Anchor category: -
Anchor ductility: Yes
hmin (inch): 13.13
cac (inch): 17.02
Cmin (inch): 1.75
Smin (inch): 3.00
Recommended Anchor
Anchor Name: SET-XPO - SET-XP w/ 5/8" 0 F1554 Gr. 36
Code Report: ICC-ES ESR-2508
Company:
Date:
11/9/2021
Engineer:
Page:
1/5
Project:
Address:
Phone:
E-mail:
Project description: LRFD loads
0.9DL+1.OEL = 1617 lb
0.9DL+1.OWL = 1873 lb
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 24.00
State: Cracked
Compressive strength, f'� (psi): 2500
4Jo,v: 1.0
Reinforcement condition: A tension, A shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Periodic
Temperature range, Short/Long: 150/110°F
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer TM
Software
Version 2.7.6990.8
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: No
Ductility section for tension: 17.2.3.4.3 (c) is satisfied
Ductility section for shear: 17.2.3.5.3 (b) is satisfied
Oo factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
Strength level loads:
Nua [lb]: 1617
Vuax [lb]: 0
Way [lb]: 0
<Figure 1>
0 lb
Company:
Date:
11/9/2021
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Z
1617 lb
0lb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer"'
Software
Version 2.7.6990.8
<Figure 2>
Company:
Date:
11 /9/2021
Engineer:
Page:
3/5
Project:
Address:
Phone:
E-mail:
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor DesignerT"'
Software
Version 2.7.6990.8
Company:
Date:
11/9/2021
Engineer:
Page:
4/5
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nu (lb) Vu (lb) Way (Ib) 1(Vuax)2+(Vuay)2 (lb)
1 1617.0 0.0 0.0 0.0
Sum 1617.0 0.0 0.0 0.0
Maximum concrete compression strain (%e): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 1617
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1
Nsa (lb) 0 ON. (lb)
13110 0.75 9833
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Nb = kc,i f'chef' 5 (Eq. 17.4.2.2a)
kc Yc (psi) het (in) Nb (Ib)
17.0 1.00 2500 10.000 26879
0.750Ncb = 0.750 (ANc/ANce)7ed,NYo,NYop,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a)
ANc (in') ANco (in' ca,.m (in) V'ed,N PC,N
V'cp,N
Nb (Ib)
0
0.750Nci) (lb)
180.00 900.00 3.00 0.760 1.00
1.000
26879
0.75
2298
6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5)
2k,cr = Tkcrfshort-te KsataN.seis
A,, (psi) fshort-term { sat aUseis
Zk,cr (psi)
435 1.72 1.00 1.00
748
Nba = azcr;cdahef (Eq. 17.4.5.2)
Aa Tcr (psi) da (in) her (in) Nb. (lb)
1.00 748 0.63 10.000 14691
0.75^ = 0.750 (ANa1 ANao) %d,NaY'cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1 a)
AN, (m2) ANao (in') cNa (in) ca,min (in) V edNe
Vp,Na
Nao (lb)
0
0.75^ (lb)
96.56 258.98 8.05 3.00 0.812
1.000
14691
0.55
1834
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer"'
Software
Version 2.7.6990.8
IN
Company:
Date:
11/9/2021
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
11. Results
11. Interaction of Tensile and Shear Forces (Sec. D.7)?
Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status
Steel 1617 9833 0.16 Pass
Concrete breakout 1617 2298 0.70 Pass
Adhesive 1617 1834 0.88 Pass (Governs)
SET-XP w/ 5/8" 0 F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria.
12. Warnings
- When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension
and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3.
Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify.
Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify.
Designer must exercise own judgement to determine if this design is suitable.
Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor DesignerTM
Software
Version 2.7.6990.8
1.Proiect information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast -in -place
Material: F1554 Grade 36
Diameter (inch): 0.625
Effective Embedment depth, hef (inch): 4.000
Anchor category: -
Anchor ductility: Yes
hmin (inch): 5.38
Cmin (inch): 3.75
Smin (inch): 3.75
Company:
Date:
11/9/2021
Engineer:
Page:
1/5
Project:
Address:
Phone:
E-mail:
Project description: LRFD loads
0.9DL+1.OEL = 3870 lb
0.9DL+1.OWL = 4384 lb
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 9.00
State: Cracked
Compressive strength, f'� (psi): 2500
4Jo,v: 1.0
Reinforcement condition: A tension, A shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: No
Build-up grout pad: No
Recommended Anchor
Anchor Name: Heavy Hex Bolt - 5/8" 0 Heavy Hex Bolt, F1554 Gr. 36
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer TM
Software
Version 2.7.6990.8
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: 17.2.3.4.3 (c) is satisfied
Ductility section for shear: 17.2.3.5.3 (b) is satisfied
Oo factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
Strength level loads:
Nua [lb]: 3870
Vuax [lb]: 0
Way [lb]: 0
<Figure 1>
0 lb
Company:
Date:
11/9/2021
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Z
3870 lb
0 lb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer"'
Software
Version 2.7.6990.8
<Figure 2>
Company:
Date:
11 /9/2021
Engineer:
Page:
3/5
Project:
Address:
Phone:
E-mail:
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor DesignerT"'
Software
Version 2.7.6990.8
Company:
Date:
11/9/2021
Engineer:
Page:
4/5
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nu (lb) Vu (lb) Way (Ib) 1(Vuax)2+(Vuay)2 (lb)
1 3870.0 0.0 0.0 0.0
Sum 3870.0 0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 3870
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa (lb) 0 ON. (lb)
13100 0.75 9825
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Nb = kc,i fchet'.5 (Eq. 17.4.2.2a)
kc fc (psi) het (in) Nb (Ib)
0.0
24.0 1.00 2500 4.000 9600
0.750Ncb = 0.750 (ANc/ANco)7ed,NYo,NYop,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a)
ANc (in') ANco (in' ca,.m (in) V'ed,N PC,N V'cp,N
0.0
Nb (Ib) 0 0.750Ncb (lb)
144.00 144.00 8.00 1.000 1.00 1.000 9600
6. Pullout Strength of Anchor in Tension (Sec. 17.4.3)
0.750Npn = 0.750Vc,PNp = 0.750Vc,P8Abrgfc (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4)
V'c,P Abrg (in2) fc (psi) 0 0.750Np, (lb)
1.0 0.67 2500 0.70 7046
0.75 5400
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer"'
Software
Version 2.7.6990.8
IN
Company:
Date:
11/9/2021
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
11. Results
11. Interaction of Tensile and Shear Forces (Sec. D.7)?
Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status
Steel 3870 9825 0.39 Pass
Concrete breakout 3870 5400 0.72 Pass (Governs)
Pullout 3870 7046 0.55 Pass
5/8" 0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria.
12. Warnings
- Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify.
- Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com