REVIEWED BLD BLD2021-0047+Structural_Analysis_or_Calculations+1.13.2021_1.28.01_PM+1988301Harriott Valentine Engineers Inc.
STRUCTURAL CALCULATIONS
Project:
Goodman residence
8010 181 st PL SW
Edmonds, WA 98026
Architect:
1-12D Architecture + Design
23020 Edmonds Way #113
Edmonds, WA 98020
Structural Engineer:
Harriott Valentine Engineers, Inc.
1932 First Avenue, Suite 720
Seattle, WA 98101
tel. 206-624-4760
'20
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971
Harriott Valentine Engineers Inc.
CRITERIA
O'Donnell Remodel
Gravity Loads
ex. roof dead 2x10 @ 24
1/2" plywood
R38 insulation
5/8" gyp. wallboard
asphalt shingles
slope factor
miscellaneous
total dead + live
floor dead 3/4" hardwood
3/4" plywood
(2) 2x8 @ 16
acoustic insulation
1/2" plywood
miscellaneous
total dead + live
walls wood siding
1/2" plywood
2x6 @ 16"oc
R21 insulation
1/2" gyp. wallboard
miscellaneous
total dead
Trellis dead 4x8 @ 24
3/4" plywood
miscellaneous
total dead + live
porch/deck dead 2x10 @ 16"
1/2" plywood
miscellaneous
total dead + live
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
1.90 live snow
1.50
1.10
2.80
2.50
0.50
1.70 14%
12.00 psf
37.00 psf
3.00
2.30
4.40
1.00
1.50
1.80 13%
14.00 psf
54.00 psf
25.00 psf
live residential 40.00 psf
3.00
1.50
1.70
0.80
2.20
0.80 8%
10.00 psf
10.00 psf
3.00 live snow
2.30
1.70 24%
7.00
32.00 psf
25.00 psf
2.80 live residential 60.00 psf
1.50
3.70 46%
8.00
68.00 psf
Harriott Valentine Engineers Inc.
Lateral
wind wind importance factor
basic wind speed
wind exposure
topographical factor (Kzt)
seismic seismic importance factor
latitude
longitude
mapped spectral response
accel. at short periods (Ss)
seismic design category
response modification factor (R)
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
1.0
110 mph
B
1.67
1.0
47.679 °
-122.287 °
1.288 g
D
6.5
(from USGS)
®%t1 ROOF FRAMING PLAN (MAIN FLOOR WALLS)
S22 ed. 1/P -1'-T
�Ii F JOB SUMMARY REPORT
Goodman
Roof - vaulted ceiling
Member Name
Results
Current Solution
Comments
Ex. Rafters
Passed
1 piece(s) 2 x 8 Hem -Fir No. 1 @ 24" OC
R1
Passed
1 piece(s) 5 1/8" x 18" 24F-V4 DF Glulam
R2
Passed
1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam
Trellis rafters R5
Passed
11 piece(s) 4 x 8 Hem -Fir No. 1 @ 24" OC
R4
Passed
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
R3
Passed
1 piece(s) 6 x 12 Douglas Fir -Larch No. 1
Deck
Member Name
Results
Current Solution
Comments
Deck joists
Passed
1 piece(s) 2 x 4 Hem -Fir No. 1 @ 16" OC
Edge beams
Passed
1 piece(s) 6 x 8 Douglas Fir -Larch No. 1
ForteWEB Software Operator
Job Notes
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB v3.0
Weyerhaeuser File Name: Goodman
Page 1 / 9
a" O R T CM MEMBER REPORT PASSED
Roof - vaulted ceiling, Ex. Rafters
1 piece(s) 2 x 8 Hem -Fir No. 1@ 24" OC
12
4F
2' 6"
0
Sloped Lengih: 16' 5 1/8'
12' 6"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
699 @ 2' 7 3/4"
2241 (3.50")
Passed (31%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
446 @ T 4 3/8"
1251
Passed (36%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1438 @ 9' 2 5/16"
1694
Passed (85%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.436 @ 9' 11/16"
0.671
Passed (L/370)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.644 @ 9' 15/16"
1 0.895
1 Passed (L/250)
1
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180). Upward deflection on left cantilever exceeds overhang deflection criteria.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
235
371
464
1070
Blocking
2 - Beveled Plate - SPF
3.50"
3.50"
1 1.50"
159
257
322
738
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)
5' 1" o/c
Bottom Edge (Lu)
16' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 15' 7"
24"
12.0
20.0
25.0
ROOF
Notes
Member Length : 16' 7 9/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : Aso
Member Pitch : 4/12
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/wGodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Page 2 / 9
a" O R T CM MEMBER REPORT PASSED
Roof - vaulted ceiling, R1
1 piece(s) 5 1/8" x 18" 24F-V4 DF Glulam
Overall Length: -� 11
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)
9344 @ 4"
11980 (5.50")
Passed (78%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
7940 @ 23' 11 1/2"
18742
Passed (42%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
57434 @ 12' 11 7/16"
60007
Passed (96%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.945 @ 12' 11 7/16"
1.263
Passed (L/321)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
1.470 @ 12' 11 7/16"
1 1.683
1 Passed (L/206)
1
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.94 that was calculated using length L = 25' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports IV
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Stud wall - SPF
5.50"
5.50"
4.29"
3334
4805
6010
14149
Blocking
2 - Stud wall - SPF
5.50"
5.50"
4.00"
3122
4470
5590
13182
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
12' 5" o/c
Bottom Edge (Lu)
25' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 25' 11"
N/A
22.4
1 - Uniform (PLF)
0 to 25' (Front)
N/A
117.5
185.5
232.0
Linked from: Ex.
Rafters, Support 1
2 - Uniform (PLF)
0 to 25' (Front)
N/A
117.5
185.5
232.0
Linked from: Ex.
Rafters, Support 1
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Page 3/9
a" O R T CM MEMBER REPORT PASSED
Roof - vaulted ceiling, R2
1 piece(s) 3 1/2" x it 7/8" 24F-V4 DF Glulam
Overall Length: 14'
a 1 0
14'
n
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result 0
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
8597 @ 4"
12513 (5.50")
Passed (69%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
8582 @ 1' 5 3/8"
8444
Passed (102%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
10019 @ 1' 6"
18920
Passed (53%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.155 @ 6' 9/16"
0.444
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.250 @ 6' 15/16"
1 0.667
1 Passed (L/641)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 4".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Column - DF
5.50"
5.50"
3.78"
3113
4385
5484
12982
None
2 - Column - DF
5.50"
5.50"
1.50"
362
420
526
1308
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
14' o/c
Bottom Edge (Lu)
14' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 14'
N/A
10.1
--
--
1 - Point (lb)
1' 6" (Front)
N/A
3334
4805
6010
Linked from: R1,
Support 1
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASO
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Page 4 / 9
a" O R T CM MEMBER REPORT PASSED
Roof - vaulted ceiling, Trellis rafters R5
1 piece(s) 4 x 8 Hem -Fir No. 1@ 24" OC
r
0
Overall Length: 19' 10 15/16'
12' 315116"
r
5, 9„
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)
866 @ 14' 3/16"
4961 (3.50")
Passed (17%)
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
441 @ 13' 3 3/16"
2918
Passed (15%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
-1112 @ 14' 3/16"
4283
Passed (26%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.180 @ 19' 10 15/16"
0.590
Passed (2L/786)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.195 @ 19' 10 15/16"
1 0.786
1 Passed (2L/728)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.50"
90
284
355
729
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1 1.50"
189
542
677
1408
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)
19' 11" o/c
Bottom Edge (Lu)
19' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 19' 10 15/16"
24"
7.0
20.0
25.0
TRELLIS ROOF
Notes
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : Aso
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 -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/wGodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Pages/9
a FORTE'M3
MEMBER REPORT
Roof - vaulted ceiling, R4
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
PASSED
1
0
Overall Length: 13
15'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1768 @ 2"
8181 (3.50")
Passed (22%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1513 @ 1' 1"
6810
Passed (22%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
6339 @ 7' 6"
10703
Passed (59%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.327 @ 7' 6"
0.489
Passed (L/539)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.434 @ 7' 6"
0.733
Passed (L/406)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.50"
437
1065
1331
2833
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1 1.50"
437
1065
1331
2833
Blocking
• BiocKmg Naneis are assumeo to carry no ioads applied oirecuy anove tnem ano the run ioao is appnea to the member Deing oesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
15' o/c
Bottom Edge (Lu)
15' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 15'
N/A
13.2
Linked from: Trellis
1 - Uniform (PLF)
0 to 15' (Front)
N/A
45.0
142.0
177.5
rafters R5, Support
1
System : Floor
Member Type : Drop 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
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Page 6 / 9
a FORTE'M3
MEMBER REPORT
Roof - vaulted ceiling, R3
1 piece(s) 6 x 12 Douglas Fir -Larch No. 1
PASSED
1
0
Overall Length: 13
15'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
3368 @ 2"
8181 (3.50")
Passed (41%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2806 @ P 3"
8244
Passed (34%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
12074 @ 76"
15684
Passed (77%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.351 @ 7' 6"
0.489
Passed (L/501)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.466 @ 7' 6"
0.733
Passed (L/378)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.50"
829
2033
2539
5401
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1 1.50"
829
2033
2539
5401
Blocking
• BiocKmg Naneis are assumed to carry no ioads applied direcuy anove tnem and the run ioad is appuea to the memoer Deing designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
15' o/c
Bottom Edge (Lu)
15' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 15'
N/A
16.0
Linked from: Trellis
1 - Uniform (PLF)
0 to 15' (Front)
N/A
94.5
271.0
338.5
rafters R5, Support
2
System : Floor
Member Type : Drop 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
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Page 7 / 9
a" O R T CM MEMBER REPORT PASSED
Deck, Deck joists
1 piece(s) 2 x 4 Hem -Fir No. 1@ 16" OC
Overall Length:
lr 4' 9" i
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)
255 @ 2 1/2"
1063 (1.75")
Passed (24%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
200 @ 7"
525
Passed (38%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
290 @ 2' 8"
429
Passed (68%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.139 @ 2' 8"
0.164
Passed (L/424)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.165 @ 2' 8"
1 0.246
1 Passed (L/357)
1
1.0 D + 0.75 L + 0.75 S (All Spans)
TJ-Pro'"" Rating
N/A
I N/A
I N/A
I
N/A
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall - HF
3.50"
1.75"
1.50"
43
213
89
345
1 3/4" Rim Board
2 - Stud wall - HF
3.50"
1.75"
1 1.50"
43
213
89
345
1 3/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 1" o/c
Bottom Edge (Lu)
5' 1" 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 54"
16"
12.0
60.0
25.0
DECK
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : Aso
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Page 8 / 9
a FORTE"M3
MEMBER REPORT
Deck, Edge beams
1 piece(s) 6 x 8 Douglas Fir -Larch No. 1
PASSED
0
Overall Length: 13
13' 9"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1439 @ 4"
14609 (4.25")
Passed (10%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
1173 @ P 1"
4675
Passed (25%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
4332 @ 6' 10 1/2"
5157
Passed (84%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.362 @ 6' 10 1/2"
0.436
Passed (L/434)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.453 @ 6' 10 1/2"
1 0.654
1 Passed (L/347)
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 - Column - DF
5.50"
4.25"
1.50"
292
1098
459
1849
1 1/4" Rim Board
2 - Column - DF
5.50"
4.25"
1 1.50"
292
1098
459
1849
1 1/4" Rim Board
• Kim Boara is assumes to carry all ioaas appl eo oirecuy above it, Dypassmg the memner Deng aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
IT 7" o/c
Bottom Edge (Lu)
13' 7" 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)
1 1/4" to 13' 7 3/4"
N/A
10.4
1 - Uniform (PLF)
0 to 13' 9" (Front)
N/A
32.3
159.8
66.8
Linked from: Deck
joists, Support 1
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : Aso
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 9:13:55 PM UTC
ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Page 9 / 9
a F O " ' " CM SOLUTIONS REPORT PASSED
Roof - vaulted ceiling, HEADER SUPPORTING KING POST AT WEST
Current Solution: 2 piece(s) 4 x 8 Douglas Fir -Larch No. 1
Overall Length: 3'
0 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)
4691 @ 2"
15313 (3.50")
Passed (31%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4680 @ 10 3/4"
7004
Passed (67%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
6241 @ 1' 6"
7640
Passed (82%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.011 @ 1' 6"
0.089
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.017 @ 1' 6"
0.133
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
All Product Solutions
Depth
Series
Plies
Wood Volume
7 1/4"
4 x Douglas Fir -Larch No. 1
2
86.28
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal
purposes.
ForteWEB Software Operator
Job Notes
Todd Fisher
Harriott Valentine Engineers
(206) 624-4760
trisher@harriottvalentine.com
8/21/2020 10:37:26 PM UTC
ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0
Weyerhaeuser File Name: Goodman
Page 1 / 1
U.S. Seismic Design Maps
https://seismicmaps.org/
¢�o
8010 181 st PI SW, Edmonds, WA 98026, USA
Latitude, Longitude: 47.8343172,-122.342019
85t%
Ir--stmentPoetry
Go gle
Date
Design Code Reference Document
Risk Category
Site Class
Type
Value
SS
1.306
S1
0.462
SMS
1.567
SM1
null -See Section 11.4.8
SDS
1.045
SD1
null -See Section 11.4.8
Type Value
SDC null -See Section 11.4.8
Fa
1.2
Fv
null -See Section 11.4.8
PGA
0.559
FPGA
1.2
PGAM
0.671
TL
6
SsRT
1.306
SsUH
1.441
SsD
2.676
S 1 RT
0.462
S1UH
0.517
S1D
1.139
PGAd
0.948
CRS
0.906
Moth PI SW
OSHPD
5
182nd PI SW
n
(D
a
C
Q
m
.c
7/13/2020, 5:01:58 PM
ASCE7-16
II
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Mapped value of the risk coefficient at short periods
Map data 02020
1 of 3 2020-07-13, 17:02
S. Seismic Design Maps https:Hseismicmaps.org/
Type Value Description
CR1 0.894 Mapped value of the risk coefficient at a period of 1 s
2 of 3 2020-07-13, 17:02
S. Seismic Design Maps https:Hseismicmaps.org/
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC /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.
3 of 3 2020-07-13, 17:02
Harriott Valentine Engineers Inc.
SEISMIC DESIGN
ASCE 7-10
Equivalent Lateral Force Procedure
Occupancy Category
Seismic Design Category
Importance Factor
Site Class
Ss
S1
Fa
Fv
Ct
x
hn
Sens = Fa*Ss
Smi = Fv*S1
SIDS = (2/3)*Sms
SD1 = (2/3)*Smi
Period Ta = Ct*hn^x
To
Ts
Sa
R
DO
Cd
Section 9.5.5 ok?
Equivalent Lateral Force Procedure (section 12.8)
Cs
11
Table 1-1
D
Table 11.6-1
1.00
Table 11.5-1
D
Table 20.3-1
130.60 %g
(from USGS Seismic Hazard Ct
46.20 %g
(from USGS Seismic Hazard Ct
1.00
Table 11.4-1
1.50
Table 11.4-2
0.02
Table 12.8-2
0.75
Table 12.8-2
8.00 feet
(height to highest level)
1.3060
Eq.11.4-1
0.6930
Eq.11.4-2
0.8707 g
Eq. 11.4-3
0.4620 g
Eq. 11.4-4
0.0951 s
Eq. 12.8-7
0.1061 s
per section 11.4.5
0.5306 s
per section 11.4.5
0.0817 g
per section 11.4.5
1.25
Table 12.2-1
1.25
Table 12.2-1
1.25
Table 12.2-1
Yes
Table 12.6-1
0.6965 Eq.12.8-2
Area of trellis roof =
291 ft^2
Weight of trellis roof =
7 psf
Total
2037 lb
Base shear V =
1418.8
lb
East/west eq:
Load to columns near ex. house =
595.91 lb
297.96 lb/col
M =
2682 lb-ft/col
Load to south columns =
397.275 lb
198.64 lb/col
M =
1788 lb-ft/col
North/south eq:
Load to columns at west =
496.593 lb
248.3 lb/col
M =
2235 lb-ft/col
Load to columns at east =
496.593
248.3 lb/col
M =
2235 lb-ft/col
Use DFL #1 8x8
Mr = 4992 lb-ft
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971 2020-08-21
Page of
Harriott Valentine Engineers Inc.
arves, 2008 data)
arves, 2008 data)
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971
2020-08-21
Page
Harriott Valentine Engineers Inc.
CONCRETE BEAM ANALYSIS
Moment
phiMn = phi [ Asfy ( d - Asfy / 1.7f'cb)
fy =
60.00 ksi
f'c =
2.50 ksi
b =
30.00 in
d =
21.00 in
As =
0.59 in2
phi =
0.90
phiMn = 54.93 kft
#4 @ 12"oc vert. min
Shear
phiVc = phi [ 2 (f'c ^ 1/2) bd
f'c =
2.50 ksi
b =
30.00 in
d =
21.00 in
phi =
0.85
phiVc = 53.55 k
phiVs = phi Av fy d / s
s =
6.00 in
Av =
1.24 in2
phiVs =
221.34 k
phiVn = phiVc
+ phiVs
phiVn =
274.89 k
Minimum flexural reinforcement (rho = 200/fy):
As min = 2.10 in2
For structural slabs, temperature and shrinkage
reinforcement shall be provided:
ratio =
0.0020',Grade 40)
b =
30.00 in
cover =
1.00 in
h =
4.00 in
As min =
0.24 in2
ratio =
0.0018',Grade 60)
b =
30.00 in
cover =
1.50 in
h =
8.00 in
As min =
0.43 in2
A minimum area of shear reinforcement shall be
provided where Vu exceeds 1/2 phiVc:
1/2 phiVc: 26.78 k
Except for:
1. Slabs and footings.
2. Concrete joist construction (per 1908.11).
3. Beams with total depth not greater than 10",
2-1/2 x flange thickness, or 1/2 web width.
Minimum shear reinforcement Av = 50 bw s / fy
Av min = 0.15 in2
s=d/2= 10.50 in
s=d/4= 5.25 in
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447 2020-08-21
tel 206-624-4760 1 fax 447-6971 Page of
Harriott Valentine Engineers Inc.
FOOTING WITH COMBINED AXIAL AND FLEXURAL LOADS
Wall 1 In -Plane
Sizes and Loads:
superstructure:
frame
1,800lb
footing:
length
2.50 ft (along same axis as applied moment)
width
2.50 ft (perpendicular to applied moment)
depth
2.00 ft
weight
1,813lb
soil abv. 0 lb
total R = 3,613 lb
M = 2,682 Ibft
e = 0.74 ft
B/6 = 0.42 ft
Bearing Pressures:
Reaction is OUTSIDE kern.
(Use these results)
x = 0.51 ft
fp =
Fa =
Stability:
Mot =
Mr =
1898 psf
2,000 psf
2,682 Ibft
2,709 Ibft
(Do not use these results)
fa = 578 psf
fb = 1030 psf
fp = 1608 psf
Fa = 2,000 psf
(using 0.6W, per ASD Load Combinations)
(using 0.6D, per ASD Load Combinations)
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447 2020-08-21
tel 206-624-4760 1 fax 447-6971 Page of