VS 29 Primary ENGINEERING CALCULATIONS1 of 65
TABLE OF CONTENTS
Project and Site Information ...........................................................................................................
-Engineering Methods Explanation (2018 IBC Lateral and Gravity Engineering Calculations
Package For Plans Examiner)
-Wind Speed Determination - Applied Technology Council
-Seismic1 Spectral Response - Applied Technology Council
-Satellite Image of Building Site and Surrounding Area
-Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf)
Lateral Analysis ................................................................................................................................
-Project Lateral Information - Design Settings and Site Information
-Woodworks® Shearwall Lateral Analysis - Layout and Uplift by Floor
-Design Summary - Shear Wall Design and Hold Downs
-Shear Results for Wind - Critical Response Summary
-Shear Results for Seismic - Critical Response Summary
-Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified)
-Plan Specific Lateral Items
Gravity Load Analysis .....................................................................................................................
-Forte® Job Summary Report - List of Beams and Headers
-Member Reports - Individual Beams and Headers
-Post Capacities Tables
-Plan Specific Gravity Items
Foundation ........................................................................................................................................
-1500 PSF Reinforced Concrete Pad Calculations
-Continuous Concrete Footing with Stem Point Load Engineering
-Restrained Retaining Walls if Present
-Unrestrained Retaining Walls if Present
-Plan Specific Foundation Items
1 2018 International Building Code (IBC)
2 of 65
2018 IBC Lateral and Gravity Engineering Calculations
Package For Plans Examiner
This engineering calculations package contains the lateral and gravity load engineering as
noted in the engineering scope.
All engineered load bearing structural members are specified on the full size engineering
sheets. The enclosed engineering calculations document the engineering analysis. The
engineering calculations are not required to be referenced onsite for construction. These
calculations are to demonstrate to the Plans Examiner that the engineering was completed
following the 2018 IBC. The cover sheet of the engineering specifies the engineering scope
as lateral and gravity load engineering.
LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and
wind loads are according to ASCE 7-16. Applying these loads to the structure, and
determining the design of the lateral structural elements to resist these loads. The structural
elements are sheathing, nailing, holdowns, and the connections between loaded members
and shear resisting elements.
Lateral load modeling was completed with Wood Works Design Office 12 (www.woodworks-
software.com 800-844-1275). Wood Works was developed in conjunction with the American
Forest & Paper Association. The AF&PA is the same professional organization that produces
the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design
(ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM)
for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD)
manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers
use.
Seismic: Seismic load engineering follows the ASCE 7-16 12.8 equivalent lateral force
procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral
forces to a linear mathematical model of the structure. The total forces applied in each
direction are the total base shear. Refer to ASCE 7-16 12.8 for a detailed description of this
procedure. The engineering calculations include a USGS determination of the seismic
spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to
determine seismic loading to the shearwalls. Woodworks Design Office was used to make
the linear mathematical model specified by ASCE 7-16 section 12.8.
Wind: Wind load engineering follows the ASCE 7-16 Directional method for all heights. The
wind loading is determined from the wind exposure and wind speed. This loading is applied
to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full
height shearwall are determined. Required shear strengths for each shearwall are calculated
then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied
where the nailing of the OSB sheathing to the mudsill or lower floor is not adequate to resist
shear panel overturning.
GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc.
meeting the requirements of the 2018 IBC have been traced through the structure. Refer to
the legend on the engineering sheets showing how the point and line loads are depicted.
All loads are supported and traced through the structure. Load supporting members have
been numbered for reference back to the engineering calculations. Loads to the foundation
or soil have reinforced footings specified where required.
3 of 65
ASCE 7 Hazards Report
Address:
No Address at This Location
Standard:ASCE/SEI 7-16 Latitude:46.93562
Risk Category:II Longitude:-122.61306
Soil Class:D - Default (see
Section 11.4.3)
Elevation:351.31595764630976 ft
(NAVD 88)
Wind
Results:
Wind Speed 97 Vmph
10-year MRI 67 Vmph
25-year MRI 73 Vmph
50-year MRI 77 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Aug 21 2023
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.
Page 1 of 4https://asce7hazardtool.online/Mon Aug 21 20234 of 65
SS : 1.286
S1 : 0.466
F a : 1.2
F v : N/A
SMS : 1.544
SM1 : N/A
SDS : 1.029
SD1 : N/A
T L : 16
PGA : 0.512
PGA M : 0.614
F PGA : 1.2
Ie : 1
C v : 1.357
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Mon Aug 21 2023
Page 2 of 4https://asce7hazardtool.online/Mon Aug 21 20235 of 65
Flood
Results:
Data Source:
Date Accessed:
FIRM Panel:
Insurance Study Note:
Flood Zone Categorization: X (unshaded)
Base Flood Elevation:
FEMA National Flood Hazard Layer - Effective Flood Hazard Layer for US,
where modernized (https://msc.fema.gov/portal/search)
Mon Aug 21 2023
If available, download FIRM panel here
Download FEMA Flood Insurance Study for this area here
Page 3 of 4https://asce7hazardtool.online/Mon Aug 21 20236 of 65
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.
Page 4 of 4https://asce7hazardtool.online/Mon Aug 21 20237 of 65
Hodge Engineering, Inc.
John E. Hodge P. E.
3733 Rosedale St, Suite 200, Gig Harbor, WA 98335
(253) 857-7055
ASCE 7-16: Snow Loading Calculation
Site: Lot 29 – 10402 Calder St SE, Yelm, WA 98597
Plan: Vista in Yelm - Primary
Job: 230371
Three resources for determining snow load:
1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association
of Washington (SEAW). “This edition provides a large color map for each half of the
state, with normalized ground snow load isolines and elevation contours to help readily
determine the ground snow load anywhere in the state”.
2. WABO/SEAW White Paper #8 “Guidelines for Determining Snow Loads in Washington
State” available on www.seaw.org/publications
3. ASCE 7-16 Chapter 7 Snow Loads
Ground Snow Load pg:
(ASCE 7-16 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded)
Normalized ground snow load (NGSL) = 0.050
Lot Elevation = 355 ft. from Google Earth
1. Ground snow load = NGSL x elevation = 0.050 * 355 = 18 psf = pg
2. SEAW Snow Load Analysis for Washington Appendix A = Yelm – 18 PSF (@340 FT)
Roof Snow Load pf:
ASCE 7-16 7.3 Flat roof snow load pf = 0.7CeCtIspg
ASCE 7-16 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.3-1)
ASCE 7-16 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3-2)
ASCE 7-16 7.3.3 Is is the importance factor = 1.0 for residences (table 1.5-1)
ASCE 7-16 7.4 Sloped roof snow loads - no roof slope reduction Cs taken unless noted otherwise
ASCE 7-16 7.6 Trussed roof or slope exceeding 7:12 – no unbalanced snow loading
pf = 0.7CeCtIpg
= 0.7 * 1.0 * 1.1 * 1.0 * 18 pg = 14 psf Flat Roof Snow Load
Minimum roof snow load 25 psf., U.N.O. “Snow load to be approved by the authority having
jurisdiction…” ASCE 7-16 7.2
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)
230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023 13:07:03
Project Information
DESIGN SETTINGS
Design Code
IBC 2018/AWC SDPWS 2015
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design (ASD)
0.70 Seismic
0.60 Wind
For Deflection (Strength)
1.00 Seismic
1.00 Wind
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
-
Temperature
Range
-
Moisture Content
Fabrication Service
19% (<=19%)10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
4.00
Elevation
(between stories)
3.17
Maximum Height-to-width Ratio
Wood panels
Wind Seismic
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 3.5 - - - - -
Ignore non-wood-panel shear resistance contribution...
Wind Seismic
when comb'd w/ wood panels Always
Forces based on...
Hold-downs Applied loads
Drag struts Applied loads
Shearwall relative rigidity: Wall capacity
Perforated shearwall Co factor: SDPWS Equation 4.3-5
Non-identical materials and construction on the shearline: Not allowed
Deflection Equation: 4-term from SDPWS C4.3.2-1
Drift limit for wind design: 1 / 500 story height
Force-transfer strap: Continuous at top of highest opening and bottom of lowest
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-16 Directional (All heights)
Seismic
ASCE 7-16 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 97 mph
Exposure Exposure B
Enclosure Enclosed
Structure Type Regular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 350ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.470g Ss: 1.290g
Fundamental Period E-W N-S
T Used 0.200s 0.200s
Approximate Ta 0.200s 0.200s
Maximum T 0.280s 0.280s
Response Factor R 6.50 6.50
Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 83 mph
1 9 of 65
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023 09:27:33
0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'
-5'
-3.33'
-1.67'
0'
1.67'
3.33'
5'
6.67'
8.33'
10'
11.67'
13.33'
15'
16.67'
18.33'
20'
21.67'
23.33'
25'
26.67'
28.33'
30'
31.67'
33.33'
35'
36.67'
C-1
4-1A-31-1A-1
3-1A-22-11387
1387 1118980773911111898077391113831383554627516554627516
1186118634633734633713051305329329329329Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
10 of 65
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023 09:27:33
0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'
-5'
-3.33'
-1.67'
0'
1.67'
3.33'
5'
6.67'
8.33'
10'
11.67'
13.33'
15'
16.67'
18.33'
20'
21.67'
23.33'
25'
26.67'
28.33'
30'
31.67'
33.33'
35'
36.67'
C-1
4-1A-31-1A-1
3-1A-22-11853 149413091033121714941309103312171736 69578764769578764717024974844974841887476475476475Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
11 of 65
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023 09:27:33
0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'
-3.33'
-1.67'
0'
1.67'
3.33'
5'
6.67'
8.33'
10'
11.67'
13.33'
15'
16.67'
18.33'
20'
21.67'
23.33'
25'
26.67'
28.33'
30'
31.67'
33.33'
35'
36.67'
C-2
4-1A-31-1A-2
2-1B-1
A-1
C-1 C-3
2439
24391161002980773667313773116100221179801495773252832366673131495773252815611561119511952113211355434428320608516554757344283127013122060875451624932493346337754346106811017313372594
2594329329329329329806821329329806329821Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
12 of 65
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023 09:27:33
0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'
-3.33'
-1.67'
0'
1.67'
3.33'
5'
6.67'
8.33'
10'
11.67'
13.33'
15'
16.67'
18.33'
20'
21.67'
23.33'
25'
26.67'
28.33'
30'
31.67'
33.33'
35'
36.67'
C-2
4-1A-31-1A-2
2-1B-1
A-1
C-1 C-3
24451561338130910338914181033156133821231309149910332839361789141814991033283960646446421836954323552576364769578343235514271478257637796472527497484765497122512617414842708476475476475476841857475476841475857
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
13 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in]
Ceiling 20.79 0.0
Level 2 12.79 12.0 8.00 15.7 16.5
Level 1 2.79 9.5 9.00 13.2 14.0
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story N-S Ridge
Location X,Y =0.00 1.92 North Gable 90.0 2.00
Extent X,Y =28.08 33.08 South Hip 26.6 2.00
Ridge X Location, Offset 14.04 0.00 East Side 26.6 2.00
Ridge Elevation, Height 27.81 7.02 West Side 26.6 2.00
Block 2 2 Story N-S Ridge
Location X,Y =11.00 -0.58 North Joined 153.4 2.00
Extent X,Y =17.00 2.50 South Gable 90.0 2.00
Ridge X Location, Offset 19.50 0.00 East Side 26.5 2.00
Ridge Elevation, Height 25.03 4.24 West Side 26.5 2.00
Block 3 2 Story N-S Ridge
Location X,Y =16.50 -1.58 North Joined 90.0 2.00
Extent X,Y =11.50 1.00 South Gable 90.0 2.00
Ridge X Location, Offset 22.25 0.00 East Side 26.6 2.00
Ridge Elevation, Height 23.67 2.87 West Side 26.6 2.00
Block 4 1 Story N-S Ridge
Location X,Y =5.50 -3.83 North Gable 90.0 0.00
Extent X,Y =6.00 5.67 South Gable 90.0 2.00
Ridge X Location, Offset 8.50 0.00 East Side 26.5 2.00
Ridge Elevation, Height 14.29 1.50 West Side 26.5 2.00
2 14 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes
in in lbs/in in in
1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3
2 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3
Legend:
Grp – Wall Design Group number, used to reference wall in other tables (created by program)
Surf – Exterior or interior surface when applied to exterior wall
Ratng – Span rating, see SDPWS Table C4.2.2.2C
Thick – Nominal panel thickness
GU - Gypsum underlay thickness
Ply – Number of plies (or layers) in construction of plywood sheets
Or – Orientation of longer dimension of sheathing panels
Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B
Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for
GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw –
drywall screw
Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes).
Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1-
1/8”.
Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4” long.
5/8” gypsum sheathing can also use 6d cooler or GWB nail
Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity
Eg – Panel edge fastener spacing
Fd – Field spacing interior to panels
Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes – Notes below table legend which apply to sheathing side
Notes:
1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3.
2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or
panel orientation is horizontal. See SDPWS T4.3A Note 2.
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall Species Grade b d Spcg SG E Standard Wall
Grp in in in psi^6
1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20
2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
3 15 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
SHEARLINE, WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft]
Line 1
Level 2
Line 1 2 0.00 2.00 35.00 33.00 28.00 - 8.00
Wall 1-1 Seg 2 0.00 2.00 35.00 33.00 28.00 - -
Segment 1 -- 2.00 26.33 24.33 - 0.33 -
Opening 1 -- 26.33 31.33 5.00 - - 2.00
Segment 2 -- 31.33 35.00 3.67 - 2.18 -
Level 1
Line 1 2 0.00 2.00 35.00 33.00 31.00 - 9.00
Wall 1-1 Seg 2 0.00 2.00 35.00 33.00 31.00 - -
Segment 1 -- 2.00 8.17 6.17 - 1.46 -
Opening 1 -- 8.17 10.17 2.00 - - 2.00
Segment 2 -- 10.17 35.00 24.83 - 0.36 -
Line 2
Level 2
Line 2 NSW 11.00 0.00 2.00 2.00 0.00 - 8.00
Wall 2-1 NSW 11.00 0.00 2.00 2.00 0.00 1.00 -
Level 1
Line 2 NSW 11.00 0.00 2.00 2.00 0.00 - 9.00
Wall 2-1 NSW 11.00 0.00 2.00 2.00 0.00 1.00 -
Line 3
Level 2
Line 3 NSW 16.50 -1.50 0.00 1.50 0.00 - 8.00
Wall 3-1 NSW 16.50 -1.50 0.00 1.50 0.00 1.00 -
Line 4
Level 2
Line 4 2 28.00 -1.50 35.00 36.50 32.25 - 8.00
Wall 4-1 Seg 2 28.00 -1.50 35.00 36.50 32.25 - -
Segment 1 -- -1.50 14.50 16.00 - 0.50 -
Opening 1 -- 14.50 18.75 4.25 - - 2.00
Segment 2 -- 18.75 35.00 16.25 - 0.49 -
Level 1
Line 4 2 28.00 0.00 35.00 35.00 29.33 - 9.00
Wall 4-1 Seg 2 28.00 0.00 35.00 35.00 29.33 - -
Segment 1 -- 0.00 21.08 21.08 - 0.43 -
Opening 1 -- 21.08 23.08 2.00 - - 2.00
Segment 2 -- 23.08 31.33 8.25 - 1.09 -
Opening 2 -- 31.33 33.33 2.00 - - 2.00
Segment 3 -- 33.33 35.00 1.67 - 5.40 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft]
Line A
Level 2
Line A 2 0.17 0.00 28.00 28.00 12.50 - 8.00
Wall A-1 Seg 2 2.00 0.00 11.00 11.00 7.00 - -
Segment 1 -- 0.00 3.75 3.75 - 2.13 -
Opening 1 -- 3.75 7.75 4.00 - - 2.00
Segment 2 -- 7.75 11.00 3.25 - 2.46 -
Wall A-2 Seg 2 0.00 11.00 16.50 5.50 0.00 - -
Segment 1 -- 11.00 12.17 1.17 - 6.86 -
Opening 1 -- 12.17 15.17 3.00 - - 2.00
Segment 2 -- 15.17 16.50 1.33 - 6.00 -
Wall A-3 Seg 2 -1.50 16.50 28.00 11.50 5.50 - -
Segment 1 -- 16.50 19.00 2.50 - 3.20 -
Opening 1 -- 19.00 25.00 6.00 - - 2.00
Segment 2 -- 25.00 28.00 3.00 - 2.67 -
Level 1
Line A 1 0.79 0.00 28.00 28.00 12.50 - 9.00
Wall A-1 FT 1 2.00 0.00 6.75 6.75 6.75 - -
Segment 1 -- 0.00 1.83 1.83 - 2.18 -
Opening 1 -- 1.83 3.83 2.00 - - 4.00
Segment 2 -- 3.83 6.75 2.92 - 1.37 -
Wall A-2 Seg 1 2.00 6.75 11.00 4.25 0.00 - -
Segment 1 -- 6.75 6.92 0.17 - 54.00 -
Opening 1 -- 6.92 9.92 3.00 - - 2.00
Segment 2 -- 9.92 11.00 1.08 - 8.31 -
Wall A-3 Seg 1 0.00 11.00 28.00 17.00 5.75 - -
Segment 1 -- 11.00 13.75 2.75 - 3.27 -
Opening 1 -- 13.75 25.00 11.25 - - 2.00
4 16 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Segment 2 -- 25.00 28.00 3.00 - 3.00 -
Line B
Level 1
Line B Seg 2 19.00 0.00 28.00 28.00 12.00 - 9.00
Wall B-1 Seg 2 19.00 12.00 24.00 12.00 12.00 0.75 -
Line C
Level 2
Line C 2 35.00 0.00 28.00 28.00 19.25 - 8.00
Wall C-1 Seg 2 35.00 0.00 28.00 28.00 19.25 - -
Segment 1 -- 0.00 3.33 3.33 - 2.40 -
Opening 1 -- 3.33 7.75 4.42 - - 2.00
Segment 2 -- 7.75 20.58 12.83 - 0.62 -
Opening 2 -- 20.58 24.92 4.33 - - 2.00
Segment 3 -- 24.92 28.00 3.08 - 2.59 -
Level 1
Line C 2 35.00 0.00 28.00 28.00 25.67 - 9.00
Wall C-1 FT 2 35.00 0.00 11.42 11.42 11.42 - -
Segment 1 -- 0.00 4.00 4.00 - 1.13 -
Opening 1 -- 4.00 8.00 4.00 - - 4.50
Segment 2 -- 8.00 11.42 3.42 - 1.32 -
Wall C-2 Seg 2 35.00 11.42 13.75 2.33 0.00 - -
Segment 1 -- 11.42 11.58 0.17 - 54.00 -
Opening 1 -- 11.58 13.58 2.00 - - 8.00
Segment 2 -- 13.58 13.75 0.17 - 54.00 -
Wall C-3 FT 2 35.00 13.75 28.00 14.25 14.25 - -
Segment 1 -- 13.75 17.75 4.00 - 1.13 -
Opening 1 -- 17.75 23.75 6.00 - - 4.50
Segment 2 -- 23.75 28.00 4.25 - 1.06 -
Legend:
Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall
Location - Dimension perpendicular to wall
FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS
4.3.4.3
Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier
Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall
If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design.
5 17 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
HOLDDOWN DESIGN
Wind Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass.
6 18 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 - Both - - 1186 - - - 339 - - 9375 -
Wall 1-1 2 Both - - 1186 - 1.0 - 339 - - 9375 -
Seg. 1 - Both 42.8 0.0 1042 - 1.0 - 339 - 339 8237 0.13
Seg. 2 - Both 39.3 0.0 144 - .92 - 310 - 310 1138 0.13
Level 1
Ln1, Lev1 - Both - - 2493 - - - 339 - - 10494 -
Wall 1-1 2 Both - - 2493 - 1.0 - 339 - - 10494 -
Seg. 1 - Both 80.4 0.0 496 - 1.0 - 339 - 339 2088 0.24
Seg. 2 - Both 80.4 0.0 1997 - 1.0 - 339 - 339 8407 0.24
Line 4
Level 2
Ln4, Lev2 - Both - - 1305 - - - 339 - - 10917 -
Wall 4-1 2 Both - - 1305 - 1.0 - 339 - - 10917 -
Seg. 1 - Both 40.5 0.0 647 - 1.0 - 339 - 339 5416 0.12
Seg. 2 - Both 40.5 0.0 657 - 1.0 - 339 - 339 5501 0.12
Level 1
Ln4, Lev1 - Both - - 2594 - - - 339 - - 9930 -
Wall 4-1 2 Both - - 2594 - 1.0 - 339 - - 9930 -
Seg. 1 - Both 88.4 0.0 1865 - 1.0 - 339 - 339 7137 0.26
Seg. 2 - Both 88.4 0.0 730 - 1.0 - 339 - 339 2793 0.26
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 2
LnA, Lev2 - Both - - 1387 - - - 339 - - 3375 -
Wall A-1 2 Both - - 857 - 1.0 - 339 - - 2084 -
Seg. 1 - Both 130.5 0.0 489 - .94 - 317 - 317 1190 0.41
Seg. 2 - Both 113.1 0.0 368 - .81 - 275 - 275 894 0.41
Wall A-2 2 Both 0.0 - 0 - 1.0 - 339 - - - -
Wall A-3 2 Both - - 531 - 1.0 - 339 - - 1291 -
Seg. 1 - Both 87.0 0.0 217 - .63 - 212 - 212 529 0.41
Seg. 2 - Both 104.4 0.0 313 - .75 - 254 - 254 762 0.41
Level 1
LnA, Lev1 - Both - - 2439 - - - 495 - - 5085 -
Wall A-1 1 Both - - 1529 - 1.0 - 495 - - 3264 -
Seg. 1 - Both 321.9 150.2 590 - .92 - 454 - 454 831 0.71
Open. 1 - Both - 407.8 816 - - - 495 - 495 990 0.82
Seg. 2 - Both 321.9 150.2 939 - 1.0 - 495 - 495 1443 0.65
Wall A-2 1 Both 0.0 - 0 - 1.0 - 495 - - - -
Wall A-3 1 Both - - 910 - 1.0 - 495 - - 1821 -
Seg. 1 - Both 151.0 0.0 415 - .61 - 302 - 302 831 0.50
Seg. 2 - Both 164.7 0.0 494 - .67 - 330 - 330 990 0.50
Line B
LnB, Lev1 - Both - - 1561 - - - 339 - - 4062 -
Wall B-1 2 Both 130.0 - 1561 - 1.0 - 339 - 339 4062 0.38
Line C
Level 2
LnC, Lev2 - Both - - 1383 - - - 339 - - 6089 -
Wall C-1 2 Both - - 1383 - 1.0 - 339 - - 6089 -
Seg. 1 - Both 64.1 0.0 214 - .83 - 282 - 282 940 0.23
Seg. 2 - Both 76.9 0.0 987 - 1.0 - 339 - 339 4344 0.23
Seg. 3 - Both 59.3 0.0 183 - .77 - 261 - 261 805 0.23
Level 1
LnC, Lev1 - Both - - 2113 - - - 339 - - 8689 -
Wall C-1 2 Both - - 940 - 1.0 - 339 - - 3865 -
Seg. 1 - Both 126.7 37.9 507 - 1.0 - 339 - 339 1354 0.37
Open. 1 - Both - 164.6 658 - - - 339 - 339 1354 0.49
Seg. 2 - Both 126.7 37.9 433 - 1.0 - 339 - 339 1157 0.37
Wall C-2 2 Both 0.0 - 0 - 1.0 - 339 - - - -
Wall C-3 2 Both - - 1173 - 1.0 - 339 - - 4824 -
Seg. 1 - Both 142.2 22.4 569 - 1.0 - 339 - 339 1354 0.42
7 19 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
SHEAR RESULTS (flexible wind design, continued)
Open. 1 - Both - 164.6 988 - - - 339 - 339 2031 0.49
Seg. 2 - Both 142.2 22.4 604 - 1.0 - 339 - 339 1439 0.42
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment
from SDPWS 4.3.3.4.1
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
8 20 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear [lbs]Diaphragm Force [lbs]
[lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design
2 26630 975.3 5127 5127 3848 3848 3848 3848
1 21974 958.0 2350 2350 3175 3175 3175 3175
All 48604 - 7478 7478 - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by
overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 7 12.3.4.2.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140
compression.
9 21 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 - Both - - 1702 - - - 242 - - 6697 -
Wall 1-1 2 Both - - 1702 - 1.0 - 242 - - 6697 -
Seg. 1 - Both 61.5 0.0 1495 - 1.0 - 242 - 242 5884 0.25
Seg. 2 - Both 56.3 0.0 207 - .92 - 222 - 222 813 0.25
Level 1
Ln1, Lev1 - Both - - 2527 - - - 242 - - 7496 -
Wall 1-1 2 Both - - 2527 - 1.0 - 242 - - 7496 -
Seg. 1 - Both 81.5 0.0 503 - 1.0 - 242 - 242 1491 0.34
Seg. 2 - Both 81.5 0.0 2024 - 1.0 - 242 - 242 6005 0.34
Line 4
Level 2
Ln4, Lev2 - Both - - 1887 - - - 242 - - 7798 -
Wall 4-1 2 Both - - 1887 - 1.0 - 242 - - 7798 -
Seg. 1 - Both 58.5 0.0 936 - 1.0 - 242 - 242 3869 0.24
Seg. 2 - Both 58.5 0.0 951 - 1.0 - 242 - 242 3929 0.24
Level 1
Ln4, Lev1 - Both - - 2708 - - - 242 - - 7093 -
Wall 4-1 2 Both - - 2708 - 1.0 - 242 - - 7093 -
Seg. 1 - Both 92.3 0.0 1946 - 1.0 - 242 - 242 5098 0.38
Seg. 2 - Both 92.3 0.0 762 - 1.0 - 242 - 242 1995 0.38
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 2
LnA, Lev2 - Both - - 1853 - - - 242 - - 2410 -
Wall A-1 2^Both - - 1145 - 1.0 - 242 - - 1489 -
Seg. 1 - Both 174.3 0.0 654 - .94 - 227 - 227 850 0.77
Seg. 2 - Both 151.1 0.0 491 - .81 - 196 - 196 639 0.77
Wall A-2 2 Both 0.0 - 0 - 1.0 - 242 - - - -
Wall A-3 2^Both - - 709 - 1.0 - 242 - - 922 -
Seg. 1 - Both 116.2 0.0 291 - .63 - 151 - 151 378 0.77
Seg. 2 - Both 139.4 0.0 418 - .75 - 181 - 181 544 0.77
Level 1
LnA, Lev1 - Both - - 2445 - - - 353 - - 3632 -
Wall A-1 1 Both - - 1533 - 1.0 - 353 - - 2331 -
Seg. 1 - Both 322.8 150.6 592 - .92 - 324 - 324 594 1.00
Open. 1 - Both - 408.9 818 - - - 353 - 353 707 1.16
Seg. 2 - Both 322.8 150.6 942 - 1.0 - 353 - 353 1031 0.91
Wall A-2 1 Both 0.0 - 0 - 1.0 - 353 - - - -
Wall A-3 1^Both - - 912 - 1.0 - 353 - - 1301 -
Seg. 1 - Both 151.4 0.0 416 - .61 - 216 - 216 594 0.70
Seg. 2 - Both 165.2 0.0 496 - .67 - 236 - 236 707 0.70
Line B
LnB, Lev1 - Both - - 606 - - - 242 - - 2902 -
Wall B-1 2 Both 50.5 - 606 - 1.0 - 242 - 242 2902 0.21
Line C
Level 2
LnC, Lev2 - Both - - 1736 - - - 242 - - 4349 -
Wall C-1 2 Both - - 1736 - 1.0 - 242 - - 4349 -
Seg. 1 - Both 80.4 0.0 268 - .83 - 202 - 202 672 0.40
Seg. 2 - Both 96.5 0.0 1238 - 1.0 - 242 - 242 3103 0.40
Seg. 3 - Both 74.4 0.0 229 - .77 - 186 - 186 575 0.40
Level 1
LnC, Lev1 - Both - - 2183 - - - 242 - - 6206 -
Wall C-1 2 Both - - 971 - 1.0 - 242 - - 2761 -
Seg. 1 - Both 130.9 39.2 524 - 1.0 - 242 - 242 967 0.54
Open. 1 - Both - 170.1 681 - - - 242 - 242 967 0.70
Seg. 2 - Both 130.9 39.2 447 - 1.0 - 242 - 242 826 0.54
Wall C-2 2 Both 0.0 - 0 - 1.0 - 242 - - - -
Wall C-3 2 Both - - 1212 - 1.0 - 242 - - 3446 -
Seg. 1 - Both 146.9 23.2 588 - 1.0 - 242 - 242 967 0.61
Open. 1 - Both - 170.1 1021 - - - 242 - 242 1451 0.70
Seg. 2 - Both 146.9 23.2 624 - 1.0 - 242 - 242 1028 0.61
Legend:
10 22 of 65
WoodWorks® Shearwalls 230371 - LATERAL ANALYSIS.wsw Aug. 22, 2023
13:07:03
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment
from SDPWS 4.3.3.4.1
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
11 23 of 65
ROOF FRAMING
Member Name Results Current Solution Comments
R1 Passed 1 piece(s) 4 x 8 DF No.2
R2 Passed 1 piece(s) 4 x 8 DF No.2
R3 Passed 1 piece(s) 4 x 8 DF No.2
R4 Passed 1 piece(s) 4 x 8 DF No.2
R5 Passed 1 piece(s) 6 x 8 DF No.2
UPPER FLOOR FRAMING
Member Name Results Current Solution Comments
U1 Passed 1 piece(s) 2 x 12 HF No.2 @ 16" OC
U2 Passed 1 piece(s) 2 x 12 HF No.2 @ 16" OC
U3 Passed 1 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam® LVL
U4 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
U5 Passed 2 piece(s) 2 x 12 HF No.2
U6 Passed 3 piece(s) 2 x 12 HF No.2
U7 Passed 2 piece(s) 2 x 12 HF No.2
U8 Passed 2 piece(s) 2 x 12 HF No.2
U9 Passed 2 piece(s) 2 x 12 HF No.2
U10 Passed 1 piece(s) 4 x 8 DF No.2
U11 Passed 1 piece(s) 4 x 8 DF No.2
U12 Passed 1 piece(s) 4 x 8 DF No.2
U13 Passed 1 piece(s) 4 x 8 DF No.2
U14 Passed 1 piece(s) 4 x 8 DF No.2
U15 Passed 1 piece(s) 4 x 8 DF No.2
U16 Passed 1 piece(s) 4 x 8 DF No.2
U17 Passed 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam
MAIN FLOOR FRAMING
Member Name Results Current Solution Comments
M1 Passed 1 piece(s) 2 x 12 HF No.2 @ 16" OC
M2 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC
M3 Passed 3 piece(s) 2 x 10 HF No.2
M4 Passed 1 piece(s) 4 x 10 DF No.2
M5 Passed 3 piece(s) 2 x 10 HF No.2
M6 Passed 2 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam® LVL
230371 - BEAM CALCULATIONS
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6
File Name: 230371 - BEAM CALCULATIONS
Page 1 / 2924 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)412 @ 0 3281 (1.50")Passed (13%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)316 @ 8 3/4"3502 Passed (9%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)643 @ 3' 1 1/2"3438 Passed (19%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.014 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.025 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"177 234 412 None
2 - Trimmer - HF 1.50"1.50"1.50"177 234 412 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 3"3'16.8 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 2 / 2925 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1603 @ 0 3281 (1.50")Passed (49%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1111 @ 8 3/4"3502 Passed (32%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1903 @ 2' 4 1/2"3438 Passed (55%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.026 @ 2' 4 1/2"0.158 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.043 @ 2' 4 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"653 950 1603 None
2 - Trimmer - HF 1.50"1.50"1.50"653 950 1603 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 9"16'16.8 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R2
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 3 / 2926 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1771 @ 0 3281 (1.50")Passed (54%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1279 @ 8 3/4"3502 Passed (37%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2325 @ 2' 7 1/2"3438 Passed (68%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.038 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.065 @ 2' 7 1/2"0.262 Passed (L/971)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"721 1050 1771 None
2 - Trimmer - HF 1.50"1.50"1.50"721 1050 1771 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"16'16.8 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R3
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 4 / 2927 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)369 @ 0 3281 (1.50")Passed (11%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)242 @ 8 3/4"3502 Passed (7%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)392 @ 2' 1 1/2"3438 Passed (11%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.004 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.007 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"156 212 369 None
2 - Trimmer - HF 1.50"1.50"1.50"156 212 369 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 3"4'16.8 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 5 / 2928 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)658 @ 4"12251 (5.50")Passed (5%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)466 @ 1' 1"5376 Passed (9%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1011 @ 3' 8 1/2"3706 Passed (27%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.019 @ 3' 8 1/2"0.338 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.033 @ 3' 8 1/2"0.450 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.50"288 371 658 Blocking
2 - Stud wall - HF 5.50"5.50"1.50"288 371 658 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 7' 5"N/A 10.4 --
1 - Uniform (PSF)0 to 7' 5" (Top)4'16.8 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R5
1 piece(s) 6 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 6 / 2929 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)565 @ 4 1/2"2582 (4.25")Passed (22%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)479 @ 1' 4 3/4"1688 Passed (28%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2246 @ 8' 7"2577 Passed (87%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.377 @ 8' 7"0.410 Passed (L/523)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.471 @ 8' 7"0.821 Passed (L/418)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•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 NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"114 458 572 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"114 458 572 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 17' 2"16"10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U1
1 piece(s) 2 x 12 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 7 / 2930 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)598 @ 1' 11 3/4"3341 (5.50")Passed (18%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)285 @ 9 3/4"1941 Passed (15%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)-583 @ 1' 11 3/4"2371 Passed (25%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.007 @ 0 0.200 Passed (2L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)0.017 @ 0 0.200 Passed (2L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (0.2") and TL (0.2").
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•A 20% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.50"306 243 147 598 Blocking
2 - Hanger on 11 1/4" HF beam 5.50"Hanger¹1.50"-50 137 -47 87/-97 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LUS28 1.75"N/A 6-10dx1.5 3-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 6' 8"16"10.0 40.0 -FLOOR
2 - Point (lb)0 N/A 107 --WALL
3 - Point (lb)0 N/A 60 -100 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U2
1 piece(s) 2 x 12 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 8 / 2931 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1317 @ 2' 2 3/4"3898 (5.50")Passed (34%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)460 @ 1' 3/4"4302 Passed (11%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)-1076 @ 2' 2 3/4"7770 Passed (14%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.012 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.025 @ 0 0.223 Passed (2L/999+)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (0.2") and TL (2L/240).
•A 16.3% decrease in the moment capacity has been added to account for lateral stability.
•-208 lbs uplift at support located at 6' 5 1/2". Strapping or other restraint may be required.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Beam - HF 5.50"5.50"1.86"697 263 563 1317 Blocking
2 - Hanger on 11 1/4" HF beam 5.50"Hanger¹1.50"-91 137/-7 -117 47/-208 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger IUS1.81/9.5 2.00"N/A 8-10dx1.5 2-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 5 1/2"N/A 5.7 ----
1 - Uniform (PSF)0 to 6' 11" (Top)1' 4"10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 2' 3" (Top)N/A 80.0 --WALL
3 - Uniform (PSF)0 to 2' 3" (Top)8'16.8 -25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U3
1 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 9 / 2932 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)1617 @ 4"9467 (4.25")Passed (17%)--1.0 D + 1.0 L (All Spans) [1]
Shear (lbs)1410 @ 1' 2 1/2"8745 Passed (16%)1.00 1.0 D + 1.0 L (All Spans) [1]
Pos Moment (Ft-lbs)6490 @ 8' 6"14850 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) [1]
Live Load Defl. (in)0.419 @ 8' 6 5/16"0.412 Passed (L/472)--1.0 D + 1.0 L (All Spans) [1]
Total Load Defl. (in)0.529 @ 8' 6 13/16"0.825 Passed (L/374)--1.0 D + 1.0 L (All Spans) [1]
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 16' 6".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"341 1294 -79 1635 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"373 1247 -38 1619 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
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 17' 3/4"N/A 12.0 ----
1 - Uniform (PSF)0 to 17' 2" (Top)3' 6"10.0 40.0 -FLOOR
2 - Point (lb)5' 9" (Top)N/A -91 137/-7 -117 Linked from: U3,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U4
1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 10 / 2933 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)496 @ 5 1/2"1823 (1.50")Passed (27%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)210 @ 1' 4 3/4"3375 Passed (6%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)403 @ 2' 1"4482 Passed (9%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.001 @ 2' 1"0.081 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.002 @ 2' 1"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Applicable calculations are based on NDS.
• 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Hanger on 11 1/4" HF beam 5.50"Hanger¹1.50"271 361 632 See note ¹
2 - Hanger on 11 1/4" HF beam 5.50"Hanger¹1.50"271 361 632 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LUS28-2 2.00"N/A 6-10dx1.5 3-10d
2 - Face Mount Hanger LUS28-2 2.00"N/A 6-10dx1.5 3-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)5 1/2" to 3' 8 1/2"N/A 8.6 --
1 - Uniform (PSF)0 to 4' 2" (Top)3'10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 4' 2" (Top)N/A 80.0 -WALL
3 - Uniform (PSF)0 to 4' 2" (Top)1' 4"10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U5
2 piece(s) 2 x 12 HF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 11 / 2934 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2742 @ 4"7746 (4.25")Passed (35%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1983 @ 1' 4 3/4"5063 Passed (39%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)5763 @ 4' 6"6724 Passed (86%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.108 @ 5' 3 5/8"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.151 @ 5' 3 3/4"0.525 Passed (L/837)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"704 2098 2802 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"392 999 1391 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 11' 3/4"N/A 12.8 --
1 - Uniform (PSF)0 to 4' 6" (Top)9'10.0 40.0 FLOOR
2 - Uniform (PSF)0 to 11' 2" (Top)2' 6"10.0 40.0 FLOOR
3 - Point (lb)4' 6" (Top)N/A 271 361 Linked from: U5,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U6
3 piece(s) 2 x 12 HF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 12 / 2935 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1670 @ 2"2734 (2.25")Passed (61%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1168 @ 1' 2 3/4"3375 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2207 @ 3' 5 5/8"4482 Passed (49%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.033 @ 3' 7 7/8"0.177 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.044 @ 3' 7 11/16"0.354 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 3.50"2.25"1.50"492 1209 1701 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"297 972 1269 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 7' 5 3/4"N/A 8.6 --
1 - Uniform (PSF)0 to 7' 7" (Top)6'10.0 40.0 FLOOR
2 - Point (lb)1' (Top)N/A 271 361 Linked from: U5,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U7
2 piece(s) 2 x 12 HF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 13 / 2936 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1255 @ 4' 5 1/2"1823 (1.50")Passed (69%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)685 @ 3' 6 1/4"3375 Passed (20%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1294 @ 2' 4 3/4"4482 Passed (29%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.007 @ 2' 4 3/4"0.103 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.009 @ 2' 4 3/4"0.206 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"307 1150 1457 1 1/4" Rim Board
2 - Hanger on 11 1/4" HF beam 3.00"Hanger¹1.50"295 1110 1405 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LUS210-2 2.00"N/A 8-10d 6-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 4' 5 1/2"N/A 8.6 --
1 - Uniform (PSF)0 to 4' 8 1/2" (Top)12'10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U8
2 piece(s) 2 x 12 HF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 14 / 2937 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1806 @ 4"5164 (4.25")Passed (35%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1709 @ 1' 4 3/4"3375 Passed (51%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3321 @ 5' 5 1/4"4482 Passed (74%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.205 @ 7' 1 11/16"0.483 Passed (L/850)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.276 @ 7' 2 1/16"0.725 Passed (L/631)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"426 1387 1813 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"199 532 731 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 15' 3/4"N/A 8.6 --
1 - Uniform (PSF)0 to 15' 2" (Top)1' 4"10.0 40.0 FLOOR
2 - Point (lb)2' (Top)N/A 295 1110 Linked from: U8,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U9
2 piece(s) 2 x 12 HF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 15 / 2938 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1148 @ 0 3281 (1.50")Passed (35%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)633 @ 8 3/4"3045 Passed (21%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)933 @ 1' 7 1/2"2989 Passed (31%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.010 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"238 910 1148 None
2 - Trimmer - HF 1.50"1.50"1.50"238 910 1148 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"14'10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U10
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 16 / 2939 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1491 @ 0 3281 (1.50")Passed (45%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1049 @ 8 3/4"3045 Passed (34%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1832 @ 2' 5 1/2"2989 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.035 @ 2' 5 1/2"0.164 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.045 @ 2' 5 1/2"0.246 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"311 1180 1491 None
2 - Trimmer - HF 1.50"1.50"1.50"311 1180 1491 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 4' 11"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 11"12'10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U11
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 17 / 2940 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1034 @ 0 3281 (1.50")Passed (32%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)679 @ 8 3/4"3045 Passed (22%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1099 @ 2' 1 1/2"2989 Passed (37%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.012 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.020 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"439 595 159 1034 None
2 - Trimmer - HF 1.50"1.50"1.50"439 595 159 1034 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 4' 3"7'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 4' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 4' 3"3'16.8 -25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U12
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 18 / 2941 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)791 @ 0 3281 (1.50")Passed (24%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)436 @ 8 3/4"3045 Passed (14%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)643 @ 1' 7 1/2"2989 Passed (21%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.004 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.007 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"336 455 122 791 None
2 - Trimmer - HF 1.50"1.50"1.50"336 455 122 791 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 3' 3"7'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 3' 3"3'16.8 -25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U13
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 19 / 2942 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1521 @ 0 3281 (1.50")Passed (46%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1166 @ 8 3/4"3045 Passed (38%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2377 @ 3' 1 1/2"2989 Passed (80%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.054 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.094 @ 3' 1 1/2"0.313 Passed (L/798)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"646 875 234 1521 None
2 - Trimmer - HF 1.50"1.50"1.50"646 875 234 1521 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 6' 3"7'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 6' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 6' 3"3'16.8 -25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U14
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 20 / 2943 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)864 @ 0 3281 (1.50")Passed (26%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)304 @ 8 3/4"3502 Passed (9%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)486 @ 1' 1 1/2"3438 Passed (14%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.001 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.002 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"414 60 450 864 None
2 - Trimmer - HF 1.50"1.50"1.50"414 60 450 864 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 2' 3"1' 4"10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 2' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 2' 3"16'16.8 -25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U15
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 21 / 2944 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)707 @ 0 3281 (1.50")Passed (22%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)390 @ 8 3/4"3502 Passed (11%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)574 @ 1' 7 1/2"3438 Passed (17%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.003 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.006 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"372 163 284 707 None
2 - Trimmer - HF 1.50"1.50"1.50"372 163 284 707 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 3' 3"2' 6"10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 3' 3"6'16.8 -25.0 ROOF
4 - Uniform (PSF)0 to 3' 3"1'16.8 -25.0 LOWER ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U16
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 22 / 2945 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3691 @ 1 1/2"6825 (3.00")Passed (54%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)3187 @ 1' 3"8533 Passed (37%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)10639 @ 5' 6 13/16"19320 Passed (55%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.152 @ 6' 1 7/16"0.408 Passed (L/970)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.319 @ 6' 1 3/8"0.613 Passed (L/461)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 12' 3".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.62"1949 1100 1222 3691 None
2 - Trimmer - HF 3.00"3.00"1.50"1666 1173 849 3183 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 6"N/A 10.2 ----
1 - Uniform (PSF)0 to 3' 3"2' 6"10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 3' 3"6'16.8 -25.0 ROOF
4 - Uniform (PLF)3' 3" to 12' 6"N/A 229.5 182.3 110.3 Linked from: U2,
Support 1
5 - Point (lb)3' 3"N/A 697 263 563 Linked from: U3,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U17
1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 23 / 2946 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)403 @ 12' 5 1/2"911 (1.50")Passed (44%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)340 @ 11' 6 1/4"1688 Passed (20%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1217 @ 6' 5"2577 Passed (47%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.111 @ 6' 5"0.302 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.138 @ 6' 5"0.604 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•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 NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"86 342 428 1 1/4" Rim Board
2 - Hanger on 11 1/4" HF beam 5.50"Hanger¹1.50"87 347 433 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LUS28 1.75"N/A 6-10dx1.5 3-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 12' 11"16"10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M1
1 piece(s) 2 x 12 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 24 / 2947 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)525 @ 10' 9 1/2"2582 (4.25")Passed (20%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)450 @ 9' 11 1/4"1388 Passed (32%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1281 @ 6' 6 7/8"1917 Passed (67%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.110 @ 5' 7"0.260 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.193 @ 5' 8 3/4"0.521 Passed (L/648)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•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 NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"140 298 438 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"234 298 532 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 11' 2"16"10.0 40.0 FLOOR
2 - Point (lb)7' 9"N/A 120 -WALL
3 - Point (lb)7' 9"N/A 106 -WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M2
1 piece(s) 2 x 10 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 25 / 2948 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1570 @ 4"7746 (4.25")Passed (20%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1484 @ 1' 2 3/4"4163 Passed (36%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4855 @ 3' 9"5000 Passed (97%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.148 @ 5' 2 11/16"0.262 Passed (L/851)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.210 @ 5' 2 3/4"0.525 Passed (L/600)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"464 1113 1577 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"292 691 983 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 11' 3/4"N/A 10.6 --
1 - Uniform (PSF)0 to 11' 2" (Top)1' 4"10.0 40.0 FLOOR
2 - Point (lb)3' 9" (Top)N/A 492 1209 Linked from: U7,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M3
3 piece(s) 2 x 10 HF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 26 / 2949 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1470 @ 2"4961 (3.50")Passed (30%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)983 @ 1' 3/4"3885 Passed (25%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2120 @ 3' 2 1/2"4492 Passed (47%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.030 @ 3' 2 1/2"0.203 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.038 @ 3' 2 1/2"0.304 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 3.50"3.50"1.50"315 1155 1470 Blocking
2 - Stud wall - HF 3.50"3.50"1.50"315 1155 1470 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 5"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 5" (Top)9'10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M4
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 27 / 2950 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1570 @ 4"7746 (4.25")Passed (20%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1484 @ 1' 2 3/4"4163 Passed (36%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4855 @ 3' 9"5000 Passed (97%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.148 @ 5' 2 11/16"0.262 Passed (L/851)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.210 @ 5' 2 3/4"0.525 Passed (L/600)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"464 1113 1577 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"292 691 983 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 11' 3/4"N/A 10.6 --
1 - Uniform (PSF)0 to 11' 2" (Top)1' 4"10.0 40.0 FLOOR
2 - Point (lb)3' 9" (Top)N/A 492 1209 Linked from: U7,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M5
3 piece(s) 2 x 10 HF No.2
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 28 / 2951 of 65
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4567 @ 10' 10"6024 (4.25")Passed (76%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)3574 @ 9' 9 1/4"7481 Passed (48%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)12051 @ 5' 4 7/8"16137 Passed (75%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.229 @ 5' 5 3/4"0.262 Passed (L/549)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.306 @ 5' 5 11/16"0.525 Passed (L/412)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"4.25"2.38"857 2520 3377 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"3.22"1183 3463 4645 1 1/4" Rim Board
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 11' 3/4"N/A 11.5 --
1 - Uniform (PSF)0 to 11' 2" (Top)1' 4"10.0 40.0 FLOOR
2 - Uniform (PLF)3' 9" to 5' 6" (Top)N/A 90.0 -WALL
3 - Uniform (PLF)9' 6" to 11' 2" (Top)N/A 90.0 -WALL
4 - Uniform (PSF)3' 9" to 5' 6" (Top)12'10.0 40.0 FLOOR
5 - Uniform (PSF)9' 6" to 11' 2" (Top)12'10.0 40.0 FLOOR
6 - Point (lb)3' 9" (Top)N/A 426 1387 Linked from: U9,
Support 1
7 - Point (lb)5' 6" (Top)N/A 311 1180 Linked from: U11,
Support 1
8 - Point (lb)9' 6" (Top)N/A 311 1180 Linked from: U11,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M6
2 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 8/22/2023 8:20:56 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
alechodge@live.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230371 - BEAM CALCULATIONS
Page 29 / 2952 of 65
53 of 65
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:24" footing - 1500 psf soil
Hodge Engineering, Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA. 98335
253-857-7055
Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 .
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
1.50
Analysis Settings
250.0ksi
No ksfAllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0 =0.30
Flexure =0.90
Shear =
Valuesj
0.00180
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 2.0 ft
Length parallel to Z-Z Axis
=
2.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
8.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4Number of Bars
=
2.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =2.0
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
2.50 3.0
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
54 of 65
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:24" footing - 1500 psf soil
Hodge Engineering, Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA. 98335
253-857-7055
Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 .
PASS n/a Sliding - X-X 0.0k 0.0k No Sliding
PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9813 Soil Bearing 1.472ksf 1.50ksf +D+S
PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning
PASS n/a Uplift 0.0k 0.0k No Uplift
PASS 0.2505 Z Flexure (+X)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S
PASS 0.2505 Z Flexure (-X)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S
PASS 0.2505 X Flexure (+Z)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S
PASS 0.2505 X Flexure (-Z)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S
PASS 0.2769 1-way Shear (+X)20.770psi 75.0psi +1.20D+1.60S
PASS 0.2769 1-way Shear (-X)20.770psi 75.0psi +1.20D+1.60S
PASS 0.2769 1-way Shear (+Z)20.770psi 75.0psi +1.20D+1.60S
PASS 0.2769 1-way Shear (-Z)20.770psi 75.0psi +1.20D+1.60S
PASS 0.5289 2-way Punching 79.334psi 150.0psi +1.20D+1.60S
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination...
, D Only 0.000
, 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0
, +D+S 0.000
, 0.0 deg CCW 1.50 1.4721.472 1.472 1.472 0.9810.00.0
, +D+0.750S 0.000
, 0.0 deg CCW 1.50 1.2841.284 1.284 1.284 0.8560.00.0
, +0.60D 0.000
, 0.0 deg CCW 1.50 0.43300.4330 0.4330 0.4330 0.2890.00.0
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
Footing Has NO Overturning
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
Footing Has NO Sliding
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.5254 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.40D 0.5254 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.20D 0.4503 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.20D 0.4503 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.20D+0.50S 0.6453 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.20D+0.50S 0.6453 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.20D+1.60S 1.074 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.20D+1.60S 1.074 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.20D+0.70S 0.7233 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +1.20D+0.70S 0.7233 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +0.90D 0.3377 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK
X-X, +0.90D 0.3377 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK
Z-Z, +1.40D 0.5254 -X Bottom 0.1728 Min Temp %0.20 4.288 OK
Z-Z, +1.40D 0.5254 +X Bottom 0.1728 Min Temp %0.20 4.288 OK
Z-Z, +1.20D 0.4503 -X Bottom 0.1728 Min Temp %0.20 4.288 OK
Z-Z, +1.20D 0.4503 +X Bottom 0.1728 Min Temp %0.20 4.288 OK
55 of 65
Concrete Beam
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete
Hodge Engineering, Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA. 98335
253-857-7055
Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 .
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
2.50
7.50
145.0
Elastic Modulus 3,122.0 ksi
1
60.0
29,000.0
40.0
29,000.0
3=
=0.90
0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c *375.0
pcf
E - Main Rebar ksi
psi
=1.0lLtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
b 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
y
f
.Cross Section & Reinforcing Details
Inverted Tee Section, Stem Width = 6.0 in, Total Height = 18.0 in, Top Flange Width = 12.0 in, Flange Thickness = 6.0 in
Span #1 Reinforcing....
2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span
.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof)
Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor)
Point Load : D = 3.0, S = 7.0 k @ 2.50 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.892 : 1
Span # where maximum occurs Span # 1
Location of maximum on span 2.505 ft
Mn * Phi : Allowable 25.551 k-ft
Typical SectionSection used for this span
Mu : Applied 22.804 k-ft
Maximum Deflection
0 <360.0
9596
Ratio =0 <180.0
Max Downward Transient Deflection 0.003 in 19795Ratio =>=360.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.006 in Ratio =>=180.0Max Upward Total Deflection 0.000 in
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
Overall MAXimum 7.225 7.225
Overall MINimum 0.700 0.700
D Only 2.600 2.600
+D+L 3.300 3.300
+D+S 7.225 7.225
+D+0.750L 3.125 3.125
+D+0.750L+0.750S 6.594 6.594
+0.60D 1.560 1.560
L Only 0.700 0.700
S Only 4.625 4.625
.
56 of 65
Concrete Beam
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete
Hodge Engineering, Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA. 98335
253-857-7055
Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 .
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegmentPhi*Mnxalong Beam
+1.20D+0.50L+0.50S
Span # 1 1 5.000 11.65 25.55 0.46
+1.20D+0.50L+0.70S
Span # 1 1 5.000 13.68 25.55 0.54
+0.90D
Span # 1 1 5.000 4.61 25.55 0.18
.
Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in)
Overall Maximum Deflections
+D+S 1 0.0063 2.500 0.0000 0.000
57 of 65
Concrete Beam
HODGE ENGINEERING INCLic. # : KW-06007122
Hodge Engineering, Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA. 98335
253-857-7055
Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 .
DESCRIPTION: 15" footing with 8" stem wall 1500 psf soil, 2500 psi
concrete CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
2.50
7.50
145.0
Elastic Modulus 3,122.0 ksi
1
60.0
29,000.0
40.0
29,000.0
3=
=0.90
0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c *375.0
pcf
E - Main Rebar ksi
psi
=1.0lLtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
b 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
y
f
.Cross Section & Reinforcing Details
Inverted Tee Section, Stem Width = 8.0 in, Total Height = 18.0 in, Top Flange Width = 15.0 in, Flange Thickness = 6.0 in
Span #1 Reinforcing....
2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span
.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof)
Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor)
Point Load : D = 3.0, S = 7.0 k @ 2.50 ft, (Point Load)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.868 : 1
Span # where maximum occurs Span # 1
Location of maximum on span 2.495 ft
Mn * Phi : Allowable 26.452 k-ft
Typical SectionSection used for this span
Mu : Applied 22.962 k-ft
Maximum Deflection
0 <360.0
16719
Ratio =0 <180.0
Max Downward Transient Deflection 0.002 in 25683Ratio =>=360.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.004 in Ratio =>=180.0Max Upward Total Deflection 0.000 in
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
Overall MAXimum 7.331 7.331
Overall MINimum 0.700 0.700
D Only 2.706 2.706
+D+L 3.406 3.406
+D+S 7.331 7.331
+D+0.750L 3.231 3.231
+D+0.750L+0.750S 6.699 6.699
+0.60D 1.623 1.623
L Only 0.700 0.700
S Only 4.625 4.625
.
58 of 65
Concrete Beam
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION: 15" footing with 8" stem wall 1500 psf soil, 2500 psi concrete
Hodge Engineering, Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA. 98335
253-857-7055
Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 .
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegmentPhi*Mnxalong Beam
+1.20D+0.50L+0.50S
Span # 1 1 5.000 11.81 26.45 0.45
+1.20D+0.50L+0.70S
Span # 1 1 5.000 13.84 26.45 0.52
+0.90D
Span # 1 1 5.000 4.73 26.45 0.18
.
Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in)
Overall Maximum Deflections
+D+S 1 0.0036 2.500 0.0000 0.000
59 of 65
Hodge Engineering, Inc.
3733 Rosedale St. Ste. 200
Gig Harbor, WA. 98335
Title :6' Unrestrained 40 psf Surcharge
Dsgnr:JEH
Page : 1
Description....
6' Unrestrained wall
This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING
Project Name/Number : unrestrained
6.00
0.50
0.00
12.00
1,500.0
35.0
0.0 300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00= pcf
=
Soil Density, Heel
=
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 110.00pcf
Footing||Soil Friction =0.350
Soil height to ignore
for passive pressure = 0.00in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
40.0 Lateral Load = 0.0#/ft
0.0
100.0
200.0
0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe psf
Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability Ratios
Overturning =2.07OK
Sliding =1.55OK
Total Bearing Load =2,391lbs
...resultant ecc. =6.69in
Soil Pressure @ Toe =1,488psf OK
Soil Pressure @ Heel =0psf OK
Allowable =1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =2,083psf
ACI Factored @ Heel =0psf
Footing Shear @ Toe =19.0psi OK
Footing Shear @ Heel =9.2psi OK
Allowable =75.0psi
Sliding Calcs
Lateral Sliding Force =883.3lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
766.8
600.0
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 3rd 2nd
Stem OKStem OK Stem OK
Bottom
Shear.....Actual
Design Height Above Ftg =3.50ft 1.00 0.00
Wall Material Above "Ht" =Concrete Concrete Concrete
Thickness =8.00 8.00 8.00
Rebar Size =###4 4 4
Rebar Spacing = 12.00 12.00 12.00
Rebar Placed at =Center Center Center
Design Data
fb/FB + fa/Fa =0.061 0.419 0.703
Total Force @ Section
=l bs
Moment....Actual
=ft-#
Moment.....Allowable =3,387.6 3,387.6 3,387.6ft-#
=p si
Shear.....Allowable =75.0 75.0psi 75.0
Wall Weight = 100.0 100.0psf 100.0
Rebar Depth 'd'= 4.00in 4.00 4.00
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Data
f'c =2,500.0 2,500.0psi 2,500.0
Fy =60,000.0 60,000.0
Masonry Design Method ASD=
Load Factors
Building Code IBC 2018,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi 60,000.0
Service Level
= 225.9 801.8lbs 1,130.2Strength Level
Service Level
Strength Level = 209.5 1,421.2 2,382.5ft-#
Service Level
Strength Level = 4.7 16.7 23.5psi
Design Method = LRFD LRFD LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry)=in2
60 of 65
Hodge Engineering, Inc.
3733 Rosedale St. Ste. 200
Gig Harbor, WA. 98335
Title :6' Unrestrained 40 psf Surcharge
Dsgnr:JEH
Page : 2
Description....
6' Unrestrained wall
This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING
Project Name/Number : unrestrained
Concrete Stem Rebar Area Details
3rd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.0126 in2/ft
(4/3) * As :0.0169 in2/ft Min Stem T&S Reinf Area 0.576 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
2nd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.0858 in2/ft
(4/3) * As :0.1144 in2/ft Min Stem T&S Reinf Area 0.480 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.1438 in2/ft
(4/3) * As :0.1918 in2/ft Min Stem T&S Reinf Area 0.192 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.16 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in
1.30
1.96
9.00
Footing Torsion, Tu ==ft-lbs0 .00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
= 2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
8.00
3.00
1.30ft
Footing Thickness =in
3.26=
Cover @ Top =2.00 in@ Btm.=3.00in
Total Footing Width
=150.00pcfFooting Concrete Density
Fy=60,000psi
Footing Design Results
Key:
=
phiMn = phi'5'lambda'sqrt(fc)'Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 6
phiMn = phi'5'lambda'sqrt(fc)'Sm
=# 4 @ 13.89 in
=
=
=
=
=
2,083
18,171
2,691
1,290
19.05
75.00
Heel:
0
211
831
620
9.24
40.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 4 @ 12.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.63
0.19
#4@ 12.35 in
#5@ 19.14 in
#6@ 27.16 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 24.69 in
#5@ 38.27 in
#6@ 54.32 in
supplemental design for footing torsion.
61 of 65
Hodge Engineering, Inc.
3733 Rosedale St. Ste. 200
Gig Harbor, WA. 98335
Title :8' Unrestrained 40 psf Surcharge
Dsgnr:JEH
Page : 1
Description....
8' Unrestrained wall 40 psf surcharge
This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING
Project Name/Number : unrestrained
8.00
0.50
0.00
12.00
1,515.0
35.0
0.0 300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00= pcf
=
Soil Density, Heel
=
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 110.00pcf
Footing||Soil Friction =0.350
Soil height to ignore
for passive pressure = 0.00in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
40.0 Lateral Load = 0.0#/ft
0.0
100.0
200.0
0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe psf
Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability Ratios
Overturning =2.38OK
Sliding =1.53OK
Total Bearing Load =4,030lbs
...resultant ecc. =7.50in
Soil Pressure @ Toe =1,514psf OK
Soil Pressure @ Heel =179psf OK
Allowable =1,515 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =2,120psf
ACI Factored @ Heel =251psf
Footing Shear @ Toe =19.7psi OK
Footing Shear @ Heel =11.6psi OK
Allowable =75.0psi
Sliding Calcs
Lateral Sliding Force =1,532.0lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
1,340.3
1,001.0
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 3rd 2nd
Stem OKStem OK Stem OK
Bottom
Shear.....Actual
Design Height Above Ftg =3.50ft 1.00 0.00
Wall Material Above "Ht" =Concrete Concrete Concrete
Thickness =8.00 8.00 8.00
Rebar Size =###5 5 5
Rebar Spacing = 12.00 12.00 10.75
Rebar Placed at =Center Center Center
Design Data
fb/FB + fa/Fa =0.208 0.729 0.970
Total Force @ Section
=l bs
Moment....Actual
=ft-#
Moment.....Allowable =5,069.7 5,069.7 5,593.0ft-#
=p si
Shear.....Allowable =75.0 75.0psi 75.0
Wall Weight = 100.0 100.0psf 100.0
Rebar Depth 'd'= 4.00in 4.00 4.00
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Data
f'c =2,500.0 2,500.0psi 2,500.0
Fy =60,000.0 60,000.0
Masonry Design Method ASD=
Load Factors
Building Code IBC 2018,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi 60,000.0
Service Level
= 658.6 1,514.5lbs 1,954.9Strength Level
Service Level
Strength Level = 1,056.7 3,700.2 5,430.3ft-#
Service Level
Strength Level = 13.7 31.6 40.7psi
Design Method = LRFD LRFD LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry)=in2
62 of 65
Hodge Engineering, Inc.
3733 Rosedale St. Ste. 200
Gig Harbor, WA. 98335
Title :8' Unrestrained 40 psf Surcharge
Dsgnr:JEH
Page : 2
Description....
8' Unrestrained wall 40 psf surcharge
This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING
Project Name/Number : unrestrained
Concrete Stem Rebar Area Details
3rd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.0638 in2/ft
(4/3) * As :0.0851 in2/ft Min Stem T&S Reinf Area 0.960 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.31 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
2nd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.2234 in2/ft
(4/3) * As :0.2978 in2/ft Min Stem T&S Reinf Area 0.480 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.2234 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.31 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.3278 in2/ft
(4/3) * As :0.4371 in2/ft Min Stem T&S Reinf Area 0.192 in2
200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.3278 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.346 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in
2.05
2.71
12.00
Footing Torsion, Tu ==ft-lbs0 .00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
= 2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
8.00
7.00
2.05ft
Footing Thickness =in
4.76=
Cover @ Top =2.00 in@ Btm.=3.00in
Total Footing Width
=150.00pcfFooting Concrete Density
Fy=60,000psi
Footing Design Results
Key:
=
#4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
=# 4 @ 13.89 in
=
=
=
=
=
2,120
46,526
7,837
3,224
19.69
75.00
Heel:
251
1,086
2,721
1,635
11.62
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 4 @ 18.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 4 @ 9.26 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
1.23
0.26
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
supplemental design for footing torsion.
63 of 65
Hodge Engineering, Inc.
3733 Rosedale St. Ste. 200
Gig Harbor, WA. 98335
Title :10' Unrestrained 40 psf Surcharge Page : 1
Dsgnr:JEH Date: 11 JUN 2021
Description....
10' Unrestrained wall with 40 psf surcharge
This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING
Project Name/Number : unrestrained
10.00
0.50
0.00
12.00
1,500.0
35.0
0.0 300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00= pcf
=
Soil Density, Heel
=
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 110.00pcf
Footing||Soil Friction =0.350
Soil height to ignore
for passive pressure = 0.00in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
40.0 Lateral Load = 0.0#/ft
0.0
0.0
0.0
0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe psf
Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability Ratios
Overturning =2.64OK
Sliding =1.53OK
Total Bearing Load =5,600lbs
...resultant ecc. =7.60in
Soil Pressure @ Toe =1,438psf OK
Soil Pressure @ Heel =351psf OK
Allowable =1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =2,014psf
ACI Factored @ Heel =492psf
Footing Shear @ Toe =28.7psi OK
Footing Shear @ Heel =18.0psi OK
Allowable =75.0psi
Sliding Calcs
Lateral Sliding Force =2,257.5lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
1,960.1
1,504.2
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 3rd 2nd
Stem OKStem OK Stem OK
Bottom
Shear.....Actual
Design Height Above Ftg =3.50ft 1.00 0.00
Wall Material Above "Ht" =Concrete Concrete Concrete
Thickness =8.00 8.00 8.00
Rebar Size =###5 5 5
Rebar Spacing = 9.00 9.00 9.00
Rebar Placed at = 6.25 i 6.25 i 6.25 i
Design Data
fb/FB + fa/Fa =0.279 0.711 0.965
Total Force @ Section
=l bs
Moment....Actual
=ft-#
Moment.....Allowable =10,717.8 10,717.8 10,717.8ft-#
=p si
Shear.....Allowable =75.0 75.0psi 75.0
Wall Weight = 100.0 100.0psf 100.0
Rebar Depth 'd'= 6.25in 6.25 6.25
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Data
f'c =2,500.0 2,500.0psi 2,500.0
Fy =60,000.0 60,000.0
Masonry Design Method ASD=
Load Factors
Building Code IBC 2018,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000 psi 60,000.0
Service Level
= 1,315.4 2,451.3lbs 3,003.6Strength Level
Service Level
Strength Level = 2,993.3 7,628.7 10,351.5ft-#
Service Level
Strength Level = 17.5 32.7 40.0psi
Design Method = LRFD LRFD LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry)=in2
64 of 65
Hodge Engineering, Inc.
3733 Rosedale St. Ste. 200
Gig Harbor, WA. 98335
Title :10' Unrestrained 40 psf Surcharge Page : 2
Dsgnr:JEH Date: 11 JUN 2021
Description....
10' Unrestrained wall with 40 psf surcharge
This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING
Project Name/Number : unrestrained
Concrete Stem Rebar Area Details
3rd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.1121 in2/ft
(4/3) * As :0.1495 in2/ft Min Stem T&S Reinf Area 1.344 in2
200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
2nd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.2858 in2/ft
(4/3) * As :0.3811 in2/ft Min Stem T&S Reinf Area 0.480 in2
200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.2858 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.3878 in2/ft
(4/3) * As :0.5171 in2/ft Min Stem T&S Reinf Area 0.192 in2
200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.3878 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in
2.80
3.46
12.00
Footing Torsion, Tu ==ft-lbs0 .00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
= 2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
8.00
14.00
2.80ft
Footing Thickness =in
6.26=
Cover @ Top =2.00 in@ Btm.=3.00in
Total Footing Width
=150.00pcfFooting Concrete Density
Fy=60,000psi
Footing Design Results
Key:
=
#4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
=# 4 @ 13.88 in
=
=
=
=
=
2,014
83,819
14,633
5,766
28.73
75.00
Heel:
492
2,808
6,113
3,305
17.96
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 4 @ 9.26 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 4 @ 9.25 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
1.62
0.26
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
supplemental design for footing torsion.
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