REVIEWED BLD BLD2021-0370+Structural_Calculations+3.12.2021_1.14.05_PM+2090286G52 5N6IN55R5 FAX: 954 : (425) -2748
P.O. Box 13423 : (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
Civil d Structural Challenge d Success
RECEIVED BLD2021-0370
Mar 15 2021 REVIEWED
CITY OF EDMONDS BY
DEVELOPMENT SERVICES DEPARTMENT CITY OF EDMONDS'
BUILDING DEPARTMENT
Structural Calculations
For
Gary Residence
Single Family House Remodel
855 Dayton Street
Edmonds, WA 98020
(Parcel # 00434207702000)
G52 5N6IN05RS
Civil d Structural Challenge d Success
Prepared By: Sung U. Cho, P.E.
Prepared Date: February 5, 2021
CS2 No.: 2101
)9/2021
Project: 855 Dayton St (#00434207702000) Date: February 5, 2020
Location: Edmonds, WA Prepared By: S. Cho
CS2 No: 2102 Page
I. Scope of Work
Provide structural design calculations of remodel construction of existing single-family residential
house. The house is located on 855 Dayton Street at City of Edmonds. The information in this report
summarizes the requirements for construction of structural elements for the gravity loads and lateral
loads resisting in conformance with the International Building Code 2018. The engineering of such
structural elements and connections are designed to resist the vertical (gravity) loading particular to
concrete foundation. Unless noted otherwise, all means and methods used shall be in keeping with
good and generally accepted construction practices.
Please refer to the following calculations and supporting sketches as well as the architectural drawing
package as provided by others.
II. Loads/Design Criteria: (IBC 2018 & ASCE 7-16)
Please refer to the following calculations
1. Dead Load — See calculation
2. Live Load — Roof = 25 psf (snow load)
Floor = 40 psf
3. Seismic — Ss = 1.286g, S, = O.453g, Sps = O.857g, Sp, = N/A
Site Class D, I = 1.0, R = 6.5
4. Wind — Exposure B, Basic Wind Speed (V3s) = 85 mph, I = 1.0
5. Concrete compressive strength, f'c = 3,000 psi
6. Concrete steel reinforcing strength, fy = 60,000 psi
7. Allowable soil bearing pressure = 2,000 psf
8. Passive Soil Pressure = 250 pcf
References:
1. I BC 2018 / I RC 2018
2. ASCE 7-16
3. ACI 318-14
4. SPDWS 2015
5. NDS 2018
III. Conclusions and Recommendations
General contractor shall verify all existing dimensions, member sizes and conditions prior to
commencing any work. All dimensions of existing condition shown on the reference are intended as
guidelines only and must be verified in field. Any discrepancies shall be called to the attention of the
architect or engineer and shall be resolved before proceeding with the work. Contractor shall provide
temporary bracing for the structure and structural components until all final connections have been
completed in accordance with the plans
TEL: (425) 408-2748
P.O. Box 13423 Page 1 of 71 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
G52 �NGIN��RS Project: Gary Residence (855 Dayton St, Edmonds)
Client: Owner Job No.: 2101
Civil B Structural By. S. Cho Date: 2/5/21
Challenge & 5ucce55
Subiect: Desion Calculations Page:
Desiqn & Loading Criteria
Roof Dead Load:
Floor Dead Load:
Roofing =
2.8
psf
Floor Cover =
1.0
psf
Insulation =
0.5
psf
Insulation =
1.0
psf
Roof sheathing =
1.7
psf
Floor sheathing =
2.7
psf
Trusses @ 24" o.c. =
6.0
psf
Joists @ 16" o.c. =
2.8
psf
5/8" GWB =
2.8
psf
5/8" GWB =
2.8
psf
M & E =
0.5
psf
M & E =
1.0
psf
Miscellaneous =
0.5
psf
Miscellaneous =
0.5
psf
Roof dead load total =
14.8
psf
Floor dead load total =
11.8
psf
USE =
15.0
psf
USE =
12.0
psf
Roof Live Load: 25 psf
Total Roof Load = 40.0 psf
Wall Dead Load:
2x Stud @ 16" o.c. =
2.0
psf
7/16" Sheathing =
1.8
psf
Gypsum sheathing =
2.0
psf
Insulation =
1.0
psf
Siding =
2.0
psf
Miscellaneous =
0.5
psf
Wall dead load total =
9.3
psf
USE =
10.0
psf
Floor Live Load: 40 psf
Total Floor Load = 52.0 psf
DESIGN REFERENCES:
•ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURE.
-IBC 2018, INTERNATIONAL BUILDING CODE 2012 W/ SBC 2012.
•ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND
COMMENTARY.
•NDS 2018, NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH
COMMENTARY.
•AWC SDPWS-2015, SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC WITH
COMMENTARY.
•AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS: STEEL DESIGN MANUAL
TEL: (425) 408-2748
P.O. BOX 13423 Page 2 of 71 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
Project: 855 Dayton St (#00434207702000) Date: February 5, 2020
Location: Edmonds, WA Prepared By: S. Cho
CS2 No: 2102 Page
Gravity Load Design Calculation
TEL: (425) 408-2748
P.O. Box 13423 Page 3 of 71 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
JOB
UMMARY REPORT
dFORTE'CM 021SEdmond-Seth Residence
Roof
Member Name
Results
Current Solution
Comments
Wall: Header (HDRa)
Passed
1 piece(s) 4 x 8 Douglas Fir -Larch No. 2
Wall: Header (HDRb)
Passed
1 piece(s) 4 x 8 Douglas Fir -Larch No. 2
Roof: Rafters
Passed
1 piece(s) 2 x 8 Hem -Fir No. 2 @ 24" OC
Roof: Ridge Beam
Passed
1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam
Floor: Drop Beam
Passed
1 piece(s) 4 x 10 Douglas Fir -Larch No. 2
nd Floor
Wall: Header (HDR2a)
Comments
Passed 1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
Wall: Header (HDR2b)
Passed
1 piece(s) 6 x 8 Douglas Fir -Larch No. 1
Floor: Joist
Passed
1 piece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 12" OC
Cantilever
Reinforcement (PBS)
Required
Floor: Joist (F32a)
Passed
1 piece(s) 11 7/8" TJI@ 110 @ 16" OC
Floor: Joist (F32b)
Passed
1 piece(s) 11 7/8" TJI@ 110 @ 16" OC
Floor: Joist (FJ2c)
Passed
1 piece(s) 11 7/8" TJI@ 110 @ 16" OC
Floor: Joist (FJ2d)
Passed
1 piece(s) 11 7/8" TJI@ 110 @ 16" OC
Floor: Flush Beam (FB2a)
Passed
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL
Floor: Flush Beam (FB2b)
Failed
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL
Floor: Drop Beam (FB2c)
Passed
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam@ PSL
Floor: Flush Beam (FB2d)
Passed
1 piece(s) 6 x 12 Douglas Fir -Larch No. 1
Floor: Flush Beam (FB2e)
Passed
1 piece(s) 6 x 12 Douglas Fir -Larch No. 1
Floor: Flush Beam (FB2f)
Passed
1 piece(s) 6 x 12 Douglas Fir -Larch No. 2
Floor: Drop Beam (FB2g)
Passed
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
Floor: Flush Beam (FB2h)
Passed
1 piece(s) 5 1/4" x 16" 2.2E Parallam@ PSL
Floor: Flush Beam (FB2i)
Passed
1 piece(s) 7" x 14" 2.2E Parallam@ PSL
Floor: Flush Beam (FB2j)
Passed
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL
1st Floor
Member Name
Results
Current Solution
Comments
Floor: Joist
Passed
1 piece(s) 1 3/4" x 9 1/2" 1.55E TimberStrand@ LSL @ 16" OC
Floor: Joist (FJla)
Passed
1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC
Floor: Joist (FJlb)
Passed
1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC
Floor: Flush Beam (FBla)
Passed
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
Floor: Drop Beam (FBlb)
Passed
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
Floor: Flush Beam (FBlc)
Passed
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
Floor: Drop Beam (FBld)
Passed
2 piece(s) 2 x 8 Hem -Fir No. 2
Floor: Flush Beam (FBle)
Passed
2 piece(s) 2 x 10 Hem -Fir No. 2
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425)408-2748
sung.cho@cs2engineers.com
Page 4
3/10/2021 1:34:59 AM UTC
ForteWEB v3.1
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
of 71
Page 1 / 40
aFORTE'CM
Roof, Wall: Header (HDRa)
1 piece(s) 4 x 8 Douglas Fir -Larch No. 2
PASSED
1
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)
1678 @ 1 1/2"
6563 (3.00")
Passed (26%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1074 @ 10 1/4"
3502
Passed (31%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1788 @ 2' 4 1/2"
3438
Passed (52%)
1.15
1.0 D + 1.0 S (All Spans)
Vert Live Load Defl. (in)
0.023 @ 2' 4 1/2"
0.150
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Vert Total Load Defl. (in)
0.037 @ 2' 4 1/2"
0.225
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Lat Member Reaction (Ibs)
165 @ 4' 7 1/2"
N/A
Passed (N/A)
1.60
1.0 D + 0.6 W
Lat Shear(lbs)
135 @ 6 1/2"
4872
Passed (3%)
1.60
1.0 D + 0.6 W
Lat Moment (Ft-Ibs)
186 @ mid -span
2425
Passed (8%)
1.60
1.0 D + 0.6 W
Lat Deflection (in)
0.011 @ mid -span
0.300
Passed (L/999+)
1.0 D + 0.6 W
Bi-Axial Bending
0.38
1.00
Passed (38%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Deflection criteria: LL (L/360) and TL (L/240).
• Lateral deflection criteria: Wind (L/180)
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Trimmer - SPF
3.00"
3.00"
1.50"
639
1039
1678
None
2 - Trimmer - SPF
3.00"
3.00"
1.50"
639
1039
1678
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 9" o/c
Bottom Edge (Lu)
4' 9" o/c
-Maximum allowable bracing intervals based on applied load.
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Lateral Connections
Supports
Plate Size
Plate Material
Connector
Type/Model
Quantity
Nailing
Left
2X
Spruce -Pine -Fir
Nails
10d x 3" Box (End)
2
Right
2X
Spruce -Pine -Fir
Nails
10d x 3" Box (End)
2
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 9"
N/A
6.4
1 - Uniform (PSF)
0 to 4' 9"
17' 6"
15.0
25.0
Default Load
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
4'
30.6
• Abct/bti i Sec. su.4: txposure category (c), Mean Koor rseignt tzb ), i opograpnic racror (t.u), wma uirecoonanty ractor tu.ts!)), rsasic wma 5peea t11u1, KIsK caregory(ii), trrecave wma Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 5
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Of Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 2 / 40
aFORTE'CM
Roof, Wall: Header (HDRb)
1 piece(s) 4 x 8 Douglas Fir -Larch No. 2
PASSED
1
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)
2343 @ 1 1/2"
6563 (3.00")
Passed (36%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1500 @ 10 1/4"
3502
Passed (43%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2497 @ 2' 4 1/2"
3438
Passed (73%)
1.15
1.0 D + 1.0 S (All Spans)
Vert Live Load Defl. (in)
0.032 @ 2' 4 1/2"
0.150
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Vert Total Load Defl. (in)
0.051 @ 2' 4 1/2"
0.225
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Lat Member Reaction (Ibs)
165 @ 4' 7 1/2"
N/A
Passed (N/A)
1.60
1.0 D + 0.6 W
Lat Shear(lbs)
135 @ 6 1/2"
4872
Passed (3%)
1.60
1.0 D + 0.6 W
Lat Moment (Ft-Ibs)
186 @ mid -span
2425
Passed (8%)
1.60
1.0 D + 0.6 W
Lat Deflection (in)
0.011 @ mid -span
0.300
Passed (L/999+)
1.0 D + 0.6 W
Bi-Axial Bending
0.50
1.00
Passed (50%)
1.60
1.0 D + 0.45 W + 0.75 L + 0.75 S
• Deflection criteria: LL (L/360) and TL (L/240).
• Lateral deflection criteria: Wind (L/180)
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Trimmer - SPF
3.00"
3.00"
1.50"
888
1455
2343
None
2 - Trimmer - SPF
3.00"
3.00"
1.50"
888
1455
2343
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 9" o/c
Bottom Edge (Lu)
4' 9" o/c
-Maximum allowable bracing intervals based on applied load.
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Lateral Connections
Supports
Plate Size
Plate Material
Connector
Type/Model
Quantity
Nailing
Left
2X
Spruce -Pine -Fir
Nails
10d x 3" Box (End)
2
Right
2X
Spruce -Pine -Fir
Nails
10d x 3" Box (End)
2
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 9"
N/A
6.4
--
1 - Uniform (PSF)
0 to 4' 9"
17' 6"
15.0
25.0
Roof
2 - Uniform (PSF)
0 to 4' 9"
7'
15.0
25.0
Roof
Wind
Lateral Load
Tributary Width
(1.60)
Comments
1 - Uniform (PSF) Full Length
4'
30.6
• AM.t/Dti i aec. su.4: txposure c-acegory tu), Mean Koor neignr tz�. I, i opograpnic raczor (i.u), wma uireczwnancy raaor Iu.u�), basic vvma bpeea tiiul, KisK Laregorytirl, tirecove vvma Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 6
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Of Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 4 / 40
aFORTE'CM
Roof, Roof: Rafters
1 piece(s) 2 x 8 Hem -Fir No. 2@ 24" OC
PASSED
78
7' 4 3/4"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
0-
'1
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
269 @ 9' 3"
911 (1.50")
Passed (30%)
1.0 D + 1.0 S (Alt Spans)
Shear (Ibs)
254 @ 2' 10 9/16"
1251
Passed (20%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
448 @ 5' 11 1/16"
1477
Passed (30%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.044 @ 5' 9"
0.366
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.068 @ 5' 9 5/16"
0.488
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180).
• 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
Snow
Total
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
186
301
487
Blocking
2 - Hanger on 7 1/4" SPF beam
3.50"
Hangers
1.50"
109
184
293
See note 1
• rswcKmg vaneis are assumes ro carry no ioaas appuea airecny aoove mem ano me Tuu ioaa is appuea ro me memoer Demg Designea.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Member Length : 9' 8 1/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 3/12
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.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 9' 6 1/2
24"
F 15.0
25.0
1 Default Load
Member Notes
Roof rafters over Master bedroom
Weyerhaeuser Notes
Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
vww.weyerhaeuser.com/woodproducts/document-library.
fhe product application, input design loads, dimensions and support information have been provided by S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 7
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Of Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 6 / 40
aFORTE'CM
Roof, Roof: Ridge Beam
1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam
PASSED
16' 7 1/4" I, 11 = ' `
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)
5299 @ 16' 7 1/4"
5950 (4.00")
Passed (89%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2640 @ 15' 7 3/4"
6755
Passed (39%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
6678 @ 6' 11 15/16"
12109
Passed (55%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-7795 @ 16' 7 1/4"
9334
Passed (84%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.382 @ 7' 9 5/16"
0.814
Passed (L/511)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.603 @ 78 5/8"
1.085
Passed (L/324)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 3 7/8".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 10 3/8".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Column - SPF
5.50"
5.50"
1.50"
805
1300
2105
None
2 - Stud wall- SPF
4.00"
4.00"
3.56"
2060
3238
5298
None
3 - Column - SPF
5.50"
5.50"
1.50"
413
812
1225
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Dead
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 28'
N/A
8.1
1 - Uniform (PLF)
0 to 28' (Front)
N/A
54.5
92.0
Linked from: Roof:
Joist, Support 2
2 - Uniform (PLF)
0 to 28' (Back)
N/A
54.5
92.0
Linked from: Roof:
Joist, Support 2
Member Notes
Roof ridge beam
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 8
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
�f Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 7 / 40
aFORTE'CM
Roof, Floor: Drop Beam
1 piece(s) 4 x 10 Douglas Fir -Larch No. 2
PASSED
Overall Length: 55 7 1/2'
o � o
1
❑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)
4589 @ 5' 4 1/2"
6694 (4.50")
Passed (69%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3291 @ 4' 5 3/4"
4468
Passed (74%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3247 @ 4' 8"
5166
Passed (63%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.018 @ 3' 2 1/8"
0.171
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.029 @ 3' 2 1/16"
0.256
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Stud wall - SPF
4.50"
4.50"
1.50"
308
448
756
Blocking
2 - Stud wall - SPF
4.50"
4.50"
3.08"
1798
2790
4588
Blocking
• rsiocKing Panels are assumea to carry no ioaas appuea airecay aoove mem ana me ruu ioaa is appuea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 8" o/c
Bottom Edge (Lu)
5' 8" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads '
Location (Side)
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 5' 7 1/2"
N/A
8.2
Linked from: Copy
1 - Point (lb)
4' 8" (Top)
N/A
2060
3238
of Roof: Ridge
Beam, Support 2
Member Notes
Ridge beam support beam
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 9
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Of Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 8 / 40
aFORTE'CM
2nd Floor, Wall: Header (HDR2a)
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
PASSED
T
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)
1815 @ 4"
18906 (5.50")
Passed (10%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
1642 @ 1' 3"
6810
Passed (24%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
7902 @ 5' 11 1/2"
10703
Passed (74%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.118 @ 5' 11 1/2"
0.375
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.270 @ 5' 11 1/2"
0.563
Passed (L/499)
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.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Snow
Total
1 - Trimmer - HF 5.50"
5.50"
1.50"
1149
238
650
2037
1
None
2 - Trimmer - HF 5.50"
5.50"
1.50"
1149
238
650
2037
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
11' 11" o/c
Bottom Edge (Lu)
11' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 11' 11"
N/A
13.2
1 - Uniform (PSF)
0 to 11' 11"
1'
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 11' 11"
1'
100.0
-
Wall
3 - Point (lb)
5' 11 1/2"
N/A
805
1300
Linked from: Copy
of Roof: Ridge
Beam, 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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 1
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 9 / 40
aFORTE'CM
2nd Floor, Wall: Header (HDR21b)
1 piece(s) 6 x 8 Douglas Fir -Larch 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)
1652 @ 0
5156 (1.50")
Passed (32%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1352 @ 9"
5376
Passed (25%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3407 @ 4' 1 1/2"
5930
Passed (57%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.082 @ 4' 1 1/2"
0.275
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.135 @ 4' 1 1/2"
0.412
Passed (L/734)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Trimmer - SPF
1.50"
1.50"
1.50"
646
1005
1651
None
2 - Trimmer - SPF
1.50"
1.50"
1 1.50"
646
1005
1651
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 3" o/c
Bottom Edge (Lu)
8' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 8' 3"
N/A
10.4
--
1 - Uniform (PSF)
0 to 8' 3"
9' 9"
15.0
25.0
Roof
Member Notes
Lower roof header (HDR2b)
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
,esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
Nww.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 11
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 10 / 40
aFORTE'CM
2nd Floor, Floor: Joist
1 piece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 12" OC
PASSED
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)
1343 @ 3' 1 3/4"
2231 (3.50")
Passed (60%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
845 @ 2' 3/4"
2329
Passed (36%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-2639 @ 3' 1 3/4"
2615
Passed (101%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.173 @ 0
0.200
Passed (2L/438)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.276 @ 0
0.315
Passed (2L/274)
1.0 D + 1.0 S (All Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/0.2") and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Moment capacity over cantilever support 1 has been reduced by 25% to lessen the effects of buckling.
• Applicable calculations are based on Nos.
• No composite action between deck and joist was considered in analysis.
• Permanent bracing at third points In the back span or a direct applied ceiling over the entire back span length is required at the Left end of the member. See literature
detail (PB1) For clarification.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
2.11"
582
482
532
1596
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1.50"
35
353/-11
-82
388/-93
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)
5' 2" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 20' 7"
12"
12.0
40.0
-
Default Load
2 - Point (PLF)
0
12"
270.0
-
450.0
Roof
3 - Point (PLF)
0
12"
100.0
-
Wall
System : Floor
Member Type : Joist
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 1
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 11 / 40
aFORTE'CM
2nd Floor, Floor: Joist (FJ2a)
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
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)
490 @ 14' 4 1/4"
910 (1.75")
Passed (54%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
490 @ 14' 4 1/4"
1560
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1734 @ 7' 3 3/8"
3160
Passed (55%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.167 @ 7' 3 3/8"
0.354
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.217 @ 7' 3 3/8"
0.707
Passed (L/782)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
51
40
Passed
• Deflection criteria: LL (L/480) 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 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c..
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - SPF
3.50"
3.50"
1.75"
117
388
505
Blocking
2 - Hanger on 11 7/8" PSL beam
3.50"
Hangers
1.75" / - z
118
393
511
See note '
• awcKmg vaneis are assumea io carry no ioaos appuea oirecoy aoove mem ano me Tuu ioaa is appuea ro cne memoer Deing aesigneo.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu) 4' 4" o/c
Bottom Edge (Lu) 14' 4" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
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
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.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 14' 7 3/4"
16"
12.0
40.0
Default Load
FMem�be(r Notes
joist FJ2a)
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 1
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 12 / 40
aFORTE'CM
2nd Floor, Floor: Joist (FJ2b)
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
1
❑i
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)
569 @ 19' 3"
910 (1.75")
Passed (63%)
1.00
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
569 @ 19' 3"
1560
Passed (36%)
1.00
1.0 D + 1.0 L (Alt Spans)
Moment (Ft-Ibs)
2335 @ 11' 1/2"
3160
Passed (74%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.341 @ 10' 8 3/8"
0.428
Passed (L/602)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.405 @ 10' 9 7/8"
0.855
Passed (L/507)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
43
40
Passed
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c..
Supports
L. Bearing Length I
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Beam - LVL
3.50"
3.50"
3.50"
368
578
75
1021
Blocking
2 - Hanger on 11 7/8" PSL beam
3.50"
Hangers
1.75" / - z
118
472
-8
590/-8
See note 1
• Blocking Panels are assumed to carry no loads applied directly above them and the Tull 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' 8" o/c
Bottom Edge (Lu) 7' 4" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
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
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.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 19' 6 1/2"
16"
12.0
40.0
-
Default Load
2 - Point (PLF)
0
16"
30.0
-
50.0
Roof
3 - Point (PLF)
0
16"
100.0
-
Wall
Member Notes
Floor joist (FJ2b)
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 1
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 14 / 40
aFORTE'CM
2nd Floor, Floor: Joist (F32c)
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
�. 17-4 1/2"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
762 @ 17' 9"
1041 (2.25")
Passed (73%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
749 @ 17' 8"
1560
Passed (48%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2851 @ 9' 4 5/16"
3160
Passed (90%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.368 @ 9' 1/4"
0.436
Passed (L/569)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.522 @ 9' 1 7/16"
0.873
Passed (L/401)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
42
40
Passed
• Deflection criteria: LL (L/480) 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 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c..
Supports d
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Hanger on 11 7/8" PSL beam
3.50"
Hangers
1.75" / - 2
168
481
9
658
See note 1
2 - Stud wall - SPF
3.50"
2.25"
1.75"
293
477
58
828
1 1/4" Rim Board
• Kim uoara is assumea m carry an ioaas appuea airecoy above ¢, Dypassmg me memoer Deing oesignea.
• 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) T 3" o/c
Bottom Edge (Lu) 17' 7" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
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
10-10dx1.5
2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 17' 11 1/2"
16"
12.0
40.0
-
Default Load
2 - Point (PLF)
15' 4 1/2"
16"
30.0
-
50.0
Roof
3 - Point (PLF)
15' 4 1/2"
16"
100.0
-
Wall
Member Notes
Floor Joist (FJ2c)
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 1
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 16 / 40
aFORTE'CM
2nd Floor, Floor: Joist (FJ2d)
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
i b 17
1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
71
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1277 @ 5' 11 3/4"
1935 (3.50")
Passed (66%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
679 @ 6' 1 1/2"
1716
Passed (40%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-2046 @ 5' 11 3/4"
3160
Passed (65%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.218 @ 15' 6 1/4"
0.435
Passed (L/959)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.281 @ 15' 6 3/8"
0.870
Passed (L/742)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
44
40
Passed
• Deflection criteria: LL (L/480) 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 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c..
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Hanger on 11 7/8" LSL beam
3.50"
Hanger'
1.75" / - 2
141
158/-252
67
366/
See note252
2 - Stud wall - SPF
3.50"
3.50"
3.50"
295
983
-
1278
None
3 - Hanger on 11 7/8" PSL beam
3.50"
Hanger'
1.75" / - 3
117
392
-
509
See note'
• At nanger supports, the l otal Bearing aimension is equal to the wiatn or the material tnat 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)
4' 4" o/c
Bottom Edge (Lu)
3' 11" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
U14
2.00"
N/A
14-10dx1.5
6-10dx1.5
Web Stiffeners
3 - Face Mount Hanger
IUS1.81/11.88
2.00"
N/A
10-10dx1.5
2-Strong-Grip
• Reter to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 23' 8"
16"
12.0
40.0
-
Default Load
2 - Point (PLF)
0
16"
30.0
-
50.0
Roof
3 - Point (PLF)
0
16"
100.0
-
Wall
F
ember Notes
or joist (FJ2d)
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 1
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 18 / 40
aFORTE'CM
2nd Floor, Floor: Flush Beam (FB2a)
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL
PASSED
I
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)
6727 @ 2"
7656 (3.50")
Passed (88%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
5239 @ 1' 3 3/8"
9241
Passed (57%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
18375 @ 5' 9 1/2"
22888
Passed (80%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.237 @ 5' 9 1/2"
0.281
Passed (L/570)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.436 @ 5' 9 1/2"
0.563
Passed (L/310)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - SPF
3.50"
3.50"
3.08"
3074
1685
3185
7944
Blocking
2 - Column - SPF
3.50"
3.50"
3.08"
3074
1685
3185
7944
Blocking
• rsiocKing raneis are assumes to carry no ioaas appnea airecay aoove rnem ano me ruu ioaa is appneu to me memoer Deing Designeo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 11' 7"
N/A
13.0
1 - Uniform (PSF)
0 to 11' 7" (Top)
1'
100.0
-
-
Wall Load
2 - Uniform (PSF)
0 to 11' 7" (Top)
T 3"
15.0
-
25.0
North Roof
3 - Uniform (PSF)
0 to 11' 7" (Top)
14' 9"
15.0
-
25.0
South Roof
4 - Uniform (PLF)
0 to 11' 7" (Front)
N/A
87.8
291.0
-
Linked from: Floor:
Joist (F32a),
Support 1
Member Notes
Floor Beam (FB2a)
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 1
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 20 / 40
.IFORTE CM
MEMBER REPORT
2nd Floor, Floor: Flush Beam (FB2b)
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
overall Length: 195'
18' 6' I,
f
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)
10169 @ 4"
20934 (5.50")
Passed (49%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
8652 @ 1' 5 3/8"
11845
Passed (73%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
46030 @ 9' 8 1/2"
26772
Failed (172%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
1.415 @ 9' 8 1/2"
0.469
Failed (L/159)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
2.073 @ 9' 8 1/2"
0.938
Failed (L/109)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - SPF
5.50"
5.50"
2.67"
3230
6939
7
10176
Blocking
2 - Column - SPF
5.50"
5.50"
2.67"
3230
6939
7
10176
Blocking
• rsiocKing raneis are assumes to carry no ioaas appnea airecay aoove mem ano the ruu ioaa is appneu to me memoer oeing oesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 19' 5"
N/A
18.2
1 - Uniform (PSF)
0 to 19' 5" (Top)
1'
100.0
-
-
Wall Load
2 - Uniform (PSF)
0 (Front)
1'
-
-
-
Linked from: Floor:
3 - Uniform (PLF)
0 to 19' 5" (Back)
N/A
126.0
360.8
6.8
Joist (1`32b),
Support 1
Linked from: Floor:
4 - Uniform (PLF)
0 to 19' 5" (Front)
N/A
88.5
354.0
-6.0
Joist (F32a),
Support 2
Foor
mber Notes
Beam (FB2b)
FAILED
0
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 1
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 21 / 40
Project
r7 NFFRS I_ocati�,:
G52 EN
Civil a Structural Challenge a Success I Client:
Green Deslgn For Our Environment
Subject:
By: Pogo:
Date:
Check: Job No:
Date:
F -1yf' Gi B��T f�E.S ICI
..............
.......:............ .� I :........................................... ... ... ... ... ....:..... -.................. :.....
�1 LOAO 364,E + �114.� - 'tq..�3....�..........................:.......:.......:..............:.......
...............................
.. ... ....-. 1 ... .....:................... , .l2>
........................................................... ... ... ... ... ... ...
w6.....'AN ...........................................................
: ..:.......
.......:....... :....... ..................... .�ri..=....•! •..
.......................... ... ...
... ... ... ... ... ... ... ... ... ... ... ... ...
�,. �..e�
: ...
lk
............. ...... ... ... ... ... ... ... ... ... ... ... ... ... ... ....... ... .. ... ... ... ... ... ... ... ... ... ... ..
. . . ....... ....... ....... ....... ...... ....... ...... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ...... ....... ....... ....... .......
...... . ....... ....... . ..... ....... ....... ....... .......
.. ..................... ...............
CA iA
....................... ....... ...... ....... ....... .......... ....... ....... ....... ....... ....... ....... ....... ..................
�T �: - Y�-
..............�� � :...- -•boy.. .�-...................... ........................
:.......:....................:............... 6?.. .........
...............
�C>*.-f4
.......................... ... ... ........... ........ ...... .. .
. . . . . . . . . .
s�
. . . . . . . . . . .
.................................. ... ... ... ... ... ... ........................ ... ... ... .. ... ......
... P....-.......:.........,.......... :.......
.......`...�..'............ ..........
................................:..
. . . . . . . . . . .
..........rt....�a�......'P.. ..:...�i
:........y......... .......................... ...... q...... `•........ ....... ....... ....... o... .... ...
bus g�
...........q...... :...... p...... ....... ........ ........ ...... q ...................10
.....
. 6..... .:........
....:..... :..:......
..........
..�.. :A... .......:
':.......'rs. AL�. f ... ... ...¢ ..... ..:.: y..ri..
aFORTE'CM
2nd Floor, Floor: Drop Beam (FB2c)
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam@ PSL
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)
6693 @ 2"
7809 (3.50")
Passed (86%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
5592 @ 1' 3 3/8"
12053
Passed (46%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
24971 @ T 9 1/2"
29854
Passed (84%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.348 @ 7' 9 1/2"
0.508
Passed (L/525)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.690 @ 79 1/2"
0.762
Passed (L/265)
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall- SPF
3.50"
3.50"
3.00"
3315
3378
828
7521
Blocking
2 - Stud wall- SPF
3.50"
3.50"
3.00"
3315
3378
828
7521
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the Tull load Is applied to the member Dung designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
15' 7" o/c
Bottom Edge (Lu)
15' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 15' 7"
N/A
19.5
1 - Uniform (PSF)
0 to 15' 7" (Front)
1'
100.0
-
Wall
2 - Uniform (PLF)
0 to 15' 7" (Top)
N/A
30.0
-
50.0
Roof
3 - Uniform (PLF)
0 to 15' 7" (Top)
N/A
276.0
433.5
56.3
Linked from: Floor:
Joist (FJ2b),
Support 1
Member Notes
Floor Beam (FB2c)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 21
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 22 / 40
aFORTE'CM
2nd Floor, Floor: Flush Beam (FB2d)
1 piece(s) 6 x 12 Douglas Fir -Larch No. 1
PASSED
f
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) [Group]
Member Reaction (Ibs)
2252 @ 5 1/2"
5156 (1.50")
Passed (44%)
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Shear (Ibs)
1651 @ 1' 5"
7168
Passed (23%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Moment (Ft-Ibs)
5432 @ 5' 10 1/2"
13638
Passed (40%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Live Load Defl. (in)
-0.058 @ 5' 10 1/2"
0.271
Passed (L/999+)
1.0 D + 1.0 L (All Spans) [8]
Total Load Defl. (in)
0.128 @ 5' 10 1/2"
0.542
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
• Deflection criteria: LL (L/480) and TL (L/240).
• Applicable calculations are based on Nos.
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Total
Supports
Accessories
1 - Hanger on 11 1/2" LVL beam
5.50"
Hangers
1.50"
1472
696/-1110
589
2757/
See note s
1110
2 - Hanger on 11 1/2" LVL beam
5.50"
Hanger'
1.50"
1472
696/-1110
589
2757/
See note 1
1110
• At hanger supports, the Total Bearing dlmenson 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)
Continuous
Bottom Edge (Lu)
Continuous
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
1 - Face Mount Hanger
U610
2.00"
N/A
14-16d
6-10d
2 - Face Mount Hanger
U610
2.00"
N/A
14-16d
6-10d
• Keter to manutacturer notes and Instructions nor proper Installation and use of all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
5 1/2" to 11' 3 1/2"
N/A
16.0
--
--
1 - Uniform (PSF)
0 to 11' 9" (Top)
1'
100.0
-
Wall Load
2 - Uniform (PLF)
0 to 1V 9" (Back)
N/A
105.8
118.5/-189.0
50.3
Linked from: Floor:
Joist (F32d),
Support 1
3 - Uniform (PSF)
0 to 11' 9" (Top)
2'
15.0
25.0
Roof
Member Notes
:lour Beam (FB2d)
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 2
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 23 / 40
aFORTE'CM
2nd Floor, Floor: Flush Beam (FB2e)
1 piece(s) 6 x 12 Douglas Fir -Larch No. 1
PASSED
9' 6 1/2"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) [Group]
Member Reaction (Ibs)
3293 @ 5 1/2"
5156 (1.50")
Passed (64%)
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Shear (Ibs)
2939 @ 1' 5"
8244
Passed (36%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Moment (Ft-Ibs)
9347 @ 4'
15684
Passed (60%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Live Load Defl. (in)
0.054 @ 5' 13/16"
0.239
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Total Load Defl. (in)
0.138 @ 5' 7/8"
0.477
Passed (L/831)
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
• Deflection criteria: LL (L/480) and TL (L/240).
• Applicable calculations are based on NDS.
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Total
Supports
Accessories
1 -Hanger on 11 1/2" LVL beam
5.50"
Hanger'
1.50"
2113
438/-698
1351
3698/
See note'
2 - Hanger on 11 1/2" LVL beam
5.50"
Hanger'
1.50"
1734
258/-412
1199
3191
See note 1
• At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
0
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
1 - Face Mount Hanger
HU612
2.50"
N/A
22-16d
8-16d
2 - Face Mount Hanger
HU610
2.50"
N/A
18-16d
8-16d
• Keter to manutacturer notes and Instructions nor proper Installation and use of all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
5 1/2" to 10'
N/A
16.0
--
--
1 - Uniform (PSF)
0 to 10' 5 1/2" (Top)
1'
100.0
-
Wall Load
2 - Uniform (PSF)
0 to 10' 5 1/2" (Front)
7' 6"
15.0
-
25.0
Roof
3 - Point (lb)
4' (Front)
N/A
1472
696/-1110
589
Linked from: Floor:
Flush Beam (FB2d),
Support 2
Member Notes
Floor Beam (FB2e)
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 2
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 25 / 40
aFORTE'CM
2nd Floor, Floor: Flush Beam (FB2f)
1 piece(s) 6 x 12 Douglas Fir -Larch No. 2
PASSED
T
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)
2461 @ 4"
18906 (5.50")
Passed (13%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
980 @ 1' S"
7168
Passed (14%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2134 @ 2' 4 1/4"
8840
Passed (24%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.005 @ 2' 4 1/4"
0.101
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.007 @ 2' 4 1/4"
0.202
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - SPF
5.50"
5.50"
1.50"
778
1683
2
2463
Blocking
2 - Column - SPF
5.50"
5.50"
1.50"
778
1683
2
2463
Blocking
• blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the member Dung designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 8 1/2"
N/A
16.0
--
--
1 - Uniform (PSF)
0 to 4' 8 1/2" (Top)
1'
100.0
Wall Load
2 - Uniform (PSF)
0 (Front)
1'
-
Linked from: Floor:
3 - Uniform (PLF)
0 to 4' 8 1/2" (Back)
N/A
126.0
360.8
6.8
Joist (FJ2b),
Support 1
Linked from: Floor:
4 - Uniform (PLF)
0 to 4' 8 1/2" (Front)
N/A
88.5
354.0
-6.0
Joist (F32a),
Support 2
Member Notes
Floor Beam (FB2b)
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 2
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 27 / 40
aFORTE'CM
2nd Floor, Floor: Drop Beam (FB2g)
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
PASSED
i
45
O1 ❑Z
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 @ 2"
8181 (3.50")
Passed (19%)
1.0 D + 1.0 S (Alt Spans)
Shear (Ibs)
2226 @ 6' 9"
6810
Passed (33%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-6665 @ 8' 1 1/2"
10703
Passed (62%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.153 @ 13' 1 1/2"
0.333
Passed (2L/782)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.268 @ 13' 1 1/2"
0.500
Passed (2L/448)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Right cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.50"
697
882
1579
Blocking
2 - Stud wall- SPF
14.00"
14.00"
1 2.41"
2856
2769
5625
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
13' 2" o/c
Bottom Edge (Lu)
13' 2" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 13' 1 1/2"
N/A
13.2
1 - Uniform (PSF)
0 to 13' 1 1/2" (Top)
10' 6"
15.0
25.0
Default Load
2 - Uniform (PSF)
0 to 13' 1 1/2" (Front)
1'
100.0
-
Member Notes
Floor Beam (FB2g)
0
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
'elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
,esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
Nww.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 2
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 28 / 40
aFORTE'CM
2nd Floor, Floor: Flush Beam (FB2h)
1 piece(s) 5 1/4" x 16" 2.2E Parallam@ PSL
PASSED
f
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)
9702 @ 20' 2"
11484 (3.50")
Passed (84%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
8308 @ 18' 8 1/2"
18676
Passed (44%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
47628 @ 10' 10 7/16"
60297
Passed (79%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.483 @ 10' 4 1/4"
0.661
Passed (L/493)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.914 @ 10' 4 3/16"
0.992
Passed (L/261)
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - HF
5.50"
5.50"
2.84"
4419
410
4909
9738
None
2 - Column - HF
3.50"
3.50"
2.96"
4579
403
5123
10105
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
20' 4" o/c
Bottom Edge (Lu)
20' 4" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 20' 4"
N/A
26.3
--
--
1 - Uniform (PSF)
0 to 20' 4" (Top)
1'
100.0
-
Default Load
2 - Uniform (PSF)
0 to 20' 4" (Top)
17'
15.0
-
25.0
Upper Roof
3 - Uniform (PSF)
0 to 20' 4" (Top)
1'
12.0
40.0
-
Floor
4 - Uniform (PSF)
0 to 20' 4" (Top)
1'
15.0
-
25.0
Lower Roof
5 - Point (lb)
13' 6" (Top)
N/A
697
882
Linked from: Floor:
Drop Beam (FB2g),
Support 1
Member Notes J16
Floor Beam (FB2h)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes 0
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 2
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 29 / 40
aFORTE'CM
2nd Floor, Floor: Flush Beam (FB2i)
1 piece(s) 7" x 14" 2.2E Parallam@ PSL
PASSED
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)
9291 @ 10' 7 1/2"
15313 (3.50")
Passed (61%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4232 @ 9' 3 3/4"
21789
Passed (19%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-8924 @ 10' 7 1/2"
62472
Passed (14%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.026 @ 4' 10 15/16"
0.349
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.049 @ 4' 10 13/16"
0.523
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -396 Ibs uplift at support located at 15'. Strapping or other restraint may be required.
• Member should be side -loaded from both sides of the member or braced to prevent rotation.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
EdWL
Available
Required
Dead
Floor Live
Snow
Total
1 - Column - HF
3.50"
3.50"
1.50"
1818
179/-3
1998
3995/-3
None
2 - Column - SPF
3.50"
3.50"
2.12"
4444
431
4847
9722
None
3 - Column - HF
5.50"
5.50"
1.50"
64
94/-88
566/-461
7549
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
15' 4" o/c
Bottom Edge (Lu)
15' 4" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 15' 4"
N/A
30.6
--
--
1 - Uniform (PSF)
0 to 15' 4" (Top)
1'
100.0
-
Default Load
2 - Uniform (PSF)
0 to 15' 4" (Top)
17'
15.0
-
25.0
Upper Roof
3 - Uniform (PSF)
0 to 15' 4" (Top)
1'
12.0
40.0
-
Floor
4 - Uniform (PSF)
0 to 15' 4" (Top)
1'
15.0
-
25.0
Lower Roof
Member Notes
:loor Beam (FB2i)
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 2
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 30 / 40
aFORTE'CM
2nd Floor, Floor: Flush Beam (FB2j)
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL
PASSED
0
1. 13' 10"
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)
2944 @ 2"
3347 (2.25")
Passed (88%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2914 @ 1' 3 3/8"
9241
Passed (32%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
19058 @ 6' 10"
22888
Passed (83%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.322 @ 6' 10"
0.349
Passed (L/520)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.549 @ 6' 10"
0.698
Passed (L/305)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall - SPF
3.50"
2.25"
1.98"
1253
286
1691
3230
1 1/4" Rim Board
2 - Hanger on 11 7/8" SPF beam
3.50"
Hanger'
1.50"
1162
291
1547
3000
See note 1
• Kim rsoaro is assumes to carry an ioaos appneu aveary aoove it, Dypassing me memoer Deing oesignea.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
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
HHUS48
3.00"
N/A
22-10d
8-10d
• Reter 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)
1 1/4" to 14' 1 1/2"
N/A
13.0
1 - Uniform (PSF)
0 to 14' 5" (Front)
1'
12.0
40.0
-
Default Load
Linked from: Copy
2 - Point (lb)
6' 10" (Top)
N/A
2060
3238
of Roof: Ridge
Beam, Support 2
Member Notes
IOU -
Floor beam under master bedroom fireplace
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 2
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 31 / 40
aFORTE'CM
1st Floor, Floor: Joist
1 piece(s) 1 3/4" x 9 1/2" 1.55E TimberStrand@ LSL @ 16" OC
PASSED
I
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)
614 @ 17' 8 1/2"
2461 (2.25")
Passed (25%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
546 @ 1' 1"
3436
Passed (16%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2654 @ 8' 11 1/2"
5419
Passed (49%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.467 @ 8' 11 1/2"
0.583
Passed (L/450)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.607 @ 8' 11 1/2"
0.875
Passed (L/346)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
39
35
Passed
• Deflection criteria: LL (L/360) and TL (L/240).
• A 4% increase in the moment capacity has been added to account for repetitive member usage.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c..
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - DF
3.50"
3.50"
1.50"
143
478
621
Blocking
2 - Stud wall - DF
3.50"
2.25"
1.50"
143
478
621
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 17' 11"
16"
12.0
40.0
Default Load
Member Notes
Existing floor joist
System : Floor
Member Type : Joist
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 2
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 32 / 40
aFORTE'CM
1st Floor, Floor: Joist (FJ1a)
1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC
PASSED
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)
504 @ 4 1/2"
2582 (4.25")
Passed (20%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
426 @ 1' 2 3/4"
1388
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1699 @ T 4 1/2"
1917
Passed (89%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.358 @ 7' 4 1/2"
0.350
Passed (L/469)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.466 @ 7' 4 1/2"
0.700
Passed (L/361)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on Nos.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - SPF
5.50"
4.25"
1.50"
118
393
511
1 1/4" Rim Board
2 - Stud wall - SPF
5.50"
4.25"
1.50"
118
393
511
1 1/4" Rim Board
• Kim tsoara is assumea to carry an ioaas appnea erectly aoove it, Dypassing the memoer Deing aesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Vertical Load
;L.c,.t0.o;n(7Sid.)Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
16"
12.0
40.0
Default Load
F
ember Notes
oor joist over garage
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 3
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 33 / 40
aFORTE'CM
1st Floor, Floor: Joist (FJ1b)
1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC
PASSED
0
a a
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
216 @ 5 1/2"
911 (1.50")
Passed (24%)
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
273 @ T 3 1/4"
1388
Passed (20%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-559 @ 8' 3 1/4"
1917
Passed (29%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.035 @ 4' 4 3/8"
0.195
Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.054 @ 10' 6"
0.223
Passed (2L/998)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on Nos.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Hanger on 9 1/4" LVL beam
5.50"
Hanger'
1.50"
15
233
-19
248/-19
See note'
2 - Beam - GLB
5.50"
5.50"
1.50"
326
344
86
756
Blocking
• 131OcKmg vaneis are assumes io carry no ioaas appuea oirecoy aoove mem ano me nlu ioaa is appuea co me memoer Demg oesigneo.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
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
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.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 10' 6"
16"
12.0
40.0
Default Load
2 - Point (PLF)
10' 6"
16"
100.0
-
Wall
3 - Point (PLF)
10' 6"
16"
30.0
50.0
Roof
Member Notes
Floor joist over garage with cantilever
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 31
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 34 / 40
aFORTE'CM
1st Floor, Floor: Flush Beam (FBla)
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
PASSED
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)
2176 @ 4"
9934 (4.25")
Passed (22%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1833 @ 1' 3"
5922
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
7419 @ T 4 1/2"
9307
Passed (80%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.273 @ 7' 4 1/2"
0.352
Passed (L/618)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.468 @ 74 1/2"
0.704
Passed (L/361)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Applicable calculations are based on Nos.
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Total
Supports
Accessories
1 - Stud wall - SPF
5.50"
4.25"
1.50"
917
1289
-105
2105/
1 1/4" Rim Board
2 - Stud wall - SPF
5.50"
4.25"
1.50"
917
1289
-105
2105/
1 1/4" Rim Board
• Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
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 14' 7 3/4"
N/A
13.2
1 - Uniform (PSF)
0 to 14' 9" (Front)
1'
100.0
-
-
Wall Load
Linked from: Floor:
2 - Uniform (PLF)
0 to 14' 9" (Front)
N/A
11.3
174.8
-14.3
Joist (FJlb),
Support 1
Member Notes
Floor Beam (FB1a)
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 3
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 36 / 40
aFORTE'CM
1st Floor, Floor: Drop Beam (FB1b)
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
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)
2791 @ 2"
8181 (3.50")
Passed (34%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
2176 @ 1' 1"
5922
Passed (37%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
6405 @ 4' 11"
9307
Passed (69%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.097 @ 4' 11"
0.317
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.184 @ 4' 11"
0.475
Passed (L/620)
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.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Snow
Total
1 - Stud wall- SPF 3.50"
3.50"
1.50"
1326
1465
317
3108
Blocking
2 - Stud wall- SPF 3.50"
3.50"
1.50"
1326
1465
317
3108
Blocking
• 151ocKing Panels are assumea to carry no ioaas appuea airecay aoove mem ana me tuu ioaa is appuea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
9' 10" o/c
Bottom Edge (Lu)
9' 10" 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 9' 10"
N/A
13.2
1 - Uniform (PSF)
0 to 9' 10" (Front)
1'
12.0
40.0
-
Default Load
Linked from: Floor:
2 - Uniform (PLF)
0 to 9' 10" (Top)
N/A
244.5
258.0
64.5
Joist (FJlb),
Support 2
Member Notes
Floor beam (FB1b)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 3
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 37 / 40
aFORTE'CM
1st Floor, Floor: Flush Beam (FBlc)
1 piece(s) 6 x 10 Douglas Fir -Larch No. 1
PASSED
p
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)
3731 @ 2"
12031 (3.50")
Passed (31%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
2731 @ 1' 1"
5922
Passed (46%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
6931 @ 4' 1/2"
9307
Passed (74%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.100 @ 4' 1/2"
0.194
Passed (L/926)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.132 @ 4' 1/2"
0.387
Passed (L/702)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Column - SPF
3.50"
3.50"
1.50"
902
2829
3731
Blocking
2 - Column - SPF
3.50"
3.50"
1.50"
902
2829
3731
Blocking
• blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the member Dung designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 8' 1"
N/A
13.2
--
1 - Uniform (PSF)
0 to 8' 1" (Front)
819..
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 8' 1" (Back)
8191.
12.0
40.0
Default Load
Member Notes
Floor beam (FBIc)
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 3
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 38 / 40
aFORTE'CM
1st Floor, Floor: Drop Beam (FB1d)
2 piece(s) 2 x 8 Hem -Fir No. 2
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)
271 @ 2"
4253 (3.50")
Passed (6%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
161 @ 10 3/4"
2175
Passed (7%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
255 @ 2' 2 1/2"
2234
Passed (11%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.005 @ 2' 2 1/2"
0.136
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.006 @ 2' 2 1/2"
0.204
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Total
1 - Stud wall - SPF 3.50"
3.50"
1.50"
72
199
271
Blocking
2 - Stud wall - SPF 3.50"
3.50"
1.50"
72
199
271
Blocking
• 151ocKing Panels are assumea to carry no ioaas appuea airectiy aoove mem ana me tuu ioaa is appuea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 5" o/c
Bottom Edge (Lu)
4' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads '
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 4' 5"
N/A
5.5
1 - Uniform (PSF)
0 to 4' 5" (Top)
2' 3"
12.0
40.0
Default Load
Member Notes
Floor Beam (FBld)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 3
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 39 / 40
aFORTE'CM
1st Floor, Floor: Flush Beam (FBle)
2 piece(s) 2 x 10 Hem -Fir No. 2
PASSED
p
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)
1414 @ 2"
4253 (3.50")
Passed (33%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
439 @ 1' 3/4"
2775
Passed (16%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
867 @ 1' 6 1/2"
3333
Passed (26%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.004 @ 1' 6 1/2"
0.069
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.005 @ 1' 6 1/2"
0.138
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Column - SPF
3.50"
3.50"
1.50"
335
1079
1414
Blocking
2 - Column - SPF
3.50"
3.50"
1.50"
335
1079
1414
Blocking
• blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the member Dung designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
Continuous
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 3' 1"
N/A
7.0
--
1 - Uniform (PSF)
0 to 3' 1" (Front)
819..
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 3' 1" (Back)
8191.
12.0
40.0
Default Load
Member Notes
Floor beam (FBle)
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 S. Cho
ForteWEB Software Operator
Job Notes
Sung Cho
CS2 Engineers.com
(425) 408-2748
Page 3
sung.cho@cs2engineers.com
3/10/2021 1:34:59 AM UTC
0A ForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: 2021 Edmond -Seth Residence
Page 40 / 40
Project: By! pcwe
G52 FNG/NEE 5 L-ocation: pate°
Civil C Structural challenge t Success Client. Check: Job No:
Green Design For Our Environment
Subject: pole:
V-07`:.......C)..��....................................fPtCRGA ...
J
............... ... ... ... .................. �....... ...
...............................:...:.... :...... :.......:..... ... ... ... ... A..
:.......:.......:.......:.......:..... :..... :.....:. ... ... ... ... ... ... ... ... ... ... ...
rLboK
......:............................ :... :.... :.. ... ...........................
tqi
o.
FL°...........pF�C.B..�...-.....3z......:.............................................
......... ...... .. ... ... ... ... ... ... ... ... ... ... ... ...
Wake. ,.`D.........5 . f..,..
::.......:........�....:...............:..... ..:..�..... :.....:......:..... ..-. : ...... .:.. .:.......:.....................................:.......:......:................................................�-tA d).+bs
................ :...... :.... tn.. ` .... .......... r
:.......:......:..............:...................................................................... ....... :....... :....... :....... :..... ... ... ... ... ... ...
:.......:..........................
........ :........ ... ............ ... ... ... ... .....:... ... .......:... ... .......:....:.......:....
5 .. � .. NT'�1C ...64 c.)..
..............:........................ �`'1 ... ...
v M
:.......:.......:..............'....:.......... ' ..... :... :.......:... : ... ... :..
_
... ..; .........
o:..............r.........:.......:....3�.3 : f 3......................
:.......:.......:.......:......:..... ................ ....... ... ... ... ... ... ............... ... ... ... ... ...
LA ; ... .
3 x 3 X (O` �� �cDo�T
:.....FROM......:....:.ZE............
....'w...?'...P��... Ps�.....:....'�......t 33`i8 t3.?�8........
.......?.......:............................!.. ....................... j-----............................................:.....:.... ... ... ... ... ...
:.
PROP _..:. :....:....:.....
:..... F Z. Q,............ v�... t... P . '...... s c....'... 13............ '3 8 .... 1". I.3 ..............................
:......:.....:......:. P..
:.......:....... sE..................,.................................�, ...... .......:.....:.......... ... ... ... ...
io x a..-$..........FTr.�r................................................ u .............................:. ... ... ...
.f...r818) t C 3 + t7q f �4�)Ol•f- / g�.....:....:....
LA
SE 3. S' 09 of'o
71'
X 3 .
P.O. Box 13423
G52 FNG/NPFR5 Mill Creek, WA 98082
T. 425-408-2748
challenge s %C.CeSe — civil a Otructural F. 425-954-7539
info@cs2engineers.com
General Footing
g
Project Title: Gary Residence Remodel
Engineer: S. Cho
Project ID: 2102
Project Descr: Gary Residence Remodel
Printed: 10 MAR 2021, 12:32AM
File: 2101 Edmond Seth Residence EnerCalc.ec6 '
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Footing (F2.0)
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength
= 3.0 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield
= 60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus
= 3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density
= 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure
= 0.90
Shear
= 0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.50 : 1
Min. Sliding Safety Factor
= 1.50 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
: No
when max. length or width is greater than -
-
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
Length parallel to Z-Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =
Height -
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforci
Bars parallel to X-X Axis
Number of Bars =
Reinforcing Bar Size =
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size =
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
2.0 ft
2.0 ft
8.0 in
3.0 in
Z
4.0
# 4
4.0
m
# 4
n/a X-X Section Looking to +Z
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D Lr L S
P : Column Load = 2.113 0.4380 1.351
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Page 38 of 71
P.O. Box 13423
I� CO2 PNG/NEPRS Mill Creek, WA 98082
T. 425-408-2748
challenge s %C.Ceee - civil $ structural F. 425-954-7539
info@cs2engineers.com
General Footing
DESCRIPTION: Footing (F2.0)
Project Title: Gary Residence Remodel
Engineer: S. Cho
Project ID: 2102
Project Descr: Gary Residence Remodel
Printed: 10 MAR 2021, 12:32AM
File: 2101 Edmond Seth Residence EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESIGN SUMMARYMEMMENEff-
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.6418
Soil Bearing
0.9627 ksf
1.50 ksf
+D+S about Z-Z axis
PASS
n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.07409
Z Flexure (+X)
0.6145 k-ft/ft
8.294 k-ft/ft
+1.20D+0.50L+1.60S
PASS
0.07409
Z Flexure (-X)
0.6145 k-ft/ft
8.294 k-ft/ft
+1.20D+0.50L+1.60S
PASS
0.07409
X Flexure (+Z)
0.6145 k-ft/ft
8.294 k-ft/ft
+1.20D+0.50L+1.60S
PASS
0.07409
X Flexure (-Z)
0.6145 k-ft/ft
8.294 k-ft/ft
+1.20D+0.50L+1.60S
PASS
0.1446
1-way Shear (+X)
11.881 psi
82.158 psi
+1.20D+0.50L+1.60S
PASS
0.1446
1-way Shear (-X)
11.881 psi
82.158 psi
+1.20D+0.50L+1.60S
PASS
0.1446
1-way Shear (+Z)
11.881 psi
82.158 psi
+1.20D+0.50L+1.60S
PASS
0.1446
1-way Shear (-Z)
11.881 psi
82.158 psi
+1.20D+0.50L+1.60S
PASS
0.2872
2-way Punching
47.196 psi
164.317 psi
+1.20D+0.50L+1.60S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual 1 Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z Top, +Z
Left, -X
Right, +X
Ratio
X-X. D Only
1.50
n/a
0.0
0.6249 0.6249
n/a
n/a
0.417
X-X. +D+L
1.50
n/a
0.0
0.7344 0.7344
n/a
n/a
0.490
X-X. +D+S
1.50
n/a
0.0
0.9627 0.9627
n/a
n/a
0.642
X-X. +D+0.750L
1.50
n/a
0.0
0.7070 0.7070
n/a
n/a
0.471
X-X. +D+0.750L+0.750S
1.50
n/a
0.0
0.9604 0.9604
n/a
n/a
0.640
X-X. +0.60D
1.50
n/a
0.0
0.3750 0.3750
n/a
n/a
0.250
Z-Z, D Only
1.50
0.0
n/a
n/a n/a
0.6249
0.6249
0.417
Z-Z, +D+L
1.50
0.0
n/a
n/a n/a
0.7344
0.7344
0.490
Z-Z, +D+S
1.50
0.0
n/a
n/a n/a
0.9627
0.9627
0.642
Z-Z, +D+0.750L
1.50
0.0
n/a
n/a n/a
0.7070
0.7070
0.471
Z-Z, +D+0.750L+0.750S
1.50
0.0
n/a
n/a n/a
0.9604
0.9604
0.640
Z-Z, +0.60D
1.50
0.0
n/a
n/a n/a
0.3750
0.3750
0.250
Overturning Stability
Rotation Axis &
Load Combination...
Overturning
Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis &Load Combination
Mu Side
Tension
As Req'd Gvrn. As Actual As
Phi*Mn
Status
k-ft
Surface
in^2 in^2
in^2
k-ft
X-X. +1.40D
0.3698
+Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.40D
0.3698
-Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.20D+1.60L
0.4046
+Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.20D+1.60L
0.4046
-Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.20D+1.60L+0.50S
0.4890
+Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.20D+1.60L+0.50S
0.4890
-Z
Bottom
0.1728 Min TemD %
0.40
8.294
OK
X-X. +1.20D+0.50L
0.3443
+Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.20D+0.50L
0.3443
-Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.20D
0.3170
+Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.20D
0.3170
-Z
Bottom
0.1728 Min TemD %
0.40
8.294
OK
X-X. +1.20D+0.50L+1.60S
0.6145
+Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
X-X. +1.20D+0.50L+1.60S
0.6145
-Z
Bottom
0.1728 Min Temp %
0.40
8.294
OK
Page 39 of 71
P.O. Box 13423
Project Title: Gary Residence Remodel
I� CO2 PNG/NEPRS Mill
Creek, WA 98082
Engineer:
S. Cho
T.425-408-2748
Project
ID: 2102
challenge 4%C.Cese-civil
aetructural F.425-954-7539
Project
Descr: Gary Residence Remodel
info@cs2engineers.com
Printed: 10 MAR 2021,
12:32AM
General Footing
g
File: 2101 Edmond Seth Residence EnerCalc.ec6
Software
copyright ENERCALC, INC.
1983-2020, Build:12.20.8.17
KW-06008270
CS2 ENGINEERS
DESCRIPTION: Footing (F2.0)
Footing Flexure
Flexure Axis &Load Combination
Mu
Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in2
in2
in2
k-ft
X-X. +1.20D+1.60S
0.5872
+Z
Bottom
0.1728
Min TemD %
0.40
8.294
OK
X-X. +1.20D+1.60S
0.5872
-Z
Bottom
0.1728
Min Temp %
0.40
8.294
OK
X-X. +1.20D+0.50L+0.50S
0.4288
+Z
Bottom
0.1728
Min TemD %
0.40
8.294
OK
X-X. +1.20D+0.50L+0.50S
0.4288
-Z
Bottom
0.1728
Min Temp %
0.40
8.294
OK
X-X. +1.20D+0.50L+0.70S
0.4625
+Z
Bottom
0.1728
Min TemD %
0.40
8.294
OK
X-X. +1.20D+0.50L+0.70S
0.4625
-Z
Bottom
0.1728
Min Temp %
0.40
8.294
OK
X-X. +0.90D
0.2377
+Z
Bottom
0.1728
Min Temp %
0.40
8.294
OK
X-X. +0.90D
0.2377
-Z
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.40D
0.3698
-X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.40D
0.3698
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.20D+1.60L
0.4046
-X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.20D+1.60L
0.4046
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z. +1.20D+1.60L+0.50S
0.4890
-X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.20D+1.60L+0.50S
0.4890
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z. +1.20D+0.50L
0.3443
-X
Bottom
0.1728
Min TemD %
0.40
8.294
OK
Z-Z, +1.20D+0.50L
0.3443
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z. +1.20D
0.3170
-X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.20D
0.3170
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.20D+0.50L+1.60S
0.6145
-X
Bottom
0.1728
Min TemD %
0.40
8.294
OK
Z-Z, +1.20D+0.50L+1.60S
0.6145
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.20D+1.60S
0.5872
-X
Bottom
0.1728
Min TemD %
0.40
8.294
OK
Z-Z, +1.20D+1.60S
0.5872
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z, +1.20D+0.50L+0.50S
0.4288
-X
Bottom
0.1728
Min TemD %
0.40
8.294
OK
Z-Z, +1.20D+0.50L+0.50S
0.4288
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z. +1.20D+0.50L+0.70S
0.4625
-X
Bottom
0.1728
Min TemD %
0.40
8.294
OK
Z-Z, +1.20D+0.50L+0.70S
0.4625
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
Z-Z. +0.90D
0.2377
-X
Bottom
0.1728
Min TemD %
0.40
8.294
OK
Z-Z, +0.90D
0.2377
+X
Bottom
0.1728
Min Temp %
0.40
8.294
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X
Vu @ -Z
Vu
@ +Z Vu:Max
Phi Vn
Vu 1 Phi*Vn
Status
+1.40D
7.15 Dsi
7.15 psi
7.15 psi
7.15 psi
7.15 psi
82.16 psi
0.09
OK
+1.20D+1.60L
7.82 Dsi
7.82 Dsi
7.82 Dsi
7.82 Dsi
7.82 Dsi
82.16 Dsi
0.10
OK
+1.20D+1.60L+0.50S
9.45 Dsi
9.45 psi
9.45 psi
9.45 psi
9.45 psi
82.16 psi
0.12
OK
+1.20D+0.50L
6.66 Dsi
6.66 Dsi
6.66 Dsi
6.66 Dsi
6.66 Dsi
82.16 Dsi
0.08
OK
+1.201)
6.13 Dsi
6.13 psi
6.13 psi
6.13 psi
6.13 psi
82.16 psi
0.07
OK
+1.20D+0.50L+1.60S
11.88 Dsi
11.88 Dsi
11.88 Dsi
11.88 Dsi
11.88 Dsi
82.16 Dsi
0.14
OK
+1.20D+1.60S
11.35 Dsi
11.35 psi
11.35 psi
11.35 psi
11.35 psi
82.16 psi
0.14
OK
+1.20D+0.50L+0.50S
8.29 Dsi
8.29 Dsi
8.29 Dsi
8.29 Dsi
8.29 Dsi
82.16 psi
0.10
OK
+1.20D+0.50L+0.70S
8.94 Dsi
8.94 psi
8.94 psi
8.94 psi
8.94 psi
82.16 psi
0.11
OK
+0.90D
4.60 Dsi
4.60 Dsi
4.60 Dsi
4.60 Dsi
4.60 Dsi
82.16 Dsi
0.06
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D
28.40 Dsi
164.32Dsi
0.1728
OK
+1.20D+1.60L
31.07 psi
164.32Dsi
0.1891
OK
+1.20D+1.60L+0.50S
37.55 Dsi
164.32Dsi
0.2285
OK
+1.20D+0.50L
26.44 psi
164.32Dsi
0.1609
OK
+1.201)
24.34 Dsi
164.32Dsi
0.1481
OK
+1.20D+0.50L+1.60S
47.20 psi
164.32Dsi
0.2872
OK
+1.20D+1.60S
45.09 Dsi
164.32Dsi
0.2744
OK
+1.20D+0.50L+0.50S
32.93 Dsi
164.32Dsi
0.2004
OK
+1.20D+0.50L+0.70S
35.52 Dsi
164.32Dsi
0.2162
OK
+0.90D
18.26 psi
164.32Dsi
0.1111
OK
Page 40 of 71
P.O. Box 13423
G52 FNG/NPFR5 Mill Creek, WA 98082
T. 425-408-2748
challenge s %C.Ceee - civil a Otructural F. 425-954-7539
info@cs2engineers.com
General Footing
g
Project Title: Gary Residence Remodel
Engineer: S. Cho
Project ID: 2102
Project Descr: Gary Residence Remodel
Printed: 10 MAR 2021, 12:32AM
File: 2101 Edmond Seth Residence EnerCalc.ec6 '
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Footing (F2.5)
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength
= 3.0 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield
= 60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus
= 3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density
= 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure
= 0.90
Shear
= 0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.50 : 1
Min. Sliding Safety Factor
= 1.50 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
: No
when max. length or width is greater than -
-
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 2.50 ft
Length parallel to Z-Z Axis = 2.50 ft
Footing Thickness = 8.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis = in
Height - in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars - 4.0
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 4.0
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
X
X-X Section Looking to aZ
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D Lr L S
P : Column Load = 3.315 3.318 0.8280
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
Z
W E
H
k
ksf
k-ft
k-ft
k
k
Page 41 of 71
P.O. Box 13423
Project Title: Gary Residence Remodel
I� CO2 PNG/NEPRS Mill Creek,
WA 98082
Engineer: S. Cho
T.425-408-2748
Project ID: 2102
challenge 4%C.Cese-civil
aetructural F.425-954-7539
Project Descr: Gary Residence
Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:32AM
General FootingFile:
2101 Edmond Seth Residence EnerCalc.ec6
Software copyright
ENERCALC, INC. 1983-2020,
Build:12.20.8.17
DESCRIPTION: Footing (F2.5)
DESIGN SUMMARY
- •
•
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.7720
Soil Bearing
1.158 ksf
1.50 ksf
+D+L about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.1797
Z Flexure (+X)
1.213 k-ft/ft
6.748 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.1797
Z Flexure (-X)
1.213 k-ft/ft
6.748 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.1797
X Flexure (+Z)
1.213 k-ft/ft
6.748 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.1797
X Flexure (-Z)
1.213 k-ft/ft
6.748 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.2598
1-way Shear (+X)
21.342 psi
82.158 psi
+1.20D+1.60L+0.50S
PASS 0.2598
1-way Shear (-X)
21.342 psi
82.158 psi
+1.20D+1.60L+0.50S
PASS 0.2598
1-way Shear (+Z)
21.342 psi
82.158 psi
+1.20D+1.60L+0.50S
PASS 0.2598
1-way Shear (-Z)
21.342 psi
82.158 psi
+1.20D+1.60L+0.50S
PASS 0.5753
2-way Punching
94.525 psi
164.317 psi
+1.20D+1.60L+0.50S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual 1 Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z Top, +Z
Left, -X Right, +X
Ratio
X-X. D Only
1.50
n/a 0.0
0.6271 0.6271
n/a n/a
0.418
X-X. +D+L
1.50
n/a 0.0
1.158 1.158
n/a n/a
0.772
X-X. +D+S
1.50
n/a 0.0
0.7595 0.7595
n/a n/a
0.506
X-X. +D+0.750L
1.50
n/a 0.0
1.025 1.025
n/a n/a
0.683
X-X. +D+0.750L+0.750S
1.50
n/a 0.0
1.125 1.125
n/a n/a
0.750
X-X. +0.60D
1.50
n/a 0.0
0.3762 0.3762
n/a n/a
0.251
Z-Z, D Only
1.50
0.0 n/a
n/a n/a
0.6271 0.6271
0.418
Z-Z, +D+L
1.50
0.0 n/a
n/a n/a
1.158 1.158
0.772
Z-Z, +D+S
1.50
0.0 n/a
n/a n/a
0.7595 0.7595
0.506
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a n/a
1.025 1.025
0.683
Z-Z, +D+0.750L+0.750S
1.50
0.0 n/a
n/a n/a
1.125 1.125
0.750
Z-Z, +0.60D
1.50
0.0 n/a
n/a n/a
0.3762 0.3762
0.251
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis &Load Combination
Mu Side Tension
As Req'd Gvrn. As Actual As Phi*Mn
Status
k-ft
Surface
in^2 in^2
in^2 k-ft
X-X. +1.40D
0.5801
+Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.40D
0.5801
-Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.20D+1.60L
1.161
+Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.20D+1.60L
1.161
-Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.20D+1.60L+0.50S
1.213
+Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.20D+1.60L+0.50S
1.213
-Z Bottom
0.1728 Min TemD %
0.320 6.748
OK
X-X. +1.20D+0.50L
0.7046
+Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.20D+0.50L
0.7046
-Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.20D
0.4973
+Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.20D
0.4973
-Z Bottom
0.1728 Min TemD %
0.320 6.748
OK
X-X. +1.20D+0.50L+1.60S
0.8702
+Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
X-X. +1.20D+0.50L+1.60S
0.8702
-Z Bottom
0.1728 Min Temp %
0.320 6.748
OK
Page 42 of 71
P.O. Box 13423
I� CO2 ENG/NEERS Mill Creek, WA 98082
T. 425-408-2748
challenge a success - civil a structural F. 425-954-7539
info@cs2engineers.com
General FootingFile:
Project Title: Gary Residence Remodel
Engineer: S. Cho
Project ID: 2102
Project Descr: Gary Residence Remodel
Printed: 10 MAR 2021, 12:32AM
2101 Edmond Seth Residence EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
i.0i
DESCRIPTION: Footing (F2.5)
Footing Flexure
Flexure Axis &Load Combination
Mu
Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in^2
k-ft
X-X. +1.20D+1.60S
0.6629
+Z
Bottom
0.1728
Min Temp %
0.320
6.748
OK
X-X, +1.20D+1.60S
0.6629
-Z
Bottom
0.1728
Min Temp %
0.320
6.748
OK
X-X. +1.20D+0.50L+0.50S
0.7564
+Z
Bottom
0.1728
Min Temp %
0.320
6.748
OK
X-X, +1.20D+0.50L+0.50S
0.7564
-Z
Bottom
0.1728
Min Temp %
0.320
6.748
OK
X-X. +1.20D+0.50L+0.70S
0.7771
+Z
Bottom
0.1728
Min Temp %
0.320
6.748
OK
X-X, +1.20D+0.50L+0.70S
0.7771
-Z
Bottom
0.1728
Min Temp %
0.320
6.748
OK
X-X. +0.90D
0.3729
+Z
Bottom
0.1728
Min Temp %
0.320
6.748
OK
X-X, +0.90D
0.3729
-Z
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.40D
0.5801
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.40D
0.5801
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.20D+1.60L
1.161
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.20D+1.60L
1.161
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.20D+1.60L+0.50S
1.213
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.20D+1.60L+0.50S
1.213
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.20D+0.50L
0.7046
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.20D+0.50L
0.7046
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.20D
0.4973
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.20D
0.4973
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.20D+0.50L+1.60S
0.8702
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.20D+0.50L+1.60S
0.8702
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.20D+1.60S
0.6629
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.20D+1.60S
0.6629
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.20D+0.50L+0.50S
0.7564
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.20D+0.50L+0.50S
0.7564
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +1.20D+0.50L+0.70S
0.7771
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +1.20D+0.50L+0.70S
0.7771
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z. +0.90D
0.3729
-X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
Z-Z, +0.90D
0.3729
+X
Bottom
0.1728
Min Temp %
0.320
6.748
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X
Vu @ -Z
Vu @ +Z
Vu:Max
Phi Vn Vu 1 Phi*Vn
Status
+1.40D
10.21 psi
10.21 qsi
10.21 psi
10.21 psi
10.21 psi
82.16 psi
0.12
OK
+1.20D+1.60L
20.43 psi
20.43 psi
20.43 psi
20.43 psi
20.43 psi
82.16 psi
0.25
OK
+1.20D+1.60L+0.50S
21.34 qsi
21.34 qsi
21.34 qsi
21.34 qsi
21.34 qsi
82.16 qsi
0.26
OK
+1.20D+0.50L
12.40 psi
12.40 psi
12.40 psi
12.40 psi
12.40 psi
82.16 psi
0.15
OK
+1.20D
8.75 qsi
8.75 qsi
8.75 qsi
8.75 qsi
8.75 qsi
82.16 qsi
0.11
OK
+1.20D+0.50L+1.60S
15.32 psi
15.32 psi
15.32 psi
15.32 psi
15.32 psi
82.16 psi
0.19
OK
+1.20D+1.60S
11.67 qsi
11.67 qsi
11.67 qsi
11.67 qsi
11.67 qsi
82.16 qsi
0.14
OK
+1.20D+0.50L+0.50S
13.31 psi
13.31 psi
13.31 psi
13.31 psi
13.31 psi
82.16 psi
0.16
OK
+1.20D+0.50L+0.70S
13.68 qsi
13.68 qsi
13.68 qsi
13.68 qsi
13.68 qsi
82.16 qsi
0.17
OK
+0.90D
6.56 psi
6.56 psi
6.56 psi
6.56 psi
6.56 psi
82.16 psi
0.08
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D
45.22
qsi
164.32Dsi
0.2752
OK
+1.20D+1.60L
90.49
psi
164.32Dsi
0.5507
OK
+1.20D+1.60L+0.50S
94.53
qsi
164.32Dsi
0.5753
OK
+1.20D+0.50L
54.93
psi
164.32Dsi
0.3343
OK
+1.20D
38.76
Dsi
164.32Dsi
0.2359
OK
+1.20D+0.50L+1.60S
67.84
psi
164.32Dsi
0.4128
OK
+1.20D+1.60S
51.67
Dsi
164.32Dsi
0.3145
OK
+1.20D+0.50L+0.50S
58.96
psi
164.32Dsi
0.3588
OK
+1.20D+0.50L+0.70S
60.58
Dsi
164.32Dsi
0.3686
OK
+0.90D
29.07
psi
164.32Dsi
0.1769
OK
Page 43 of 71
P.O. Box 13423 Project Title: Gary Residence Remodel
G52 FNG/NPFR5 Mill Creek, WA 98082 Engineer: S. Cho
T. 425-408-2748 Project ID: 2102
challenge s %C.Ceee - civil a Otructural F. 425-954-7539 Project Descr: Gary Residence Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:33AM
General Footing File: 2101 Edmond Seth Residence EnerCalc.ec6
g '
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Footing (F3.0)
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties
fc : Concrete 28 day strength
= 3.0 ksi
fy : Rebar Yield
= 60.0 ksi
Ec : Concrete Elastic Modulus
= 3,122.0 ksi
Concrete Density
= 145.0 pcf
cp Values Flexure
= 0.90
Shear
= 0.750
Analysis Settings
Min Steel % Bending Reinf.
_
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
Soil/Concrete Friction Coeff.
Increases based on footing Depth
Footing base depth below soil surface
Allow press. increase per foot of depth
Min Allow % Temp Reinf.
= 0.00180
when footing base is below
Min. Overturning Safety Factor
= 1.50 : 1
Min. Sliding Safety Factor
= 1.50 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
Add Pedestal Wt for Soil Pressure
: No
when max. length or width is greater than
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 3.0 ft
Length parallel to Z-Z Axis = 3.0 ft
Footing Thickness = 10.0 in
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars =
Reinforcing Bar Size =
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size =
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
P : Column Load =
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
3.0 in
4.0
# 4
4.0
# 4
n/a
n/a
n/a
D Lr L
3.230 6.939
Z
1.50 ksf
= No
= 250.0 pcf
= 0.30
= ft
= ksf
= ft
= ksf
= ft
-- R
S W E H
k
ksf
k-ft
k-ft
k
k
Page 44 of 71
P.O. Box 13423
G52 FNG/NPPRS Mill Creek, WA 98082
Project Title: Gary Residence Remodel
Engineer: S. Cho
T.425-408-2748
Project ID: 2102
challenge a success -civil
s structural F. 425-954-7539
Project Descr: Gary Residence
Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:33AM
General FootingFile:
2101 Edmond Seth Residence EnerCalc.ec6
Software
copyright ENERCALC, INC. 1983-2020,
Build:12.20.8.17
11
DESCRIPTION: Footing (F3.0)
DESIGN SUMMARY
- •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8340
Soil Bearing
1.251 ksf
1.50 ksf
+D+L about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.2315
Z Flexure (+X)
1.872 k-ft/ft
8.086 k-ft/ft
+1.20D+1.60L
PASS 0.2315
Z Flexure (-X)
1.872 k-ft/ft
8.086 k-ft/ft
+1.20D+1.60L
PASS 0.2315
X Flexure (+Z)
1.872 k-ft/ft
8.086 k-ft/ft
+1.20D+1.60L
PASS 0.2315
X Flexure (-Z)
1.872 k-ft/ft
8.086 k-ft/ft
+1.20D+1.60L
PASS 0.2243
1-way Shear (+X)
18.426 psi
82.158 psi
+1.20D+1.60L
PASS 0.2243
1-way Shear (-X)
18.426 psi
82.158 psi
+1.20D+1.60L
PASS 0.2243
1-way Shear (+Z)
18.426 psi
82.158 psi
+1.20D+1.60L
PASS 0.2243
1-way Shear (-Z)
18.426 psi
82.158 psi
+1.20D+1.60L
PASS 0.4465
2-way Punching
73.364 psi
164.317 psi
+1.20D+1.60L
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual 1 Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z Top, +Z
Left, -X Right, +X
Ratio
X-X. D Only
1.50
n/a 0.0
0.4797 0.4797
n/a n/a
0.320
X-X. +D+L
1.50
n/a 0.0
1.251 1.251
n/a n/a
0.834
X-X. +D+0.750L
1.50
n/a 0.0
1.058 1.058
n/a n/a
0.705
X-X. +0.60D
1.50
n/a 0.0
0.2878 0.2878
n/a n/a
0.192
Z-Z, D Only
1.50
0.0 n/a
n/a n/a
0.4797 0.4797
0.320
Z-Z. +D+L
1.50
0.0 n/a
n/a n/a
1.251 1.251
0.834
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a n/a
1.058 1.058
0.705
Z-Z. +0.60D
1.50
0.0 n/a
n/a n/a
0.2878 0.2878
0.192
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis &Load Combination
Mu Side Tension
As Req'd Gvrn. As
Actual As Phi*Mn
Status
k-ft
Surface
in^2 in12
in^2 k-ft
X-X. +1.40D
0.5653
+Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +1.40D
0.5653
-Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +1.20D+1.60L
1.872
+Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +1.20D+1.60L
1.872
-Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +1.20D+0.50L
0.9182
+Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +1.20D+0.50L
0.9182
-Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +1.20D
0.4845
+Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +1.20D
0.4845
-Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +0.90D
0.3634
+Z Bottom
0.2160 Min Temp %
0.2667 8.086
OK
X-X. +0.90D
0.3634
-Z Bottom
0.2160 Min TemD %
0.2667 8.086
OK
Z-Z, +1.40D
0.5653
-X Bottom
0.2160 Min Temp %
0.2667 8.086
OK
Z-Z. +1.40D
0.5653
+X Bottom
0.2160 Min Temp %
0.2667 8.086
OK
Z-Z, +1.20D+1.60L
1.872
-X Bottom
0.2160 Min Temp %
0.2667 8.086
OK
Z-Z. +1.20D+1.60L
1.872
+X Bottom
0.2160 Min TemD %
0.2667 8.086
OK
Z-Z, +1.20D+0.50L
0.9182
-X Bottom
0.2160 Min TemD %
0.2667 8.086
OK
Z-Z. +1.20D+0.50L
0.9182
+X Bottom
0.2160 Min Temp %
0.2667 8.086
OK
Page 45 of 71
P.O. Box 13423
Project Title: Gary Residence Remodel
I� CO2 PNG/NEPRS Mill Creek, WA 98082
Engineer: S. Cho
T.425-408-2748
Project ID: 2102
challenge 4%C.Cese-civil
aetructural F.425-954-7539
Project Descr: Gary Residence Remodel
info@cs2engineers.com
Printed: 10 MAR 2021,
12:33AM
General FootingFile:
2101 Edmond Seth Residence EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Footing (F3.0)
Footing Flexure
Flexure Axis &Load Combination
Mu Side Tension
As Req'd Gvrn. As
Actual As Phi*Mn
Status
k-ft Surface
in2 in2
in2 k-ft
Z-Z. +1.20D
0.4845 -X Bottom
0.2160 Min TemD %
0.2667 8.086
OK
Z-Z, +1.20D
0.4845 +X Bottom
0.2160 Min Temp %
0.2667 8.086
OK
Z-Z. +0.90D
0.3634 -X Bottom
0.2160 Min TemD %
0.2667 8.086
OK
Z-Z, +0.90D
0.3634 +X Bottom
0.2160 Min TemD %
0.2667 8.086
OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn
Status
+1.40D
5.56 psi 5.56 psi
5.56 psi 5.56 psi
5.56 psi 82.16 psi 0.07
OK
+1.20D+1.60L
18.43 Dsi 18.43 Dsi
18.43 Dsi 18.43 psi
18.43 Dsi 82.16 Dsi 0.22
OK
+1.20D+0.50L
9.04 Dsi 9.04 psi
9.04 psi 9.04 psi
9.04 psi 82.16 psi 0.11
OK
+1.201)
4.77 Dsi 4.77 Dsi
4.77 Dsi 4.77 psi
4.77 Dsi 82.16 Dsi 0.06
OK
+0.90D
3.58 Dsi 3.58 psi
3.58 psi 3.58 psi
3.58 psi 82.16 psi 0.04
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D
22.15 psi
164.32Dsi
0.1348
OK
+1.20D+1.60L
73.36 Dsi
164.32Dsi
0.4465
OK
+1.20D+0.50L
35.98 Dsi
164.32Dsi
0.219
OK
+1.201)
18.98 Dsi
164.32Dsi
0.1155
OK
+0.90D
14.24 psi
164.32Dsi
0.08665
OK
Page 46 of 71
P.O. Box 13423 Project Title: Gary Residence Remodel
G52 FNG/NPFR5 Mill Creek, WA 98082 Engineer: S. Cho
T. 425-408-2748 Project ID: 2102
challenge s %C.Ceee - civil a Otructural F. 425-954-7539 Project Descr: Gary Residence Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:33AM
General Footing File: 2101 Edmond Seth Residence EnerCalc.ec6
g '
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Footing (F3.5)
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties
fc : Concrete 28 day strength
= 3.0 ksi
fy : Rebar Yield
= 60.0 ksi
Ec : Concrete Elastic Modulus
= 3,122.0 ksi
Concrete Density
= 145.0 pcf
cp Values Flexure
= 0.90
Shear
= 0.750
Analysis Settings
Min Steel % Bending Reinf.
_
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
Soil/Concrete Friction Coeff.
Increases based on footing Depth
Footing base depth below soil surface
Allow press. increase per foot of depth
Min Allow % Temp Reinf.
= 0.00180
when footing base is below
Min. Overturning Safety Factor
= 1.50 : 1
Min. Sliding Safety Factor
= 1.50 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
Add Pedestal Wt for Soil Pressure
: No
when max. length or width is greater than
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 3.50 ft
Length parallel to Z-Z Axis = 3.50 ft
Footing Thickness = 10.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis = in
Height - in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars -
4.0
Reinforcing Bar Size =
# 4
Bars parallel to Z-Z Axis
Number of Bars =
4.0
Reinforcing Bar Size =
# 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
D
P : Column Load = 6.397
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
Lr L S
0.5820 6.907
z
1.50 ksf
= No
= 250.0 pcf
= 0.30
= ft
= ksf
= ft
= ksf
= ft
W E
H
k
ksf
k-ft
k-ft
k
k
Page 47 of 71
P.O. Box 13423
Project Title: Gary Residence Remodel
I� CO2 PNG/NEPRS Mill Creek,
WA 98082
Engineer: S. Cho
T.425-408-2748
Project ID: 2102
challenge 4%C.Cese-civil
aetructural F.425-954-7539
Project Descr: Gary Residence
Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:33AM
General FootingFile:
2101 Edmond Seth Residence EnerCalc.ec6
Software
copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Footing (F3.5)
DESIGN SUMMARY
- • •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8047
Soil Bearing
1.207 ksf
1.50 ksf
+D+S about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.3411
Z Flexure (+X)
2.377 k-ft/ft
6.970 k-ft/ft
+1.20D+0.50L+1.60S
PASS 0.3411
Z Flexure (-X)
2.377 k-ft/ft
6.970 k-ft/ft
+1.20D+0.50L+1.60S
PASS 0.3411
X Flexure (+Z)
2.377 k-ft/ft
6.970 k-ft/ft
+1.20D+0.50L+1.60S
PASS 0.3411
X Flexure (-Z)
2.377 k-ft/ft
6.970 k-ft/ft
+1.20D+0.50L+1.60S
PASS 0.2598
1-way Shear (+X)
21.347 psi
82.158 psi
+1.20D+0.50L+1.60S
PASS 0.2598
1-way Shear (-X)
21.347 psi
82.158 psi
+1.20D+0.50L+1.60S
PASS 0.2598
1-way Shear (+Z)
21.347 psi
82.158 psi
+1.20D+0.50L+1.60S
PASS 0.2598
1-way Shear (-Z)
21.347 psi
82.158 psi
+1.20D+0.50L+1.60S
PASS 0.5754
2-way Punching
94.550 psi
164.317 psi
+1.20D+0.50L+1.60S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual 1 Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z Top, +Z
Left, -X Right, +X
Ratio
X-X. D Only
1.50
n/a 0.0
0.6430 0.6430
n/a n/a
0.429
X-X. +D+L
1.50
n/a 0.0
0.6905 0.6905
n/a n/a
0.460
X-X. +D+S
1.50
n/a 0.0
1.207 1.207
n/a n/a
0.805
X-X. +D+0.750L
1.50
n/a 0.0
0.6787 0.6787
n/a n/a
0.453
X-X. +D+0.750L+0.750S
1.50
n/a 0.0
1.102 1.102
n/a n/a
0.735
X-X. +0.60D
1.50
n/a 0.0
0.3858 0.3858
n/a n/a
0.257
Z-Z, D Only
1.50
0.0 n/a
n/a n/a
0.6430 0.6430
0.429
Z-Z, +D+L
1.50
0.0 n/a
n/a n/a
0.6905 0.6905
0.460
Z-Z, +D+S
1.50
0.0 n/a
n/a n/a
1.207 1.207
0.805
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a n/a
0.6787 0.6787
0.453
Z-Z, +D+0.750L+0.750S
1.50
0.0 n/a
n/a n/a
1.102 1.102
0.735
Z-Z, +0.60D
1.50
0.0 n/a
n/a n/a
0.3858 0.3858
0.257
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis &Load Combination
Mu Side Tension
As Req'd Gvrn. As
Actual As Phi*Mn
Status
k-ft
Surface
in^2 in^2
in^2 k-ft
X-X. +1.40D
1.119
+Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.40D
1.119
-Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.20D+1.60L
1.076
+Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.20D+1.60L
1.076
-Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.20D+1.60L+0.50S
1.508
+Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.20D+1.60L+0.50S
1.508
-Z Bottom
0.2160 Min TemD %
0.2286 6.970
OK
X-X. +1.20D+0.50L
0.9959
+Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.20D+0.50L
0.9959
-Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.20D
0.9596
+Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.20D
0.9596
-Z Bottom
0.2160 Min TemD %
0.2286 6.970
OK
X-X. +1.20D+0.50L+1.60S
2.377
+Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
X-X. +1.20D+0.50L+1.60S
2.377
-Z Bottom
0.2160 Min Temp %
0.2286 6.970
OK
Page 48 of 71
P.O. Box 13423
I� CO2 ENG/NEERS Mill Creek, WA 98082
T. 425-408-2748
challenge a success - civil a structural F. 425-954-7539
info@cs2engineers.com
General FootingFile:
Project Title: Gary Residence Remodel
Engineer: S. Cho
Project ID: 2102
Project Descr: Gary Residence Remodel
Printed: 10 MAR 2021, 12:33AM
2101 Edmond Seth Residence EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
KW-06008270
CS2
ENGINEERS
DESCRIPTION: Footing (F3.5)
Footing Flexure
Flexure Axis &Load Combination
Mu
Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in^2
k-ft
X-X. +1.20D+1.60S
2.341
+Z
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
X-X, +1.20D+1.60S
2.341
-Z
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
X-X. +1.20D+0.50L+0.50S
1.428
+Z
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
X-X, +1.20D+0.50L+0.50S
1.428
-Z
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
X-X. +1.20D+0.50L+0.70S
1.60
+Z
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
X-X, +1.20D+0.50L+0.70S
1.60
-Z
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
X-X. +0.90D
0.7197
+Z
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
X-X, +0.90D
0.7197
-Z
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.40D
1.119
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.40D
1.119
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.20D+1.60L
1.076
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.20D+1.60L
1.076
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.20D+1.60L+0.50S
1.508
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.20D+1.60L+0.50S
1.508
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.20D+0.50L
0.9959
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.20D+0.50L
0.9959
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.20D
0.9596
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.20D
0.9596
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.20D+0.50L+1.60S
2.377
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.20D+0.50L+1.60S
2.377
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.20D+1.60S
2.341
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.20D+1.60S
2.341
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.20D+0.50L+0.50S
1.428
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.20D+0.50L+0.50S
1.428
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +1.20D+0.50L+0.70S
1.60
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +1.20D+0.50L+0.70S
1.60
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z. +0.90D
0.7197
-X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
Z-Z, +0.90D
0.7197
+X
Bottom
0.2160
Min Temp %
0.2286
6.970
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X
Vu @ -Z
Vu @ +Z
Vu:Max
Phi Vn Vu 1 Phi*Vn
Status
+1.40D
10.05 psi
10.05 qsi
10.05 psi
10.05 qsi
10.05 qsi
82.16 psi
0.12
OK
+1.20D+1.60L
9.66 psi
9.66 psi
9.66 psi
9.66 psi
9.66 psi
82.16 psi
0.12
OK
+1.20D+1.60L+0.50S
13.54 qsi
13.54 qsi
13.54 qsi
13.54 qsi
13.54 qsi
82.16 qsi
0.16
OK
+1.20D+0.50L
8.94 psi
8.94 psi
8.94 psi
8.94 psi
8.94 psi
82.16 psi
0.11
OK
+1.20D
8.62 qsi
8.62 qsi
8.62 qsi
8.62 qsi
8.62 qsi
82.16 qsi
0.10
OK
+1.20D+0.50L+1.60S
21.35 psi
21.35 psi
21.35 psi
21.35 psi
21.35 psi
82.16 psi
0.26
OK
+1.20D+1.60S
21.02 qsi
21.02 qsi
21.02 qsi
21.02 qsi
21.02 qsi
82.16 qsi
0.26
OK
+1.20D+0.50L+0.50S
12.82 psi
12.82 psi
12.82 psi
12.82 psi
12.82 psi
82.16 psi
0.16
OK
+1.20D+0.50L+0.70S
14.37 qsi
14.37 qsi
14.37 qsi
14.37 qsi
14.37 qsi
82.16 qsi
0.17
OK
+0.90D
6.46 psi
6.46 psi
6.46 psi
6.46 psi
6.46 psi
82.16 psi
0.08
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D
44.52
qsi
164.32Dsi
0.271
OK
+1.20D+1.60L
42.79
psi
164.32Dsi
0.2604
OK
+1.20D+1.60L+0.50S
59.96
qsi
164.32Dsi
0.3649
OK
+1.20D+0.50L
39.61
psi
164.32Dsi
0.2411
OK
+1.20D
38.16
Dsi
164.32Dsi
0.2323
OK
+1.20D+0.50L+1.60S
94.55
psi
164.32Dsi
0.5754
OK
+1.20D+1.60S
93.10
Dsi
164.32Dsi
0.5666
OK
+1.20D+0.50L+0.50S
56.78
psi
164.32Dsi
0.3455
OK
+1.20D+0.50L+0.70S
63.65
Dsi
164.32Dsi
0.3873
OK
+0.90D
28.62
psi
164.32Dsi
0.1742
OK
Page 49 of 71
P.O. Box 13423
I� CO2 PNG/NEPRS Mill Creek, WA 98082
T. 425-408-2748
challenge s success - civil $ structural F. 425-954-7539
info@cs2engineers.com
Wall Footing
Project Title: Gary Residence Remodel
Engineer: S. Cho
Project ID: 2102
Project Descr: Gary Residence Remodel
Printed: 10 MAR 2021, 12:30AM
File: 2101 Edmond Seth Residence EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Wall footing
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
3.0 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Reference Depth below Surface
1.50 ft
Min Steel % Bending Reinf. =
Allow. Pressure Increase per foot of depth -
ksf
Min Allow % Temp Reinf. =
0.00180
when base footing is below =
ft
Min. Overturning Safety Factor =
1.0 : 1
Increases based on footing Width
Min. Sliding Safety Factor =
1.0 : 1
Allow. Pressure Increase per foot of width =
ksf
AutoCalc Footing Weight as DL
Yes
when footing is wider than =
ft
Adjusted Allowable Bearing Pressure =
1.50 ksf
Dimensions
Reinforcing
Footing Width = 1.333 ft
Footing Thickness = 8.0 in Bars along X-X Axis
Wall Thickness = 8.0 in
Rebar Centerline to Edge of Concrete... Bar spacing
= 12.00
Wall center offset
at Bottom of
footing = 3.0 in Reinforcing Bar Size
= # 4
from center of footing = 0 in
Applied Loads
D Lr L S W
P : Column Load = 0.6820 0.640 0.550
OB : Overburden =
V-x =
M-zz =
Vx applied = in above top of footing
E H
k
ksf
k
k-ft
Page 50 of 71
P.O. Box 13423
Project Title: Gary Residence Remodel
CO2 PNG/NEPRS Mill Creek, WA 98082
Engineer:
S. Cho
T.425-408-2748
Project ID: 2102
challenge 4%C.Cese-civil
aetructural F.425-954-7539
Project Descr: Gary Residence
Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:30AM
2101 Edmond Seth Residence EnerCalc.ec6
Wall FootingFile:
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
KW-06008270
DESCRIPTION: Wall footing
DESIGN SUMMARY
- • •
Factor of Safety
Item
Applied
Capacity
Governing Load Combination
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
Utilization Ratio
Item
Applied
Capacity
Governing
Load Combination
PASS 0.8519
Soil Bearing
1.278 ksf
1.50 ksf
+D+0.750L+0.750S
PASS 0.02188
Z Flexure (+X)
0.09458 k-ft
4.324 k-ft
+1.20D+1.60L+0.50S
PASS 0.007026
Z Flexure (-X)
0.03038 k-ft
4.324 k-ft
+0.90D
PASS n/a
1-way Shear (+X)
0.0 psi
82.158 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
Detailed Results
Soil Bearing
Rotation Axis &
Actual Soil Bearing Stress
Actual / Allowable
Load Combination...
Gross Allowable
Xecc
-X
+X
Ratio
D Onlv
1.50 ksf
0.0 in
0.6083 ksf
0.6083 ksf
0.406
+D+L
1.50 ksf
0.0 in
1.088 ksf
1.088 ksf
0.726
+D+S
1.50 ksf
0.0 in
1.021 ksf
1.021 ksf
0.681
+D+0.750L
1.50 ksf
0.0 in
0.9684 ksf
0.9684 ksf
0.646
+D+0.750L+0.750S
1.50 ksf
0.0 in
1.278 ksf
1.278 ksf
0.852
. +0.60D
1.50 ksf
0.0 in
0.3650 ksf
0.3650 ksf
0.243
Overturning Stability
Units : k-ft
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio Status
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Sliding SafetyRatio Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis &Load Combination
Mu
Which Tension @ Bot. As Req'd
Gvrn. As
Actual As
Phi*Mn
k-ft
Side ? or Top ?
inA2
inA2
inA2
k-ft Status
+1.40D
0.04726
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
. +1.40D
0.04726
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+1.20D+1.60L
0.08313
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
. +1.20D+1.60L
0.08313
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+1.20D+1.60L+0.50S
0.09458
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
+1.20D+1.60L+0.50S
0.09458
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+1.20D+0.50L
0.05383
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
+1.20D+0.50L
0.05383
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+1.20D
0.04051
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
. +1.20D
0.04051
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+1.20D+0.50L+1.60S
0.09046
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
+1.20D+0.50L+1.60S
0.09046
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+1.20D+1.60S
0.07714
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
. +1.20D+1.60S
0.07714
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+1.20D+0.50L+0.50S
0.06527
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
+1.20D+0.50L+0.50S
0.06527
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+1.20D+0.50L+0.70S
0.06985
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
+1.20D+0.50L+0.70S
0.06985
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
+0.90D
0.03038
-X Bottom
0.1728
Min Temp %
0.2
4.324
OK
. +0.90D
0.03038
+X Bottom
0.1728
Min Temo %
0.2
4.324
OK
One Way Shear
Units : k
Load Combination...
Vu @ -X
Vu @ +X Vu:Max
Phi Vn
Vu I Phi*Vn Status
+1.401)
0
psi 0 psi
0 psi 82.158 psi
0 OK
+1.20D+1.60L
0
psi 0 psi
0 osi 82.158 osi
0 OK
Page 51 of 71
P.O. Box 13423 Project Title: Gary Residence Remodel
G52 FNG/NPFR5 Mill Creek, WA 98082 Engineer: S. Cho
T. 425-408-2748 Project ID: 2102
challenge s 9ucceee - civil a Otructural F. 425-954-7539 Project Descr: Gary Residence Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:30AM
Wall Footing File: 2101 Edmond Seth Residence EnerCalc.ec6
g '
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Wall footing
+1.20D+1.60L+0.50S
+1.20D+0.50L
0 osi 0 osi
0 osi 0 osi
0 psi 82.158 psi
0 psi 82.158 psi
OK
OK
Page 52 of 71
P.O. Box 13423
I� CO2 E C51NEER5 Mill Creek, WA 98082
9S T. 425-408-2748
challenge s success - civil $ structural F. 425-954-7539
info@cs2engineers.com
Wall Footing
KW-06008270
DESCRIPTION: Wall footing
One Way Shear
Project Title: Gary Residence Remodel
Engineer: S. Cho
Project ID: 2102
Project Descr: Gary Residence Remodel
Printed: 10 MAR 2021, 12:30AM
File: 2101 Edmond Seth Residence EnerCalc.ec6
Software copvripht ENERCALC, INC. 1983-2020, Build:12.20.8.17
Units : k
Load Combination...
Vu @ -X Vu @ +X
Vu:Max
Phi Vn
Vu 1 Phi*Vn
Status
+1.20D
0 psi
0 psi
0 psi
82.158 psi
0
OK
+1.20D+0.50L+1.60S
0 qsi
0 qsi
0 psi
82.158 psi
0
OK
+1.20D+1.60S
0 psi
0 psi
0 psi
82.158 psi
0
OK
+1.20D+0.50L+0.50S
0 psi
0 psi
0 psi
82.158 psi
0
OK
+1.20D+0.50L+0.70S
0 psi
0 psi
0 psi
82.158 psi
0
OK
+0.90D
0 psi
0 qsi
0 psi
82.158 psi
0
OK
Page 53 of 71
Project: 855 Dayton St (#00434207702000) Date: February 5, 2020
Location: Edmonds, WA Prepared By: S. Cho
CS2 No: 2102 Page
Lateral Load Design Calculation
TEL: (425) 408-2748
P.O. Box 13423 Page 54 of 71 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
�►SGE
WERICAN SOCIETY OF CIVIL ENGINEERS
Address:
855 Dayton St
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 221.9 ft (NAVD 88)
Risk Category: II Latitude: 47.809853
Soil Class: D - Stiff Soil Longitude:-122.367229
lfY1►ir
—"
r
y
rA
kip
VAOrydI
•
T—
/ �
I� �f
�Ti
_
�
�
rat
�i♦/
,,, ,,
AT
Wind
Results:
Wind Speed: 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4
Date Accessed: Sat Feb 06 2021
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind
conditions.
hftps:Hasce7hazardtool.online/ Page 1 of 3 Sat Feb 06 2021
Page 55 of 71
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Stiff Soil
Results:
SS
1.286
Sp,
N/A
S,
0.453
T L
6
Fa
1
PGA:
0.547
Fv
N/A
PGA M :
0.602
SMS
1.286
FPGA
1.1
SM1
N/A
le
1
SIDS
0.857
Cv
1.357
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Sat Feb 06 2021
Date Source:
USGS Seismic Design
Maps
hftps:Hasce7hazardtool.online/ Page 2 of 3 Sat Feb 06 2021
Page 56 of 71
ASCE®
AMERICAN SOCIM OF CIVIL ENGINEERS
Snow
Results:
Elevation:
Data Source:
Date Accessed: Sat Feb 06 2021
In "Case Study" areas, site -specific case studies are required to establish ground snow loads. Extreme local
variations in ground snow loads in these areas preclude mapping at this scale.
Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data
available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year
mean recurrence interval).
Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load
Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA.
Statutory requirements of the Authority Having Jurisdiction are not included.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Sat Feb 06 2021
Page 57 of 71
G52 5NGINEERS
Civil S 5trurtural
Challenge e 5ucce55
Project:
Gary Residence (85
Client:
Owner
By:
S. Cho
Subiect:
Design Calculations
Structure Height, hh, (ft)
SDS = 2/3 SMs
SDt = 2/3 SM1
Risk Category= Standard -Occupancy Buildings
Seismic Design Category per SDS
Occupancy Importance Factor, IE
Response Modification Factor, R
Building Period Coefficient, Ct
T = Ct x (hn)31
TL = long -period transaction
Cs = SDs/(R/IE)
But need not exceed:
CS = SDI/[T(R/IE)l
But not less than:
Cs = 0.44SDSIE ;(not less than 0.01)
Cs = 0.5St/ — S- -
Dayton St, Edmonds)
Job No.: 2101
Date: 2/5/21
= 23.5
(Mean roof height)
= 0.857
(per USGS)
= N/A
(per USGS)
= II
= D
= 1
(ASCE 7, Table 11.5.1)
= 6.5
(ASCE 7, Table 12.2-1)
= 0.02
(ASCE 7, Table 12.8-2)
= 0.213
(ASCE 7, Eq 12.8-7)
= 6
(ASCE 7, Fig 22-15)
= 0.132
(ASCE 7, Eq 12.8-2)
= N/A
(ASCE 7, Eq 12.8-3)
= 0.038
(ASCE 7, Eq 12.8-5)
(R/IE) (it , > or = u.6g) = N/A (ASCE 7, Eq 12.8-6)
Seismic Base Shear, Vs = CsW, (kips) = 0.132 x Weight
Seismic Base Shear, Vs/1.4 = CsW, (kips) = 0.094 x Weight (ASD)
Per USGS
SS =
1.286
Si =
0.453
SMs =
1.286
SMt =
N/A
Fpx, min =
Fpx, max =
ulate Seismic Force for Components (Per ASCE7-05 Chapter 13)
Component amplification factor, ap = 1 (ASCE 7, Table 13.5.1 & 13.6.1)
Component Importance factor, IP = 1 (ASCE 7, Section 13.3)
Component operating weight, WP = WP (lb)
Component response modification factor, RP = 2.5 (ASCE 7, Table 13.5.1 & 13.6.1)
Height of attachment / Mean roof height, z/h = 1 (z/h need not exceed 1.0)
Seismic Design Force, Fp = (0.4a„S �Wo) (1+2xz/h) 0.412 WP
RP/IP (Eq. 13.3-1)
Max. seismic design force, Fpmax = 1.6SoslpWP = 1.372 WP (Eq. 13.3-2)
Min. seismic design force, Fpm;n = 0.3SpsIPWP = 0.257 WP (Eq. 13.3-3)
F_ Seismic Design Force, Fp = 0.412 WP
Seismic Design Force, Fp/1.4 = 0.294 WP
Level
Height
Weight
wxhx
%
FxLong
FxCoef.
Story
c
hx (ft)
wx (Ibs)
(lb-ft)
(Ibs)
Shear (Vx)
R
23.5
36550
858925
49%
6054
0.166
6054
3 -
rn _0
2
14
49068
686952
39%
4842
0.099
10895
J 0
1
4.5
45268
203706
12%
1436
0.032
12331
E
130886
1749583
100%
12331
Level
Height
Weight
wxhx
%
FxTras
Fx Coef.
Story
L o
hx (ft)
wx (Ibs)
(lb-ft)
(Ibs)
Shear (Vx)
v
R
23.5
36550
858925
49%
6054
0.166
6054
w
L_
2
14
49068
686952
39%
4842
0.099
10895
1=
1
4.5
45268
203706
12%
1436
0.032
12331
E
130886
1749583
100%
12331
Fpx, min =
4477
Fpx, max =
8953
TEL: (425) 408-2748
P.O. BOX 13423 Page 58 of 71 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
G52 �NGIN�FRS Project: Gary Residence (855 Dayton St, Edmonds)
Client: Owner Job No.: 2101
Civil s Structural By. S. Cho Date: 2/5/21
Challenges 5ucce55
Subject: Design Calculations Page:
Wind Load Calculation (Method 2 - Analytical)
(Reference: IBC 2012, Section 1609 & ASCE 7-10, Chapter 27)
Basic Wind Speed, Vas, (mph)
= 110
(ASCE 7-10, Figure 6-1)
Exposure Category
= C
(ASCE 7-10, Section 6.5.6)
Building Category
= II
(IBC Table 1604.5)
Wind Load Importance Factor, IW
= 1.0
(IBC Table 1604.5)
Velocity pressure exposure coefficient, KZ
= See Table
(ASCE 7-10, Table 6-3)
Topographic Factor, K,
= 1.00
(ASCE 7-10, Figure 6-4)
Wind Directionality Factor, Kd
= 0.85
(ASCE 7-10, Table 6-4).
Velocity Pressure, qZ. (Ib/ft)
= 0.00256KZK,KdV21W (ASCE 7-10, Eq. 6-15)
= 26.33 Kz
(ASCE 7-10, Section 6.5.10)
Gust effect factor, G
= 0.85
(ASCE 7-10, Section 6.5.8)
WIND
9, CC, q, cc,
q.
qn GC,
P LAN
Internal Pressure Coefficent, CP;
re:
Winward Wall
Leeward Wall
Side Wall
Windward Rool
Leeward Roof
Horizontal Distance from windward edae
-Distance
I
ELEVATION
0.18
Height
KZ
qZ or qh
Cp
Z, (ft)
0-15
0.57
15.01
0.8
20
0.62
16.43
0.8
23.5
0.65
17.20
0.8
25
0.67
17.51
0.8
All
17.20
-0.3
All
17.20
-0.7
-
17.20
-0.25
17.20
0.25
-
17.20
-0.6
0 to h
17.20
-0.9
h to 2h
17.20
-0.5
>2h
17.20
03
(Where h = 25 ft)
Vertical Wall = 16.08
Vertical Roof = 11.87
Horizontal Roof = 3.68
OR Not less than (10psf)xAf
Width, B =
41
ft
Length, L =
55
ft
Height to eave, he =
22
ft
Height to ridge, hr =
25
ft
Mean roof height =
23.5
ft
qn GCp A =
8.3
deg
qh, (Ib/ft2) =
17.20
L/B = 1.3
h/L = 0.4
10 ghGCp;
=
2.63
p = gGCp - q;(GCp;)
(ASCE 7-10,
Eq 6-17)
gGCP
Net Pressure (p), psf
Total
Wind Load
(+GCpi)
(-GCpi)
10.21
7.57
12.84
14.59
11.17
8.54
13.80
15.56
11.70
9.07
14.33
16.08
11.91
9.27
14.54
16.29
-4.39
-7.02
-1.75
-10.24
-12.87
-7.60
-3.66
-6.
-1.02
5.12
3.66
.02
6.29
12.43
-8.77
-11.41
-6.
MURIMEMPTIA01-
��
�r=
psf
psf or 7-15.779psf
psf
TEL: (425) 408-2748
P.O. BOX 13423 Page 59 of 71 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
Project:
By:
PCw,
C52 FNC /NEFRS
Location:
Date:
Civil a Structural Challenge a Success
Client:
Check:
Job No:
Subject:
per:
WA u P-r
�
.................
... SS�M
.....
. ' 132 N s`f K; •
N ► ► �S .
. .......
S.E(sMI.0
..................... . ..... . .....
Fe2� :.P�OC-L..
.......
AGiNC
SP(
-- ( a, 43)
00
�.�
_ . ..... ...... :....... ....... .... ........................
..
C .. 3." .... ..,. _._
h
p 1
. . ........... ........... ........
t3.o�
..................... ...... :....... :....... :....... .......
40 fly..
1.... -.-
:.............. .... ..........
:....... :...... ......................................
.. ... ..
_.
_: .
... .. ... ......... .... _ .
.. ...
1.�. I�IiJn 1=ORC� ..... ,�wE(. EDP-� .... �5'('l�1�� �SP14 N��
n...........
6 0. L . = .
_...............
1....
--�--� .....
z.... J.....� / .......�...
DD
Z �
1
4� 41*
w 1 .
.
....... .:.....:....
1860...
E'.. 3..... . Y. ... o, Q3)
....: .......................
z:
8.6.
..... .. .... .
Page 60 of 71
Project: 5 F TO IZESI pp46E By: . 6 40 Par.:
C52 EN Location: EPMOA?5. w.4 Date:
r 7V i I
4 Structural Challenge 4 5.;cLe55 Client: Check: Job No:
Green Design For Our Environment Subject: Dots:
.......... ...............
. ............... ....... ....... ............... ...... ....... ....... ....... ....... .......
............... ....... ....... ....... ....... ....... ....... .........
...... ....... ........
. . ............ ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... .......
. . . . . . . . . .
............... ....... i . ...... .... ...... :� .. ......... ..... ....... ....... ....... ....... ....... ....... ....... .......
A
4f
......... .... ............... F .... :Pt.*..c..: ..... ....I ...... ... ... ....... ....... .....
....... .............. ....... ....... . ............ ....... ...... D ....... 7 .......... ....... ...... ....... .......................
.............
WALL: 10ip i T2
J ..1.5:4
............................... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... .......
............................... ....... ....... ....... ...... ....... r ..... ......... ............ ...... ....... ....... ....... ....... ....... ....... . . . . . . . . . . . . . . . . . . . . . . . . . .
!/Z (0 t�
.... .... .......
lip
................... ........ ...... ........
............... ....... ....... ...... ....... . (..I:l ... p ....')..C.... ....... ....... ....... ....... ... .................. ....... ....... .......
C ... ......................... ....... ....... .......
........... C
............ .. ....... ....... ....... .......
... ....... .......................... ..... .... .................................... ....... .......
............
............... ......
....................................................Is�q................................ . . . ..... .......
7: .44
....... ....... ....... ....... ................... .......... O.i ... r ..... ............ ....... ....... ....... ....... ....... ....... . ..... ....... ....... ....... .......
............................... ....... ....... ...... ...... .
.......... . ....V ................................ ------- ....... ....... ............ ...... ....... ....... ....... ....... .......
:WALIL:
. . ! — ............ ......... .0 ..........
........... R ...... ....... ....... ....... ....... ....... ....... .......
.............. ..............
....... ....... .......
............................... �:
A L
............. .................... ....... ....... ....... .....
....................... ....... ....... ....... ....... ....... ....... .......
-4 .. .....
...................................
....... ....... ....... ....... ....... ....... ....... ....... ....... .......
....... ....... ....... ....... ....... .......
i OA9f SH111W
....................... ....... ....... ...... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... .......
............................. I ..................................................
36
............... ...... ....... ........ .... 9 ............... ....... ....... ....... J , ...............
i lr;F:wtT 733
....... ....... Oftweig
... ...... ....... ....... .......
...............
....... ....... ......... ..... ................... ............... ....... . ..... ....... ....... ....... ....... ....... ....... .......
....... ....... ....... . . ............... ....... ....... ....... ....... ....... ....... ....... ....... ....... .......
..... .......
........... V ......
................. ....... ... ....... ....... ....... .................. ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... .......
..:.Pa. ... ;Page .... 6-i--6f.?.l....
Project:
G52 FNG/N5595
Civil t 5trv-tural challenge a Success
Green Design For Our Environment
By: Page:
Date:
Check: Job N.
Dote:
Project: By: Page:
G52 FNG/NFFRS location: Date:
Civil a Structural Challenge a Success Client: Check: Job No:
Green Design For Our Environment
Subject: Date:
_ ................................................. __ ......._ ........_.... ........... ...... ... ... ... ... ... ... ... ... ... ... ... .............
slf �i WAl Li ye-S14.9 64LG .
I.........1...11.f2�......f�(C7Loh�.................................:
:.......................................... ... ......................... ... ... ... ..........
�s
...:,...
...........
...... :.......:.......:..... ... ... ... ... - ...
+�c.......c
............................... ... ... ...
.s ................ .......�. ).... .....
..........
it
.... ................ ...... ..... ...
... .... . . .
... ... .... .
..... ......
.. ._ ........ ... .....-o....:......s n� n C......: ....... .:..
..:....:.. ..:....:..
WsO= �q. b s ®a FI z �'
.. ... ... ... ... ... ... ... ... ... ... ...
J� :Y ..I
..................................................................................... ............................ :.. ....
t =� + .��t�' + I..
-tt 10
.............................:.......:..... ... ............ ... .......... ... ... ... ... ... ... ... .... ...
............ .C�...)........................................... .....
..�.�....................... .................. r....................
:..... M� ......:.......:.......:... rPE......... .......
....
...
:w..�...
..
......................LET !..` . P =-Lt
P 4
............... r, c...............v
.......:.......:.......:.......:........ ..................... .
:.......:..............:.......:.......:...... ...............................
Page 63 of 71
.:....:....:....
Project:
G52 ENGINEERS Location:
Civil t Structural Challenge a Success Client:
Green Design For Our Environment „ , ,
By: Pose:
Date:
Click: Job No:
Date:
..............................................................................................................................................................................................................................................
2� �P. �� t. vc-L
............ ... ... ...
..:.. ..:..
... ... ... ......................... ... ... ... ... ... ... ...
.. ..:.. ..:.. -- Z
... ... ...
YW ;yam ! ....... .......:.....
... ... -- - ...
..:.. ..:.. .M i �•�-�i1-,>�..
.y
( ...
.
. .
. ...
.¢:
..........................
.
. . . . .
t
:...
:.......:.....
... ... ... ... ........ ... ...
... ...
'
..:.. ..:..
5�.........
.....
:.......:.......:.......:.......:............
. . . . . . . .
...............................................
... ... ... ... ... ... ... ... ... ... ... ...
;i
. . . . . . : :
... ..................... ... ...
.............. ......................... ..........
. :
..b
...
-
..........
.... sHsHrc Rcs .............
............................:
... ...
... ... ...
;; ks ..b i, s � � �7
.. ..... ..... ....
................... ...
..�.�
... .�
8f f._.P9.4#�+.lam,.....
...... ................... ...
... ..........
............................... ....... ........ ........ ........ :.......
:....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... .......
......
:......:...:. :.......:.....
................ .............................................. .................:........-:.......:..........
. . . . . . . .
. . . . . . . .
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . .
. . . . . .
. . . . . .
. . . . . . . .
. . . . . . . .
. . . . . . . .
. . . . . . . .
...................'...............�..:........
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . .
...... .....
b.�..
. . . . . .
. . . . . .
. . . . . .
. . . . . .
36 ...
................ ....... ....... ....... .......
....a .... .......
.C..�r.��...............
. ..:....:.. ....... ..:....:....
...............................
5�R WAlL
:.....:........
... ......... ..... ..................
.:...
S � W 2.
..... .......... ....... ....... ....... .......
.;�.. .:..
.........
.......:.............:....... ....... ....... ......
.;................................:. ..... ......
........
.............
...............................
....
............................'.......'..........................
......._...38"72....................................
:.........................................
4 0f 71.. ............... .... ..:..
Pade 6 ... ...
... ......
..:.. ..
Project: By: Pose:
G52 FNG/NFERS Location: Date:
Civil a 5tructurai Challenge a Success Client: Check: Job No:
Green Design For Our Environment
Subjects Dote:
<�►�. _
..
%....... ... ...
.. ... ... ... ... 36....................
..... ...... . .
a
t
................................ ... ... ... .. .. ... ... ... ... ... ... ... ... ... ... ... ... ... ...
2.8
:........t.(.o
:.......:.......:. .......................... .......:........
..::..:::........ ...
...................................................... ...
G
?....E('li.......... FRS ... ... ... ... ... .. ...
:.......:.......:.......:.......:.......:..... ............... ... ..:.. ..:..
iz-
:.......:.......:.......:.......:..... ... .. ... .. ... ... ... .. ..r..3 z.$._ .... ..;.. fi.:..+.... ....�
. 4
....... .:....................:..........f..... ....;............;.......;.............;.......;.......;...
f......4c
..............
...;.
IRW.c.e C{1.........................`..t..... ... ... ... ...... ... ... ... ... ............................ ..:....:..
...7..: .......:....:.......:.......:.......:......... ... .............:........... . ... ... ... ... ... ... ... ... ... ... ... ... ...
.....................:.................... o ... ....... ...Page 65 f 71 ���� ��
Project: By: Pace:
C052 Location: Date:
Civil I Structural Challenge 4 Success Client: Check: Job No:
Green Design For Our Environment Subject: Date:
........ ............ ....... ....... ................... ....... ....... ....... ....... ....... ....... ...... ....... ....... ....... ....... ....... ....... ....... ....... .......
L -TU
Qt4 I I p T(O
...... ..... ....... ....... ....... ....... . .. ..... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ......
............................... ....... ....... ....... : ...... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... .......
....... ....... .......
........................ ...... ....... ....... ....... ....... ....... ....... ....... .......
4�V...
AL
....... . ..... ....... ....... ....... .......
.............. ....... .......
....... .............................. ....... ....... ....... ....... ........ ff ..... **
f:
w
..... .. ....... .. ....... .......
.......................... ....... ....... ....... ....... ... ....... ....... ....... ....... .......
............... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ....... ...... .......
#
.............
.......... ........ :
.................
..................... Ot ... L.
.... .......
L
---------- ... .... ...... ... ....... i ....... i .......
............... ....... ...... .. . ...... ....... ... ... ......
....... ..;....fir41 ... .......
....... ....... ....... ..... ..... J .. ....... ....... ....... ....... .... ....
... .. . .....
.......... . . ... ........... ......... ....... ....... ....... ....... ....... ............... ....... ........
6w
UD
...... ...................
.......... q .......................... .......
+:Df
....... ... C..
... ....... ....... ....... .... ... ....... ....... ....... ....... ....... ..........
................ ....... ....... .................................. ....... ....... i
............... .........
�A fill i5ff.MP, Y
.... . ...... .......
... .. .......... .... .. ........ ...
.......... .................... .......
......... ....
.... ..... ...... ....... ....... ....... ....... ......
.... ...... . .:(..A .. ..
. . . . . . .............
.................... ....... ....... ....... ..................... ...
............................... ....... ...... ....... ....... ....... ....... ............. .. .......... ....... ....... ...... ....... ......
tOAL
....... ..... ......
... ....... .... . .......
w
............... ....... ....... ....... ....... .......................................
% ......
.......:.......:.......:.......:.......:..
...... ....... ....... ...... 7-1 .....
Project: 855 Dayton St (#00434207702000)
Location: Edmonds, WA
Date: February 5, 2020
Prepared By: S. Cho
CS2 No: 2102 Page
Appendix
TEL: (425) 408-2748
P.O. Box 13423 Page 69 of 71 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
P.O. Box 13423 Project Title: Gary Residence Remodel
G52 FNG/NPFR5 Mill Creek, WA 98082 Engineer: S. Cho
T. 425-408-2748 Project ID: 2102
challenge s %C.Ceee - civil a Otructural F. 425-954-7539 Project Descr: Gary Residence Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:34AM
Wood Beam File: 2101 Edmond Seth Residence EnerCalc.ec6 I
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
KW-06008270 CS2 ENGINEERS
DESCRIPTION: Check existing floor joist (old groth timber)
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb + 1,200.0 psi E : Modulus of Elasticity
Load Combination iBC 2015 Fb - 1,200.0 psi Ebend- xx 1,800.0 ksi
Fc - PrII 1,550.0 psi Eminbend - xx 660.0 ksi
Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi
Wood Grade : No.1 & Better Fv 180.0 psi
Ft 800.0 psi Density 31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase
D(0.015996) L(0.05332)
IWAI-Ti)'0:i1+711]
Span = 18.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft
DESIGN SUMMARY •
Maximum Bending Stress Ratio =
0.800 1 Maximum Shear Stress Ratio =
0.278 : 1
Section used for this span
1.750 X 9.750
Section used for this span
1.750
X 9.750
fb: Actual =
1,214.99 psi
fv: Actual =
50.04 psi
Fb: Allowable =
1,518.00 psi
Fv: Allowable =
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
9.000ft
Location of maximum on span =
17.212ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.521 in Ratio
=
414 >=360
Max Upward Transient Deflection
0.000 in Ratio
=
0 <360
Max Downward Total Deflection
0.677 in Ratio
=
319 >=180
Max Upward Total Deflection
0.000 in Ratio
=
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd C FN C i Cr
C m
C t C L M fb F'b
V
fv F'v
D Only
0.00
0.00
0.00 0.00
Length = 18.0 ft 1 0.205 0.071
0.90 1.100 1.00 1.15
1.00
1.00 1.00 0.65 280.38 1366.20
0.13
11.55 162.00
+D+L
1.100 1.00 1.15
1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length = 18.0 ft 1 0.800 0.278
1.00 1.100 1.00 1.15
1.00
1.00 1.00 2.81 1,214.99 1518.00
0.57
50.04 180.00
+D+0.750L
1.100 1.00 1.15
1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length = 18.0 ft 1 0.517 0.180
1.25 1.100 1.00 1.15
1.00
1.00 1.00 2.27 981.34 1897.50
0.46
40.42 225.00
+0.60D
1.100 1.00 1.15
1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length = 18.0 ft 1 0.069 0.024
1.60 1.100 1.00 1.15
1.00
1.00 1.00 0.39 168.23 2428.80
0.08
6.93 288.00
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination Max.
"+" Defl
Location in Span
+D+L 1
0.6768 9.066
0.0000
0.000
Page 70 of 71
P.O. Box 13423 Project Title: Gary Residence Remodel
G52 FNG/NPFR5 Mill Creek, WA 98082 Engineer: S. Cho
T. 425-408-2748 Project ID: 2102
challenge 49ucceee-civil 45tructural F. 425-954-7539 Project Descr: Gary Residence Remodel
info@cs2engineers.com
Printed: 10 MAR 2021, 12:34AM
Wood Beam File: 2101 Edmond Seth Residence EnerCalc.ec6 '
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
i .TM i
DESCRIPTION: Check existing floor joist (old groth timber)
Vertical Reactions
Load Combination
Support 1
Overall MAXimum
0.624
Overall MINimum
0.480
D Only
0.144
+D+L
0.624
+D+0.750L
0.504
+0.60D
0.086
L Only
0.480
Support notation : Far left is #1 Values in KIPS
Support 2
0.624
0.480
0.144
0.624
0.504
0.086
0.480
Page 71 of 71
DESIGN PROPERTIES
Allowable Design Properties(1) (l00% Load Duration)
Grade
Width
Design Property
Depth
43/8"
51/2"
5'/2"
Plank
Orientation
11/4"
85/8"
91/4"
91/2"
111/4"
117/8"
14"
1G"
18"
20"
Moment (ft-Ibs)
1,735
2,685
1,780
4,550
6,335
7,240
MM
10,520
Shear (Ibs)
4,340
5,455
1,925
7,190
8,555
9,175
11,155
1.3E
31/2"
Moment of Inertia (in.4)
24
49
20
ill
187
231
415
Weight (pit)
4.5
5.6
5.6
7.4
8.8
9.4
11.5
Moment (ft-Ibs)
4,950
5,210
7,195
7,975
10,920
14,090
Shear (Ibs)
3,345
3,435
4,070
4,295
5,065
5,785
13/4,
Moment of Inertia (in.4)
115
125
208
244
400
597
Weight (plf)
5.1
5.2
6.2
6.5
7.7
8.8
1.55E
Moment (ft-Ibs)
9,905
10,420
14,390
15,955
21,840
28,180
Shear (Ibs)
6,690
6,870
8,140
8,590
10,125
11,575
31/2"
Moment of Inertia (in.4)
231
250
415
488
800
1,195
Weight (plf)
10.1
10.4
12.3
13
15.3
17.5
Moment (ft-Ibs)
2,125
3,555
5,600
5,885
8,070
8,925
12,130
15,555
19,375
23,580
Shear (Ibs)
1,830
2,410
3,075
3,160
3,740
3,950
4,655
5,320
5,985
6,650
2.0E
13/4"
Moment of Inertia (in.4)
24
56
115
125
208
244
400
597
851
1 1,167
Weight (plf)
2.8
3.7
ParallamD
4.7
4.8
5.7
6.1
7.1
8.2
9.2
1 10.2
Moment(ft-Ibs)
12,415
13,055
17,970
19,900
27,160
34,955
43,665
Shear (Ibs)
6,260
6,430
7,615
8,035
9,475
10,825
12,180
3�/2„
Moment of Inertia (in.4)
231
250
415
488
800
1,195
1,701
2.oE
Weight (plf)
10.1
10.4
12.3
13.0
15.3
17.5
19.7
51/4"
Moment (ft-Ibs)
18,625
19,585
26,955
29,855
40,740
52,430
65,495
Shear (Ibs)
9,390
9,645
11,420
12,055
14,210
16,240
18,270
Moment of Inertia (in.4)
346
375
623
733
1,201
1,792
2,552
Weight (plf)
15.2
15.6
18.5
19.5
23.0
26.3
29.5
Moment (ft-Ibs)
24,830
26,115
35,940
39,805
54,325
69,905
87,325
Shear Obs)
12,520
12,855
15,225
16,070
18,945
21,655
24,360
7„
Moment of Inertia 00)
462
500
831
977
1,601
2,389
3,402
Weight (plf)
20.2
20.8
24.6
26.0
30.6
35.0
39.4
(1) For product in beam orientation, unless otherwise noted.
PRODUCT
STORAGE
Some sizes may not be available in your region.
♦
♦♦ ♦♦♦ ♦♦♦♦♦
Protect product from sun and water
CAUTION:
Wrap is slippery when wet or icy
Align stickers (2x3 or larger)
directly over support blocks
Use support blocks (6x6 or larger)
at 16' on -center to keep bundles
out of mud and water
Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 I May 2014
4
DESIGN PROPERTIES
Design Stresses0) (100% Load Duration)
G
E
Emin
Fb Ft
Fcl
Fcii
F"
SG
Shear
Modulus
AdjustedCompression
Flexural Tension
Compression
Horizontal
Equivalent
Grade
Orientation
Modulus
of Elasticity
Modulus
Stressl31 Stressl^)
Perpendicular
Parallel
Shear Parallel
Specific
of Elasticity
(psi)
of Elasticity i2
(psi) (psi)
to Grain
to Grain
to Grain
Gravity(G)
(psi)
(psi)
(psi)
(psi)
(psi)
d(D LSL
Beam/Column
81,250
1.3 x 100
660,750
1,700 1,075
710
1,835 1 425
1 0.50(7)
1.3E
Plank
81,250
1.3 x 106
660,750
1,900181 1,075
635191
1,835 150
0.50(7)
1.55E
Beam
96,875 1.55 x 105 787,815
2,325 1,070110
900
2,170 3101101
0.50(7)
2.0E
Beam
1 125,000 2.0 x 103 1,016.535
2,600 1,555
Parallam(D PSL
1 750
2,510 285
0.50
1.8E
Column
112,500 1.8 x 106
1 914,880
2,400)11) 1,755
425)11)
2,500 190)11)
0.50
2.0E
Beam
125,000
2.0 x 100
1 1,016,535 J
2,900 2,025
750
2,900(12) 290
0.50
(1) Unless otherwise noted, adjustment to the design stresses for duration of load are permitted
in accordance with the applicable code.
(2) Reference modulus of elasticity for beam and column stability calculations, per NDSO.
(3) For 12" depth. For other depths, multiply Fb by the appropriate factor as follows:
12 0.092
— For TimberStrand® LSL, multiply by d
— For Microllam® LVL, multiply by [d12]0.136
12 0.111
— For Parallam® PSL, multiply by d
(4) F1 has been adjusted to reflect the volume effects for most standard applications.
(5) Fcl may not be increased for duration of load.
General Assumptions for Trus Joist® Beams
■ Lateral support is required at bearing and along the span at 24" on -center,
maximum.
■ Bearing lengths are based on each product's bearing stress for applicable grade and
orientation.
■ All members N" and less in depth are restricted to a maximum deflection of 5/16".
■ Beams that are N" x 16" and deeper require multiple plies.
■ No camber.
■ Beams and columns must remain straight to within 5LY4608 (in.) of true alignment.
L is the unrestrained length of the member in feet.
■ Tables on pages 8-15 include load reductions applied in accordance with code.
For applications not covered in this brochure, contact your Weyerhaeuser representative.
See pages 38 and 39 for multiple -member beam connections.
TimberStrand® LSL, Microllam® LVL, and
untreated ParallamO PSL are intended
for dry -use applications
(6) For lateral connection design only.
(7) Specific gravity of 0.58 may be used for bolts installed perpendicular to face and loaded
perpendicular to grain.
(8) Values are for thickness up to N2".
(9) For members less than N" thick and in plank orientation, use Fcl of 670 psi.
NDS® bearing area factor Cb =1.0.
(10) Value accounts for large hole capabilities. See Allowable Holes on page 36.
(11) Value shown is for plank orientation.
(12) For column applications, use Fcii of 500 psi.
Column Orientation
Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 I May 2014
5
HDU/DTT
Holdowns
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower
installed cost, or a combination of these features.
HDU holdowns are pre -deflected during the manufacturing
process, virtually eliminating deflection under load due to
material stretch. They use Strong -Drive® SIDS Heavy -Duty
Connector screws which install easily, reduce fastener slip and
provide a greater net section when compared to bolts.
Ad The DTT tension ties are designed for lighter -duty holdown
applications on single 2x posts. The DTT1Z is installed with
nails or Strong -Drive SD Connector screws and the DTT2Z
installs easily with the Strong -Drive SIDS Heavy -Duty Connector
screws (included). The DTT1Z holdowns have been tested for
use in designed shearwalls and prescriptive braced wall panels
as well as prescriptive wood -deck applications (see p. 289 for
deck applications).
For more information on holdown options, contact
Simpson Strong Tie.
HDU Features:
• Uses Strong -Drive SIDS Heavy -Duty Connector screws
which install easily, reduce fastener slip and provide a
greater net section area of the post compared to bolts
• Strong -Drive SIDS Heavy -Duty Connector screws are
supplied with the holdowns to ensure proper fasteners
are used
• No stud bolts to countersink at openings
Material: See table
Finish: HDU — galvanized; DTT1Z and DTT2Z — ZMAX®
coating; DTT2SS — stainless steel
Installation:
• See Holdown and Tension Tie General Notes on pp. 49-50.
• The HDU requires no additional washer; the DTT requires
a standard -cut washer (included with DTT2Z) be installed
between the nut and the seat.
• Strong -Drive SIDS Heavy -Duty Connector screws install best
with a low -speed high -torque drill with a W hex -head driver.
• Fasteners and crescent washer are included with the
holdowns. For replacements, order part no. SDS25212-HDU_.
(Fill in the size needed, e.g. HDU2.)
Codes: See p.12 for Code Reference Key Chart
Pilot holes for
manufacturing
purposes
(fastener
not required)
I
HDU
Minimum
wood
member
thickness
(see General
Notes)
ve-
rier
NL_�*
Vertical HDU
Installation
StrongTie
0
DTT2Z
U.S. Patent
8,555,580
DTT1Z
U.S. Patent
Pending
Horizontal HDU Offset Installation
(plan view)
See Holdown and Tension Tie General Notes.
6�s�6
N'
52
HDU/DTT
Holdowns (cont.)
SS
These products are available with For stainless -
additional corrosion protection. ® steel fasteners,
For more information, see p. 15. see p. 21.
Many of these products are approved for installation
®1 with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
Strong -Tie
0
Model
No.
Ga.
Dimensions
(in.)
Fasteners
(in.)
Minimum
Wood
Member
(in.)
Allowable Tension Loads
(160)
Code
Ref.
W
H
B
CL
SO
Anchor
Bolt Dia.
(in.)
Wood
Fasteners
DF/SP
SPF/HF
Deflection at
Allowable Load
(in.)
DTT1Z
14
1'/z
7Ya
17/is
a/a
1/1s
3/a
(6) SD #9 x 1'/z
11/2 x 5Yz
840
840
0.17
(6) 0.148 x 1'/z
910
640
0.167
(8) 0.148 x 11/2
910
850
0.167
DTT2Z
14
3'/a
6'1/1s
1 %
'a/is
1/1s
Yz
(8)'/a x 1'/z SDS
11/2 x 3Yz
1,825
1,800
0.105
(8)'/a x 1'/z SDS
3 x 3Yz
2,145
1,835
0.128
DTT2Z-SDS2.5
(8)'/a x 2Yz SDS
3 x 3Yz
2,145
2,105
0.128
HDU2-SDS2.5
14
3
811/16
3Ya
1'A6
1 %
%
(6) Ya x 21/2 SDS
3 x 3Yz
3,075
2,215
0.088
IBC,
HDU4-SDS2.5
14
3
10's/is
3Ya
1'A6
1 %
%
(10) Ya x 21/2 SDS
3 x 3Yz
4.565
3,285
0.114
FL, LA
s
a
z
HDU8-SDS2.5
10
3
16%
3Yz
1 %
1 Yz
7/a
(20) Ya x 2Yz SDS
3 x 3Yz
6,765
5,820
0.11
3Yz x 3Yz
6,970
5,995
0.116
3Yz x 4Yz
7,870
6,580
0.113
HDU11 SDS2.5
10
3
22Ya
3Yz
1 a/s
1 Yz
1
(30) Ya x 2Yz SDS
3Yz x 7Ya
11,175
9,610
0.137
HDU14-SDS2.5
7
3
25"/s
3Yz
1 �s
1 �s
1
(36) Ya x 2Yz SDS
3Yz x 5Yz
10,770
9,260
0.122
—
3Yz x 7Ya
14,390
12,375
0,177
IBC,
FL, LA
51/2 x 5Yz
14,445
12,425
0.172
1. HDU14 requires heavy -hex anchor nut to achieve tabulated loads (supplied with holdown).
2. HDU14 loads on 4x6 post are applicable to installation on either the narrow or the wide face of the post.
Typical HDU Tie Between Floors
53
UPDATED 06/01/19
LTT/HTT
Tension Ties
Tension ties offer a solution for resisting tension loads that are
fastened with nails. The HTT4 and HTT5 tension ties feature an
H optimized nailing pattern which results in better performance with
?r C less deflection.
0.0
ut HTTSKT is sold as a kit with the holdown, bearing plate washer
_ and Strong -Drive® SD Connector screws.
The HTT5 3/4 is designed to use a 3/4 "-diameter anchor bolt. 3/4" post -
installed anchor bolts are commonly used when retrofitting tension
ties to horizontal wood members.
The LTT19 light tension tie is designed for 2x joists or purlins and
the LTT20B is for nail- or bolt -on applications. The 3" nail spacing
makes the LTT20B suitable for wood 1-joists with 0.148" x 11/2". The
LTTI31 is designed for wood chord open -web truss attachments to
concrete or masonry walls and may also be installed vertically on a
minimum 2x6 stud.
Material: See table
Finish: Galvanized. May be ordered HDG; contact
Simpson Strong Tie.
Installation:
• See Holdown and Tension Tie General Notes on pp. 49-50.
• A standard -cut washer is required for LTT19 and LTT20B
when using 1/2" or W anchor bolts. No additional washer is
required when using 3/4" anchor bolt.
• For information about marriage strap at panelized roof
applications, see strongtie.com.
• HTT5-KT requires BP 5/8-2 bearing plate and SD10212
Strong -Drive screws (included in kit).
Codes: See p.12 for Code Reference Key Chart
/
Minimum
° 00
°
wood
°°
° °
member
° °0
thickness
0
0
(see General
° °
Preservative -
Notes)
o °°
treated
barrier may
be required
°
Vertical HTTE Installation
(HTT4 similar)
00
00
00
o0
6" o 0
1 00 L
00
0°
Load
° transfer
° plate
1 washer
not
6112, required
1 L&;
14-,123/a"
LTTI31
Horizontal LTT131 Installation
91
m
--I 3,ya,
LTT20B
(LTT19 similar)
StrongTie
0
HTT5
(HTT4 similar)
Horizontal LTT19 Installation
(LT7-208 similar)
Unnnnr nn+nhn...n
54
Horizontal HTT Installation
LTT/HTT
Tension Ties (cont.)
- These products are available with additional corrosion protection
For more information, see p. 15.
Strong -Tie
0
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Model
No.
Ga.
Dimensions
(in.)
Seat
Thickness
(in.)
Fasteners
(In')
Minimum
Wood
Member
Size
(in.)
Allowable Tension Loads
(160)
Deflection
at Highest
Allowable
Load
Code
Ref.
W
L
CL
Anchor
Bolts
Diameter
Wood
Fasteners
DF/SP
SPF/HF
LTT19
16
13/4
191/8
13/a
6/i6
1/2, %
or 3/4
(8) 0.148 x 11/2
11/2x31/2
1,310
1,125
0.18
(8) 0.148 x 11/2
3 x 31/2
1,310
1,125
0.18
(8) 0.148 x 3
3 x 31/2
1,340
1,150
0.157
LTT20B
12
2
193/4
11/2
6/i6
1/2, S/a
or 3/4
(10) 0.148 x 11/2
3 x 31/2
1,355
1,165
0.195
IBC, FL, LA
(10) 0.148 x 3
3 x 31/2
1,500
1,290
0.185
(2) 1/2 Bolt
3 x 31/2
1,625
1,400
0.183
LTT131
18
33/4
31
13/s
1/4
%
(18) 0.148 x 11/2
3 x 31/2
1,350
1,160
0.193
HTT4
11
21/2
12%
17/16
7/16
%
(18) 0.148 x 11/2
11/2 x 31/2
3,000
2,580
0.09
-
(18) 0.148 x 11/2
3 x 31/2
3,610
3,105
0.086
IBC, FL, LA
(18) 0.162 x 21/2
3 x 31/2
4,235
3,640
0.123
(18) SD #10 x 11/2
11/2 x 51/2
4,455
3,830
0.112
1
HTT5
11
21/2
16
17/s
7/16
%
(26) 0.148 x 11/2
3 x 31/2
4,350
3,740
0.12
BC, FL, LA
(26) 0.148 x 3
3 x 31/2
4,670
4,015
0.116
(26) 0.162 x 21/2
3 x 31/2
5,0902
4,3752
0.135
(26) SD #10 x 11/2
11/2 x 51/2
4,555
3,915
0.114
-
-
HTT5-3/4
11
21/2
16
16116
7/16
3/4
(26) 0.148 x 11/2
11/2 x 51/2
4,065
3,495
0.103
IBC, FL
(26) 0.162 x 21/2
3 x 31/2
5,090
4,375
0.121
(26) SD #10 x 11/2
11/2 x 71/4
4,830
4,155
0.1
1. LTTI31 installed flush with concrete or masonry has an allowable load of 2,285 lb.
2. Allowable load for HTT5 with a BP 5/8-2 bearing -plate washer installed in the seat of the holdown is 5,295 lb. for DF/SP and 4,555 lb. for SPF/HF.
3. Fasteners: Nail dimensions in the table are listed diameter by length. SD and SIDS screws are Strong -Drive® screws. See pp. 21-22 for fastener information.
Table 1 - Anchorage Selection Guide for Holdowns Attached to DF/SP Lumber
OF/Sn an
on
Stems"
Wind and Seismic Design
Design Category C-F
Wind and Selsmic Design
Seismic Design Category C-F
Lumber her
Width
Category ANSelsmic
Category A89
(in)
Mldwall/Corner I End Wall
Mldwall/Comer I End Well
Mldwall/Comer I Garage Curb
Mldwall/Corner Garage Curb
HDU2
6
SSTB16
SSTB24
SSTS16
SST816
SSTB20'(2,960)
HDU4
6
SSTB24'(4,470)
SB%x24
SSTB16 SSTB24'(4,470)
SSTB20
SB%x24
HDU5
6
SB%X24
SB%x24
SST820
SB%x24
SSTB24
SB%x24
HDUB
8
SSTB28 SST%E,,615) SBA24'(7,855) PAB7
SSTB28
SSTB28
HDO8
8
SB%x24 PAB7
PAB7 I PAB7
SSTB28
SSTB28 PAB7
HDU11
111DO11 10Table 2 - Anchoraqe Selection Guide for Holdowns Attached to SPF/HF Lumber
Stemwall
Slab on Grade
Holdown
SPber
Lumber
Stemwall
yyidth
Wind antl Selsmic Design
CategoryABB
Seismic Design Categories, C-F
Wind and Seismic Design
Category ASB
Seismic Design Categories c-F
(in.)
Mltlwall/Corner End Wall
Mltlwall/Corner Entl Wall
Mldwall/Comer I Garage Curb
MltlwaNCorner Garage Curb
HDU2
6
SSTB16
SSTB16
SSTBI6
SSTB16
HDU4
6
SSTB16
SSTB24
SSTB16
SSTB16
SSTB24
HDU5
6
SSTB20' (4,040)
SB%x24
SSTB16 I SSTB20' (4,040)
SSTB20
SB%x24
HDU8
8
SSTB28
SSTB28
SSTB28
SSTB28
SSTB28
HDO8
8
SSTB28
SSTB28 SSTB28'(6,3951
SSTB28
SSTB28
SSTB28
HDU11
B
SB1x30 PABB
SB1x30 PABB
SB1x30
SB1x30
HHD011
8
SB1x30 PAB8
PASS
HDU14
HH0014
-
PAB8
PABB
SB1x30
SB1x30
8LB
SSTB16
SSTB16
SSTB16
SSTB16
ITTI
6
6
6
R
SSTB16'(3,610)
SB%x24
i .. CCTR2d
C.CTR2n RRKx.
L
We've made selecting
the right anchor bolt
for the holdown
easier. Check out our
Holdown Anchorage
Solutions table on
p. 44 or the Connector
Anchor Selector
online.
55
UPDATED 12/01/20