MW 16 ENGINEERING CALCULATIONS1 of 155
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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)
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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.
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ASCE 7 Hazards Report
Address:
No Address at This Location
Standard:ASCE/SEI 7-16 Latitude:46.93636
Risk Category:II Longitude:-122.6103
Soil Class:D - Default (see
Section 11.4.3)
Elevation:351.51758092375906 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 14 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 14 20237 of 155
SS : 1.286
S1 : 0.465
F a : 1.2
F v : N/A
SMS : 1.543
SM1 : N/A
SDS : 1.029
SD1 : N/A
T L : 16
PGA : 0.511
PGA M : 0.613
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 14 2023
Page 2 of 4https://asce7hazardtool.online/Mon Aug 14 20238 of 155
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 14 2023
If available, download FIRM panel here
Download FEMA Flood Insurance Study for this area here
Page 3 of 4https://asce7hazardtool.online/Mon Aug 14 20239 of 155
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 14 202310 of 155
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: Meadows Lot 16, 15522 Bergh Ct SE, Yelm, WA 98597
Plan: Summit 3 Car
Job: 230338
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)230338 - LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Aug. 15, 2023 09:35:46
-11' 8"-10'-8' 4"-6' 8"-5'-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
E-1:SW1 19 2
6-1:SW1 19 2A-1:SW1 19 22-1D-13-1B-2
4-1:SW1 128C-2
4-22-21-1:SW1 19 2B-1
C-1:SW1 128
326505559505559424717971732289117141234173217141234463438871797173228914634171412344634643117326778171412341138588576588576346886886889490086830733492868261289421599004374824824824823701631634221109810981118109827112532363919641098271111182532253219531435705694705694359074920574977675974911821314205745749776421759
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; 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
12 of 155
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Aug. 15, 2023 09:35:46
-11' 8"-10'-8' 4"-6' 8"-5'-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
E-1:SW1 19 2
6-1:SW1 19 2A-1:SW1 19 22-1D-13-1B-2
4-1:SW1 128C-2
4-22-21-1:SW1 19 2B-1
C-1:SW1 128
4374376787506787504052
4052 14741420237014061012142014061012442038081474142023704420140610124420589414206178140610121872
1872 966947966947320932096986987197246982788312269824177192050724339339374374374374
382382168168386538658078072482231931321799876248289223192319178922332233109710801097108028805731576126346205739271028157598612634333620Loads: 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
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Aug. 15, 2023 09:35:46
-11' 8"-10'-8' 4"-6' 8"-5'-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
D-1:SW1 19 2
6-1:SW1 19 2B-1:SW1 19 22-1:SW1 19 2B-2
3-1:SW1 19 2B-3
5-1:SW1 19 2298517971732289117141234179717322891171412342684868894900868894900291910981118109811182749749776759749776759
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; 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
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Aug. 15, 2023 09:35:46
-11' 8"-10'-8' 4"-6' 8"-5'-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
D-1:SW1 19 2
6-1:SW1 19 2B-1:SW1 19 22-1:SW1 19 2B-2
3-1:SW1 19 2B-3
5-1:SW1 19 22447
244714741420237014061012147414202370140610122159215969871972469871972423298078228768922246573593580612634620
Loads: 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
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)
230338 - LATERAL ANALYSIS (ELEVATION
A - GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Hodge Engineering Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA 98335
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
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
6.00
Elevation
(between stories)
5.00
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 Table 4.3.3.5
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 Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 355ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.470g Ss: 1.290g
Fundamental Period E-W N-S
T Used 0.223s 0.223s
Approximate Ta 0.223s 0.223s
Maximum T 0.312s 0.312s
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 78 mph
1 16 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
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 22.00 1'-6.0
Level 2 12.50 10.0 8.00 14.0 14.5
Level 1 3.00 10.0 9.00 14.0 14.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y =0.00 12.00 North Side 30.3 1.00
Extent X,Y =35.50 38.00 South Side 30.3 1.00
Ridge Y Location, Offset 31.00 0.00 East Gable 90.0 1.00
Ridge Elevation, Height 33.50 11.00 West Gable 90.0 1.00
Block 2 2 Story N-S Ridge
Location X,Y =0.00 10.00 North Joined 149.7 1.00
Extent X,Y =28.00 2.00 South Gable 90.0 1.00
Ridge X Location, Offset 14.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 31.50 9.50 West Side 33.7 1.00
Block 3 2 Story N-S Ridge
Location X,Y =0.00 8.00 North Joined 90.0 1.00
Extent X,Y =14.00 2.00 South Gable 90.0 1.00
Ridge X Location, Offset 7.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 27.00 4.50 West Side 33.7 1.00
Block 4 1 Story N-S Ridge
Location X,Y =24.00 0.00 North Gable 90.0 1.00
Extent X,Y =11.00 11.00 South Gable 90.0 1.00
Ridge X Location, Offset 29.50 0.00 East Side 36.9 1.00
Ridge Elevation, Height 17.00 4.00 West Side 36.9 1.00
Block 5 1 Story E-W Ridge
Location X,Y =0.50 4.50 North Side 90.0 1.00
Extent X,Y =22.50 5.00 South Side 18.5 1.00
Ridge Y Location, Offset 9.50 2.50 East Gable 90.0 1.00
Ridge Elevation, Height 14.50 1.50 West Gable 90.0 1.00
Block 6 1 Story E-W Ridge
Location X,Y =0.50 50.00 North Side 22.6 1.00
Extent X,Y =29.50 7.00 South Side 90.0 1.00
Ridge Y Location, Offset 50.00 -3.50 East Gable 90.0 1.00
Ridge Elevation, Height 15.50 3.00 West Gable 90.0 1.00
Block 7 1 Story N-S Ridge
Location X,Y =14.00 57.00 North Gable 90.0 1.00
Extent X,Y =15.50 5.00 South Joined 157.4 1.00
Ridge X Location, Offset 22.00 0.00 East Side 20.5 1.00
Ridge Elevation, Height 15.50 3.00 West Side 20.4 1.00
Block 8 1 Story E-W Ridge
Location X,Y =-10.00 13.00 North Side 22.6 1.00
Extent X,Y =10.00 19.50 South Side 22.6 1.00
Ridge Y Location, Offset 22.50 0.00 East Joined 90.0 1.00
Ridge Elevation, Height 26.00 4.00 West Gable 90.0 1.00
2 17 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
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 6 12 Y 1,3
2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,2,3
3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3
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 SW1 19 2
1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 128
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
3 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 18 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
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 1
Line 1 Seg 1 -10.00 12.00 32.67 20.67 20.67 - 9.00
Wall 1-1 Seg 1 -10.00 12.00 32.67 20.67 20.67 0.44 -
Line 2
Level 2
Line 2 1 0.00 8.00 50.00 42.00 37.00 - 8.00
Wall 2-1 Seg 1 0.00 8.00 50.00 42.00 37.00 - -
Segment 1 -- 8.00 30.17 22.17 - 0.36 -
Opening 1 -- 30.17 35.17 5.00 - - 6.67
Segment 2 -- 35.17 50.00 14.83 - 0.54 -
Level 1
Line 2 1 0.00 10.00 57.00 47.00 16.33 - 9.00
Wall 2-1 Seg 1 0.00 10.00 12.00 2.00 0.00 4.50 -
Wall 2-2 Seg 1 0.00 32.67 57.00 24.33 16.33 - -
Segment 1 -- 32.67 49.83 17.17 - 1.86 -
Opening 1 -- 49.83 53.83 4.00 - - 6.67
Segment 2 -- 53.83 43.67 10.17 - 2.16 -
Opening 2 -- 43.67 45.67 2.00 - - 6.67
Segment 3 -- 45.67 37.50 8.17 - 2.16 -
Opening 3 -- 37.50 39.50 2.00 - - 6.67
Segment 4 -- 39.50 57.00 17.50 - 2.84 -
Line 3
Level 2
Line 3 Seg 1 14.00 8.00 50.00 42.00 0.00 - 8.00
Wall 3-1 Seg 1 14.00 8.00 10.00 2.00 0.00 4.00 -
Level 1
Line 3 14.00 8.00 57.00 49.00 0.00 - 9.00
Wall 3-1 NSW 14.50 50.00 57.00 7.00 0.00 - -
Segment 1 -- 50.00 50.50 0.50 - - -
Opening 1 -- 50.50 53.50 3.00 - - 6.67
Segment 2 -- 53.50 57.00 3.50 - - -
Line 4
Level 1
Line 4 1 22.00 0.00 50.00 50.00 19.00 - 9.00
Wall 4-1 Seg 1 24.00 0.00 10.00 10.00 7.00 - -
Segment 1 -- 0.00 7.00 7.00 - 1.29 -
Opening 1 -- 7.00 9.50 2.50 - - 6.67
Segment 2 -- 9.50 10.00 0.50 - 18.00 -
Wall 4-2 Seg 1 20.50 10.00 22.00 12.00 12.00 0.75 -
Line 5
Level 2
Line 5 Seg 1 28.00 10.00 50.00 40.00 0.00 - 8.00
Wall 5-1 Seg 1 28.00 10.00 12.00 2.00 0.00 4.00 -
Line 6
Level 2
Line 6 1 35.00 12.00 50.00 38.00 29.83 - 8.00
Wall 6-1 Seg 1 35.00 12.00 50.00 38.00 29.83 - -
Segment 1 -- 12.00 28.00 16.00 - 0.50 -
Opening 1 -- 28.00 30.50 2.50 - - 6.67
Segment 2 -- 30.50 35.50 5.00 - 1.60 -
Opening 2 -- 35.50 37.50 2.00 - - 6.67
Segment 3 -- 37.50 46.33 8.83 - 0.91 -
Opening 3 -- 46.33 48.33 2.00 - - 6.67
Segment 4 -- 48.33 50.00 1.67 - 4.80 -
Level 1
Line 6 1 35.00 0.00 50.00 50.00 43.67 - 9.00
Wall 6-1 Seg 1 35.00 0.00 50.00 50.00 43.67 - -
Segment 1 -- 0.00 34.50 34.50 - 0.26 -
Opening 1 -- 34.50 36.50 2.00 - - 6.67
Segment 2 -- 36.50 45.67 9.17 - 0.98 -
Opening 2 -- 45.67 47.67 2.00 - - 6.67
Segment 3 -- 47.67 50.00 2.33 - 3.86 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft]
Line A
Level 1
Line A 1 0.00 24.00 35.00 11.00 6.00 - 9.00
Wall A-1 Seg 1 0.00 24.00 35.00 11.00 6.00 - -
4 19 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Segment 1 -- 24.00 26.83 2.83 - 3.18 -
Opening 1 -- 26.83 31.83 5.00 - - 6.67
Segment 2 -- 31.83 35.00 3.17 - 2.84 -
Line B
Level 2
Line B 1 9.50 0.00 35.00 35.00 19.67 - 8.00
Wall B-1 Seg 1 8.00 0.00 14.00 14.00 8.00 - -
Segment 1 -- 0.00 4.17 4.17 - 1.92 -
Opening 1 -- 4.17 10.17 6.00 - - 6.67
Segment 2 -- 10.17 14.00 3.83 - 2.09 -
Wall B-2 Seg 1 10.00 14.00 28.00 14.00 8.00 - -
Segment 1 -- 14.00 18.17 4.17 - 1.92 -
Opening 1 -- 18.17 24.17 6.00 - - 6.67
Segment 2 -- 24.17 28.00 3.83 - 2.09 -
Wall B-3 Seg 1 12.00 28.00 35.00 7.00 3.67 - -
Segment 1 -- 28.00 31.67 3.67 - 2.18 -
Opening 1 -- 31.67 34.00 2.33 - - 6.67
Segment 2 -- 34.00 35.00 1.00 - 8.00 -
Level 1
Line B 2 10.50 -10.00 35.00 45.00 9.00 - 9.00
Wall B-1 Seg 2 12.00 -10.00 0.00 10.00 3.00 - -
Segment 1 -- -10.00 -7.00 3.00 - 3.00 -
Opening 1 -- -7.00 -1.00 6.00 - - 6.67
Segment 2 -- -1.00 0.00 1.00 - 9.00 -
Wall B-2 Seg 2 10.00 0.00 24.00 24.00 6.00 - -
Segment 1 -- 0.00 3.00 3.00 - 3.00 -
Opening 1 -- 3.00 18.00 15.00 - - 6.67
Segment 2 -- 18.00 21.00 3.00 - 3.00 -
Opening 2 -- 21.00 23.50 2.50 - - 6.67
Segment 3 -- 23.50 24.00 0.50 - 18.00 -
Line C
Level 1
Line C 1 32.50 -10.00 35.00 45.00 18.17 - 9.00
Wall C-1 Seg 1 32.50 -10.00 0.00 10.00 6.17 - -
Segment 1 -- -10.00 -3.83 6.17 - 1.46 -
Opening 1 -- -3.83 -0.83 3.00 - - 6.67
Segment 2 -- -0.83 0.00 0.83 - 10.80 -
Wall C-2 Seg 1 32.00 0.00 12.00 12.00 12.00 0.75 -
Line D
Level 2
Line D 1 50.00 0.00 35.00 35.00 25.17 - 8.00
Wall D-1 Seg 1 50.00 0.00 35.00 35.00 25.17 - -
Segment 1 -- 0.00 14.83 14.83 - 0.54 -
Opening 1 -- 14.83 18.67 3.83 - - 6.67
Segment 2 -- 18.67 24.17 5.50 - 1.45 -
Opening 2 -- 24.17 30.17 6.00 - - 6.67
Segment 3 -- 30.17 35.00 4.83 - 1.66 -
Level 1
Line D 3 50.00 0.00 35.00 35.00 12.50 - 9.00
Wall D-1 Seg 3 50.00 14.50 35.00 20.50 12.50 - -
Segment 1 -- 14.50 20.17 5.67 - 1.59 -
Opening 1 -- 20.17 28.17 8.00 - - 6.67
Segment 2 -- 28.17 35.00 6.83 - 1.32 -
Line E
Level 1
Line E 1 57.00 0.00 14.50 14.50 8.67 - 9.00
Wall E-1 Seg 1 57.00 0.00 14.50 14.50 8.67 - -
Segment 1 -- 0.00 4.33 4.33 - 2.08 -
Opening 1 -- 4.33 10.17 5.83 - - 6.67
Segment 2 -- 10.17 14.50 4.33 - 2.08 -
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
5 20 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
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 21 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
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 1
Ln1, Lev1 1 Both 18.5 - 382 - 1.0 - 339 - 339 6996 0.05
Line 2
Level 2
Ln2, Lev2 - S->N - - 2329 - - - 339 - - 12525 -
- N->S - - 2146 - - - 339 - - 12525 -
Wall 2-1 1 S->N - - 2329 - 1.0 - 339 - - 12525 -
1 N->S - - 2146 - 1.0 - 339 - - 12525 -
Seg. 1 - S->N 62.9 0.0 1395 - 1.0 - 339 - 339 7504 0.19
- N->S 58.0 0.0 1286 - 1.0 - 339 - 339 7504 0.17
Seg. 2 - S->N 62.9 0.0 934 - 1.0 - 339 - 339 5021 0.19
- N->S 58.0 0.0 860 - 1.0 - 339 - 339 5021 0.17
Level 1
Ln2, Lev1 - Both - - 3865 - - - 339 - - 4847 -
Wall 2-1 1 Both 0.0 - 0 - 1.0 - 339 - - - -
Wall 2-2 1 Both - - 3865 - 1.0 - 339 - - 4847 -
Seg. 1 - Both 73.6 0.0 1264 - 1.0 - 339 - 339 5811 0.22
Seg. 2 - Both 99.3 0.0 1009 - .93 - 313 - 313 3187 0.32
Seg. 3 - Both 123.6 0.0 1009 - .93 - 313 - 313 2560 0.39
Seg. 4 - Both 33.3 0.0 583 - .70 - 238 - 238 4169 0.14
Line 4
Ln4, Lev1 - Both - - 2233 - - - 339 - - 6432 -
Wall 4-1 1 Both - - 823 - 1.0 - 339 - - 2370 -
Seg. 1 - Both 117.5 0.0 823 - 1.0 - 339 - 339 2370 0.35
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Wall 4-2 1 Both 117.5 - 1410 - 1.0 - 339 - 339 4062 0.35
Line 6
Level 2
Ln6, Lev2 - S->N - - 2246 - - - 339 - - 10099 -
- N->S - - 2102 - - - 339 - - 10099 -
Wall 6-1 1 S->N - - 2246 - 1.0 - 339 - - 10099 -
1 N->S - - 2102 - 1.0 - 339 - - 10099 -
Seg. 1 - S->N 75.3 0.0 1204 - 1.0 - 339 - 339 5416 0.22
- N->S 70.5 0.0 1127 - 1.0 - 339 - 339 5416 0.21
Seg. 2 - S->N 75.3 0.0 376 - 1.0 - 339 - 339 1693 0.22
- N->S 70.5 0.0 352 - 1.0 - 339 - 339 1693 0.21
Seg. 3 - S->N 75.3 0.0 665 - 1.0 - 339 - 339 2990 0.22
- N->S 70.5 0.0 622 - 1.0 - 339 - 339 2990 0.21
Seg. 4 - S->N 0.0 0.0 0 - 1.0 - 339 - 339 - -
- N->S 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
Ln6, Lev1 - S->N - - 2880 - - - 339 - - 14782 -
- N->S - - 2857 - - - 339 - - 14782 -
Wall 6-1 1 S->N - - 2880 - 1.0 - 339 - - 14782 -
1 N->S - - 2857 - 1.0 - 339 - - 14782 -
Seg. 1 - S->N 66.0 0.0 2276 - 1.0 - 339 - 339 11679 0.19
- N->S 65.4 0.0 2258 - 1.0 - 339 - 339 11679 0.19
Seg. 2 - S->N 66.0 0.0 605 - 1.0 - 339 - 339 3103 0.19
- N->S 65.4 0.0 600 - 1.0 - 339 - 339 3103 0.19
Seg. 3 - S->N 0.0 0.0 0 - 1.0 - 339 - 339 - -
- N->S 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 1
LnA, Lev1 - Both - - 437 - - - 339 - - 1358 -
Wall A-1 1 Both - - 437 - 1.0 - 339 - - 1358 -
Seg. 1 - Both 68.6 0.0 194 - .63 - 213 - 213 604 0.32
Seg. 2 - Both 76.7 0.0 243 - .70 - 238 - 238 754 0.32
Line B
Level 2
LnB, Lev2 - Both - - 2447 - - - 339 - - 6446 -
Wall B-1 1 Both - - 1008 - 1.0 - 339 - - 2654 -
Seg. 1 - Both 128.5 0.0 536 - 1.0 - 339 - 339 1411 0.38
7 22 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
SHEAR RESULTS (flexible wind design, continued)
Seg. 2 - Both 123.2 0.0 472 - .96 - 324 - 324 1244 0.38
Wall B-2 1 Both - - 1008 - 1.0 - 339 - - 2654 -
Seg. 1 - Both 128.5 0.0 536 - 1.0 - 339 - 339 1411 0.38
Seg. 2 - Both 123.2 0.0 472 - .96 - 324 - 324 1244 0.38
Wall B-3 1 Both - - 432 - 1.0 - 339 - - 1138 -
Seg. 1 - Both 117.8 0.0 432 - .92 - 310 - 310 1138 0.38
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
LnB, Lev1 - Both - - 4052 - - 638 638 - A - 7656 -
Wall B-1 2 Both - - 1351 1.01.0 638 638 - - 2552 -
Seg. 1 - Both 450.2
1543499
0959963
6
1351 .67.67 425 425 - 851 2552 0.53
Seg. 2 - Both 0.0 0.0 0 1.01.0 638 638 - 1276 - -
Wall B-2 2 Both - - 2701 1.01.0 638 638 - - 5104 -
Seg. 1 - Both 450.2
1543499
0959963
6
1351 .67.67 425 425 - 851 2552 0.53
Seg. 2 - Both 450.2
1543499
0959963
6
1351 .67.67 425 425 - 851 2552 0.53
Seg. 3 - Both 0.0 0.0 0 1.01.0 638 638 - 1276 - -
Line C
LnC, Lev1 - Both - - 1872 - - - 339 - - 6150 -
Wall C-1 1 Both - - 635 - 1.0 - 339 - - 2088 -
Seg. 1 - Both 103.0 0.0 635 - 1.0 - 339 - 339 2088 0.30
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Wall C-2 1 Both 103.0 - 1236 - 1.0 - 339 - 339 4062 0.30
Line D
Level 2
LnD, Lev2 - Both - - 2159 - - - 339 - - 8519 -
Wall D-1 1 Both - - 2159 - 1.0 - 339 - - 8519 -
Seg. 1 - Both 85.8 0.0 1273 - 1.0 - 339 - 339 5021 0.25
Seg. 2 - Both 85.8 0.0 472 - 1.0 - 339 - 339 1862 0.25
Seg. 3 - Both 85.8 0.0 415 - 1.0 - 339 - 339 1636 0.25
Level 1
LnD, Lev1 - Both - - 3209 - - - 495 - - 6185 -
Wall D-1 3 Both - - 3209 - 1.0 - 495 - - 6185 -
Seg. 1 - Both 256.8 0.0 1455 - 1.0 - 495 - 495 2804 0.52
Seg. 2 - Both 256.8 0.0 1754 - 1.0 - 495 - 495 3381 0.52
Line E
LnE, Lev1 - Both - - 339 - - - 339 - - 2825 -
Wall E-1 1 Both - - 339 - 1.0 - 339 - - 2825 -
Seg. 1 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12
Seg. 2 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12
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 Table 4.3.3.5.
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 23 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
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 36519 1414.0 8098 8098 5669 5669 5669 5669
1 50010 1818.0 5640 5640 7225 7225 7225 7225
All 86529 - 13738 13738 - - - -
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 = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144
compression.
9 24 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
GABLE) 3 CAR.wsw Aug. 15, 2023 09:37:01
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 1
Ln1, Lev1 1 Both 17.9 - 370 - 1.0 - 242 - 242 4997 0.07
Line 2
Level 2
Ln2, Lev2 - Both - - 2919 - - - 242 - - 8947 -
Wall 2-1 1 Both - - 2919 - 1.0 - 242 - - 8947 -
Seg. 1 - Both 78.9 0.0 1749 - 1.0 - 242 - 242 5360 0.33
Seg. 2 - Both 78.9 0.0 1170 - 1.0 - 242 - 242 3587 0.33
Level 1
Ln2, Lev1 - Both - - 4221 - - - 242 - - 3462 -
Wall 2-1 1 Both 0.0 - 0 - 1.0 - 242 - - - -
Wall 2-2 1 Both - - 4221 - 1.0 - 242 - - 3462 -
Seg. 1 - Both 80.4 0.0 1381 - 1.0 - 242 - 242 4151 0.33
Seg. 2 - Both 108.4 0.0 1102 - .93 - 224 - 224 2276 0.48
Seg. 3 - Both 134.9 0.0 1102 - .93 - 224 - 224 1828 0.60
Seg. 4 - Both 36.4 0.0 637 - .70 - 170 - 170 2978 0.21
Line 4
Ln4, Lev1 - Both - - 1435 - - - 242 - - 4594 -
Wall 4-1 1 Both - - 529 - 1.0 - 242 - - 1693 -
Seg. 1 - Both 75.5 0.0 529 - 1.0 - 242 - 242 1693 0.31
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Wall 4-2 1 Both 75.5 - 906 - 1.0 - 242 - 242 2902 0.31
Line 6
Level 2
Ln6, Lev2 - Both - - 2749 - - - 242 - - 7214 -
Wall 6-1 1 Both - - 2749 - 1.0 - 242 - - 7214 -
Seg. 1 - Both 92.2 0.0 1475 - 1.0 - 242 - 242 3869 0.38
Seg. 2 - Both 92.2 0.0 461 - 1.0 - 242 - 242 1209 0.38
Seg. 3 - Both 92.2 0.0 814 - 1.0 - 242 - 242 2136 0.38
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
Ln6, Lev1 - Both - - 3590 - - - 242 - - 10559 -
Wall 6-1 1 Both - - 3590 - 1.0 - 242 - - 10559 -
Seg. 1 - Both 82.2 0.0 2836 - 1.0 - 242 - 242 8342 0.34
Seg. 2 - Both 82.2 0.0 754 - 1.0 - 242 - 242 2217 0.34
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 1
LnA, Lev1 - Both - - 326 - - - 242 - - 970 -
Wall A-1 1 Both - - 326 - 1.0 - 242 - - 970 -
Seg. 1 - Both 51.2 0.0 145 - .63 - 152 - 152 431 0.34
Seg. 2 - Both 57.2 0.0 181 - .70 - 170 - 170 539 0.34
Line B
Level 2
LnB, Lev2 - Both - - 2985 - - - 242 - - 4604 -
Wall B-1 1^Both - - 1229 - 1.0 - 242 - - 1896 -
Seg. 1 - Both 156.8 0.0 653 - 1.0 - 242 - 242 1008 0.65
Seg. 2 - Both 150.2 0.0 576 - .96 - 232 - 232 888 0.65
Wall B-2 1^Both - - 1229 - 1.0 - 242 - - 1896 -
Seg. 1 - Both 156.8 0.0 653 - 1.0 - 242 - 242 1008 0.65
Seg. 2 - Both 150.2 0.0 576 - .96 - 232 - 232 888 0.65
Wall B-3 1^Both - - 527 - 1.0 - 242 - - 813 -
Seg. 1 - Both 143.7 0.0 527 - .92 - 222 - 222 813 0.65
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
LnB, Lev1 - Both - - 4247 - - 456 456 - A - 5468 -
Wall B-1 2^Both - - 1416 1.01.0 456 456 - - 1823 -
Seg. 1 - Both 471.9
1543499
0959963
6
1416 .67.67 304 304 - 608 1823 0.78
Seg. 2 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - -
Wall B-2 2^Both - - 2832 1.01.0 456 456 - - 3646 -
Seg. 1 - Both 471.9
1543499
0959963
6
1416 .67 .67 304 304 - 608 1823 0.78
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SHEAR RESULTS (flexible seismic design, continued)
Seg. 2 - Both 471.9
1543499
0959963
6
1416 .67 .67 304 304 - 608 1823 0.78
Seg. 3 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - -
Line C
LnC, Lev1 - Both - - 1138 - - - 242 - - 4393 -
Wall C-1 1 Both - - 386 - 1.0 - 242 - - 1491 -
Seg. 1 - Both 62.6 0.0 386 - 1.0 - 242 - 242 1491 0.26
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Wall C-2 1 Both 62.6 - 752 - 1.0 - 242 - 242 2902 0.26
Line D
Level 2
LnD, Lev2 - Both - - 2684 - - - 242 - - 6085 -
Wall D-1 1 Both - - 2684 - 1.0 - 242 - - 6085 -
Seg. 1 - Both 106.6 0.0 1582 - 1.0 - 242 - 242 3587 0.44
Seg. 2 - Both 106.6 0.0 586 - 1.0 - 242 - 242 1330 0.44
Seg. 3 - Both 106.6 0.0 515 - 1.0 - 242 - 242 1169 0.44
Level 1
LnD, Lev1 - Both - - 3468 - - - 353 - - 4418 -
Wall D-1 3^Both - - 3468 - 1.0 - 353 - - 4418 -
Seg. 1 - Both 277.5 0.0 1572 - 1.0 - 353 - 353 2003 0.79
Seg. 2 - Both 277.5 0.0 1896 - 1.0 - 353 - 353 2415 0.79
Line E
LnE, Lev1 - Both - - 437 - - - 242 - - 2018 -
Wall E-1 1 Both - - 437 - 1.0 - 242 - - 2018 -
Seg. 1 - Both 50.5 0.0 219 - .96 - 233 - 233 1009 0.22
Seg. 2 - Both 50.5 0.0 219 - .96 - 233 - 233 1009 0.22
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 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 Table 4.3.3.5.
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.
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WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Aug. 15, 2023 09:38:19
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
E-1
5-1A-11-1D-12-1B-1
3-1C-1
3-2291450498450498389817481685281216671200168516671200565217481685281263791667120081271685846416671200835640640337884484486987584429933400844254586921048754254694694694693939106810879661041995693106892110876821396686675686675349272820072875573872811501278200725728755410738
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; 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
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0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
E-1
5-1A-11-1D-12-1B-1
3-1C-1
3-24094096347016347014083408315511495249514801065149514801065603715511495249566811480106582331495853214801065179417941374137432843284718718739744718285531997182474739209674433933937437437437435023502853163161787681989260722332233109710801097108028805731576126346205739271028157598612634333620
Loads: 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
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
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0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
D-1
5-1B-11-1B-2
2-1B-3
4-1290317481685281216671200174816852812166712002610844869875844869875
283910681087106810872674728755738728755738Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; 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
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0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
D-1
5-1B-11-1B-2
2-1B-3
4-12576
257615511495249514801065155114952495148010652220222071873974471873974423298078228768922246573593580612634620
Loads: 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
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WoodWorks® Shearwalls 2019 (Update 3)
230338 - LATERAL ANALYSIS (ELEVATION
A - GABLE).wsw Aug. 15, 2023 09:39:11
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Hodge Engineering Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA 98335
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
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
4.00
Elevation
(between stories)
3.50
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 Table 4.3.3.5
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 Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 355ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.465g Ss: 1.286g
Fundamental Period E-W N-S
T Used 0.223s 0.223s
Approximate Ta 0.223s 0.223s
Maximum T 0.312s 0.312s
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 78 mph
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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 22.00 1'-6.0
Level 2 12.50 10.0 8.00 14.0 14.5
Level 1 3.00 10.0 9.00 14.0 14.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y =0.00 12.00 North Side 30.3 1.00
Extent X,Y =35.50 38.00 South Side 30.3 1.00
Ridge Y Location, Offset 31.00 0.00 East Gable 90.0 1.00
Ridge Elevation, Height 33.50 11.00 West Gable 90.0 1.00
Block 2 2 Story N-S Ridge
Location X,Y =0.00 10.00 North Joined 149.7 1.00
Extent X,Y =28.00 2.00 South Gable 90.0 1.00
Ridge X Location, Offset 14.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 31.50 9.50 West Side 33.7 1.00
Block 3 2 Story N-S Ridge
Location X,Y =0.00 8.00 North Joined 90.0 1.00
Extent X,Y =14.00 2.00 South Gable 90.0 1.00
Ridge X Location, Offset 7.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 27.00 4.50 West Side 33.7 1.00
Block 4 1 Story N-S Ridge
Location X,Y =24.00 0.00 North Gable 90.0 1.00
Extent X,Y =11.00 11.00 South Gable 90.0 1.00
Ridge X Location, Offset 29.50 0.00 East Side 36.9 1.00
Ridge Elevation, Height 17.00 4.00 West Side 36.9 1.00
Block 5 1 Story E-W Ridge
Location X,Y =0.50 4.50 North Side 90.0 1.00
Extent X,Y =22.50 5.00 South Side 18.5 1.00
Ridge Y Location, Offset 9.50 2.50 East Gable 90.0 1.00
Ridge Elevation, Height 14.50 1.50 West Gable 90.0 1.00
Block 6 1 Story E-W Ridge
Location X,Y =0.50 50.00 North Side 22.6 1.00
Extent X,Y =29.50 7.00 South Side 90.0 1.00
Ridge Y Location, Offset 50.00 -3.50 East Gable 90.0 1.00
Ridge Elevation, Height 15.50 3.00 West Gable 90.0 1.00
Block 7 1 Story N-S Ridge
Location X,Y =14.00 57.00 North Gable 90.0 1.00
Extent X,Y =15.50 5.00 South Joined 157.4 1.00
Ridge X Location, Offset 22.00 0.00 East Side 20.5 1.00
Ridge Elevation, Height 15.50 3.00 West Side 20.4 1.00
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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 6 12 Y 1,3
2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 2 12 Y 1,2,3
3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3
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
1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 128
2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20
3 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.
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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 1 0.00 8.00 50.00 42.00 37.00 - 8.00
Wall 1-1 Seg 1 0.00 8.00 50.00 42.00 37.00 - -
Segment 1 -- 8.00 30.17 22.17 - 0.36 -
Opening 1 -- 30.17 35.17 5.00 - - 6.67
Segment 2 -- 35.17 50.00 14.83 - 0.54 -
Level 1
Line 1 1 0.00 10.00 57.00 47.00 40.00 - 9.00
Wall 1-1 Seg 1 0.00 10.00 57.00 47.00 40.00 - -
Segment 1 -- 10.00 27.17 17.17 - 0.52 -
Opening 1 -- 27.17 30.17 3.00 - - 6.67
Segment 2 -- 30.17 49.83 19.67 - 0.46 -
Opening 2 -- 49.83 53.83 4.00 - - 6.67
Segment 3 -- 53.83 57.00 3.17 - 2.84 -
Line 2
Level 2
Line 2 NSW 14.00 8.00 57.00 49.00 0.00 - 8.00
Wall 2-1 NSW 14.00 8.00 10.00 2.00 0.00 1.00 -
Level 1
Line 2 14.00 8.00 57.00 49.00 0.00 - 9.00
Wall 2-1 NSW 14.50 50.00 57.00 7.00 0.00 - -
Segment 1 -- 50.00 50.50 0.50 - - -
Opening 1 -- 50.50 53.50 3.00 - - 6.67
Segment 2 -- 53.50 57.00 3.50 - - -
Line 3
Level 1
Line 3 1 22.00 0.00 50.00 50.00 19.00 - 9.00
Wall 3-1 Seg 1 24.00 0.00 10.00 10.00 7.00 - -
Segment 1 -- 0.00 7.00 7.00 - 1.29 -
Opening 1 -- 7.00 9.50 2.50 - - 6.67
Segment 2 -- 9.50 10.00 0.50 - 18.00 -
Wall 3-2 Seg 1 20.50 10.00 22.00 12.00 12.00 0.75 -
Line 4
Level 2
Line 4 NSW 28.00 10.00 12.00 2.00 0.00 - 8.00
Wall 4-1 NSW 28.00 10.00 12.00 2.00 0.00 1.00 -
Line 5
Level 2
Line 5 1 35.00 12.00 50.00 38.00 29.83 - 8.00
Wall 5-1 Seg 1 35.00 12.00 50.00 38.00 29.83 - -
Segment 1 -- 12.00 28.00 16.00 - 0.50 -
Opening 1 -- 28.00 30.50 2.50 - - 6.67
Segment 2 -- 30.50 35.50 5.00 - 1.60 -
Opening 2 -- 35.50 37.50 2.00 - - 6.67
Segment 3 -- 37.50 46.33 8.83 - 0.91 -
Opening 3 -- 46.33 48.33 2.00 - - 6.67
Segment 4 -- 48.33 50.00 1.67 - 4.80 -
Level 1
Line 5 1 35.00 0.00 50.00 50.00 43.67 - 9.00
Wall 5-1 Seg 1 35.00 0.00 50.00 50.00 43.67 - -
Segment 1 -- 0.00 34.50 34.50 - 0.26 -
Opening 1 -- 34.50 36.50 2.00 - - 6.67
Segment 2 -- 36.50 45.67 9.17 - 0.98 -
Opening 2 -- 45.67 47.67 2.00 - - 6.67
Segment 3 -- 47.67 50.00 2.33 - 3.86 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft]
Line A
Level 1
Line A 1 0.00 24.00 35.00 11.00 6.00 - 9.00
Wall A-1 Seg 1 0.00 24.00 35.00 11.00 6.00 - -
Segment 1 -- 24.00 26.83 2.83 - 3.18 -
Opening 1 -- 26.83 31.83 5.00 - - 6.67
Segment 2 -- 31.83 35.00 3.17 - 2.84 -
Line B
Level 2
Line B 1 9.50 0.00 35.00 35.00 19.67 - 8.00
Wall B-1 Seg 1 8.00 0.00 14.00 14.00 8.00 - -
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Segment 1 -- 0.00 4.17 4.17 - 1.92 -
Opening 1 -- 4.17 10.17 6.00 - - 6.67
Segment 2 -- 10.17 14.00 3.83 - 2.09 -
Wall B-2 Seg 1 10.00 14.00 28.00 14.00 8.00 - -
Segment 1 -- 14.00 18.17 4.17 - 1.92 -
Opening 1 -- 18.17 24.17 6.00 - - 6.67
Segment 2 -- 24.17 28.00 3.83 - 2.09 -
Wall B-3 Seg 1 12.00 28.00 35.00 7.00 3.67 - -
Segment 1 -- 28.00 31.67 3.67 - 2.18 -
Opening 1 -- 31.67 34.00 2.33 - - 6.67
Segment 2 -- 34.00 35.00 1.00 - 8.00 -
Level 1
Line B 2 10.00 0.00 35.00 35.00 6.00 - 9.00
Wall B-1 Seg 2 10.00 0.00 24.00 24.00 6.00 - -
Segment 1 -- 0.00 3.00 3.00 - 3.00 -
Opening 1 -- 3.00 18.00 15.00 - - 6.67
Segment 2 -- 18.00 21.00 3.00 - 3.00 -
Opening 2 -- 21.00 23.50 2.50 - - 6.67
Segment 3 -- 23.50 24.00 0.50 - 18.00 -
Line C
Level 1
Line C Seg 1 32.00 0.00 35.00 35.00 12.00 - 9.00
Wall C-1 Seg 1 32.00 0.00 12.00 12.00 12.00 0.75 -
Line D
Level 2
Line D 1 50.00 0.00 35.00 35.00 25.17 - 8.00
Wall D-1 Seg 1 50.00 0.00 35.00 35.00 25.17 - -
Segment 1 -- 0.00 14.83 14.83 - 0.54 -
Opening 1 -- 14.83 18.67 3.83 - - 6.67
Segment 2 -- 18.67 24.17 5.50 - 1.45 -
Opening 2 -- 24.17 30.17 6.00 - - 6.67
Segment 3 -- 30.17 35.00 4.83 - 1.66 -
Level 1
Line D 3 50.00 0.00 35.00 35.00 12.50 - 9.00
Wall D-1 Seg 3 50.00 14.50 35.00 20.50 12.50 - -
Segment 1 -- 14.50 20.17 5.67 - 1.59 -
Opening 1 -- 20.17 28.17 8.00 - - 6.67
Segment 2 -- 28.17 35.00 6.83 - 1.32 -
Line E
Level 1
Line E 1 57.00 0.00 14.50 14.50 8.67 - 9.00
Wall E-1 Seg 1 57.00 0.00 14.50 14.50 8.67 - -
Segment 1 -- 0.00 4.33 4.33 - 2.08 -
Opening 1 -- 4.33 10.17 5.83 - - 6.67
Segment 2 -- 10.17 14.50 4.33 - 2.08 -
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
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
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 36 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION A -
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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 - S->N - - 2329 - - - 339 - - 12525 -
- N->S - - 2146 - - - 339 - - 12525 -
Wall 1-1 1 S->N - - 2329 - 1.0 - 339 - - 12525 -
1 N->S - - 2146 - 1.0 - 339 - - 12525 -
Seg. 1 - S->N 62.9 0.0 1395 - 1.0 - 339 - 339 7504 0.19
- N->S 58.0 0.0 1286 - 1.0 - 339 - 339 7504 0.17
Seg. 2 - S->N 62.9 0.0 934 - 1.0 - 339 - 339 5021 0.19
- N->S 58.0 0.0 860 - 1.0 - 339 - 339 5021 0.17
Level 1
Ln1, Lev1 - Both - - 3502 - - - 339 - - 13223 -
Wall 1-1 1 Both - - 3502 - 1.0 - 339 - - 13223 -
Seg. 1 - Both 89.7 0.0 1539 - 1.0 - 339 - 339 5811 0.26
Seg. 2 - Both 89.7 0.0 1763 - 1.0 - 339 - 339 6658 0.26
Seg. 3 - Both 63.1 0.0 200 - .70 - 238 - 238 754 0.26
Line 3
Ln3, Lev1 - Both - - 2233 - - - 339 - - 6432 -
Wall 3-1 1 Both - - 823 - 1.0 - 339 - - 2370 -
Seg. 1 - Both 117.5 0.0 823 - 1.0 - 339 - 339 2370 0.35
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Wall 3-2 1 Both 117.5 - 1410 - 1.0 - 339 - 339 4062 0.35
Line 5
Level 2
Ln5, Lev2 - S->N - - 2246 - - - 339 - - 10099 -
- N->S - - 2102 - - - 339 - - 10099 -
Wall 5-1 1 S->N - - 2246 - 1.0 - 339 - - 10099 -
1 N->S - - 2102 - 1.0 - 339 - - 10099 -
Seg. 1 - S->N 75.3 0.0 1204 - 1.0 - 339 - 339 5416 0.22
- N->S 70.5 0.0 1127 - 1.0 - 339 - 339 5416 0.21
Seg. 2 - S->N 75.3 0.0 376 - 1.0 - 339 - 339 1693 0.22
- N->S 70.5 0.0 352 - 1.0 - 339 - 339 1693 0.21
Seg. 3 - S->N 75.3 0.0 665 - 1.0 - 339 - 339 2990 0.22
- N->S 70.5 0.0 622 - 1.0 - 339 - 339 2990 0.21
Seg. 4 - S->N 0.0 0.0 0 - 1.0 - 339 - 339 - -
- N->S 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
Ln5, Lev1 - S->N - - 2880 - - - 339 - - 14782 -
- N->S - - 2857 - - - 339 - - 14782 -
Wall 5-1 1 S->N - - 2880 - 1.0 - 339 - - 14782 -
1 N->S - - 2857 - 1.0 - 339 - - 14782 -
Seg. 1 - S->N 66.0 0.0 2276 - 1.0 - 339 - 339 11679 0.19
- N->S 65.4 0.0 2258 - 1.0 - 339 - 339 11679 0.19
Seg. 2 - S->N 66.0 0.0 605 - 1.0 - 339 - 339 3103 0.19
- N->S 65.4 0.0 600 - 1.0 - 339 - 339 3103 0.19
Seg. 3 - S->N 0.0 0.0 0 - 1.0 - 339 - 339 - -
- N->S 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 1
LnA, Lev1 - Both - - 409 - - - 339 - - 1358 -
Wall A-1 1 Both - - 409 - 1.0 - 339 - - 1358 -
Seg. 1 - Both 64.2 0.0 182 - .63 - 213 - 213 604 0.30
Seg. 2 - Both 71.8 0.0 227 - .70 - 238 - 238 754 0.30
Line B
Level 2
LnB, Lev2 - Both - - 2576 - - - 339 - - 6446 -
Wall B-1 1 Both - - 1061 - 1.0 - 339 - - 2654 -
Seg. 1 - Both 135.3 0.0 564 - 1.0 - 339 - 339 1411 0.40
Seg. 2 - Both 129.7 0.0 497 - .96 - 324 - 324 1244 0.40
Wall B-2 1 Both - - 1061 - 1.0 - 339 - - 2654 -
Seg. 1 - Both 135.3 0.0 564 - 1.0 - 339 - 339 1411 0.40
Seg. 2 - Both 129.7 0.0 497 - .96 - 324 - 324 1244 0.40
Wall B-3 1 Both - - 455 - 1.0 - 339 - - 1138 -
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SHEAR RESULTS (flexible wind design, continued)
Seg. 1 - Both 124.0 0.0 455 - .92 - 310 - 310 1138 0.40
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
LnB, Lev1 - Both - - 4083 - - 833 833 - A - 6666 -
Wall B-1 2 Both - - 4083 1.01.0 833 833 - - 6666 -
Seg. 1 - Both 680.5
1543499
0959963
6
2041 .67.67 556 556 - 1111 3333 0.61
Seg. 2 - Both 680.5
1543499
0959963
6
2041 .67.67 556 556 - 1111 3333 0.61
Seg. 3 - Both 0.0 0.0 0 1.01.0 833 833 - 1667 - -
Line C
LnC, Lev1 - Both - - 1794 - - - 339 - - 4062 -
Wall C-1 1 Both 149.5 - 1794 - 1.0 - 339 - 339 4062 0.44
Line D
Level 2
LnD, Lev2 - Both - - 2220 - - - 339 - - 8519 -
Wall D-1 1 Both - - 2220 - 1.0 - 339 - - 8519 -
Seg. 1 - Both 88.2 0.0 1309 - 1.0 - 339 - 339 5021 0.26
Seg. 2 - Both 88.2 0.0 485 - 1.0 - 339 - 339 1862 0.26
Seg. 3 - Both 88.2 0.0 426 - 1.0 - 339 - 339 1636 0.26
Level 1
LnD, Lev1 - Both - - 3284 - - - 495 - - 6185 -
Wall D-1 3 Both - - 3284 - 1.0 - 495 - - 6185 -
Seg. 1 - Both 262.7 0.0 1489 - 1.0 - 495 - 495 2804 0.53
Seg. 2 - Both 262.7 0.0 1795 - 1.0 - 495 - 495 3381 0.53
Line E
LnE, Lev1 - Both - - 339 - - - 339 - - 2825 -
Wall E-1 1 Both - - 339 - 1.0 - 339 - - 2825 -
Seg. 1 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12
Seg. 2 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12
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 Table 4.3.3.5.
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.
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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 36519 1414.0 7876 7876 5514 5514 5514 5514
1 43154 1611.5 4734 4734 6216 6216 6216 6216
All 79673 - 12610 12610 - - - -
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 = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144
compression.
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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 - - 2839 - - - 242 - - 8947 -
Wall 1-1 1 Both - - 2839 - 1.0 - 242 - - 8947 -
Seg. 1 - Both 76.7 0.0 1701 - 1.0 - 242 - 242 5360 0.32
Seg. 2 - Both 76.7 0.0 1138 - 1.0 - 242 - 242 3587 0.32
Level 1
Ln1, Lev1 - Both - - 3939 - - - 242 - - 9445 -
Wall 1-1 1 Both - - 3939 - 1.0 - 242 - - 9445 -
Seg. 1 - Both 100.9 0.0 1731 - 1.0 - 242 - 242 4151 0.42
Seg. 2 - Both 100.9 0.0 1983 - 1.0 - 242 - 242 4755 0.42
Seg. 3 - Both 71.0 0.0 225 - .70 - 170 - 170 539 0.42
Line 3
Ln3, Lev1 - Both - - 1396 - - - 242 - - 4594 -
Wall 3-1 1 Both - - 514 - 1.0 - 242 - - 1693 -
Seg. 1 - Both 73.5 0.0 514 - 1.0 - 242 - 242 1693 0.30
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Wall 3-2 1 Both 73.5 - 882 - 1.0 - 242 - 242 2902 0.30
Line 5
Level 2
Ln5, Lev2 - Both - - 2674 - - - 242 - - 7214 -
Wall 5-1 1 Both - - 2674 - 1.0 - 242 - - 7214 -
Seg. 1 - Both 89.6 0.0 1434 - 1.0 - 242 - 242 3869 0.37
Seg. 2 - Both 89.6 0.0 448 - 1.0 - 242 - 242 1209 0.37
Seg. 3 - Both 89.6 0.0 792 - 1.0 - 242 - 242 2136 0.37
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
Ln5, Lev1 - Both - - 3492 - - - 242 - - 10559 -
Wall 5-1 1 Both - - 3492 - 1.0 - 242 - - 10559 -
Seg. 1 - Both 80.0 0.0 2759 - 1.0 - 242 - 242 8342 0.33
Seg. 2 - Both 80.0 0.0 733 - 1.0 - 242 - 242 2217 0.33
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 1
LnA, Lev1 - Both - - 291 - - - 242 - - 970 -
Wall A-1 1 Both - - 291 - 1.0 - 242 - - 970 -
Seg. 1 - Both 45.6 0.0 129 - .63 - 152 - 152 431 0.30
Seg. 2 - Both 51.0 0.0 161 - .70 - 170 - 170 539 0.30
Line B
Level 2
LnB, Lev2 - Both - - 2903 - - - 242 - - 4604 -
Wall B-1 1^Both - - 1195 - 1.0 - 242 - - 1896 -
Seg. 1 - Both 152.5 0.0 635 - 1.0 - 242 - 242 1008 0.63
Seg. 2 - Both 146.1 0.0 560 - .96 - 232 - 232 888 0.63
Wall B-2 1^Both - - 1195 - 1.0 - 242 - - 1896 -
Seg. 1 - Both 152.5 0.0 635 - 1.0 - 242 - 242 1008 0.63
Seg. 2 - Both 146.1 0.0 560 - .96 - 232 - 232 888 0.63
Wall B-3 1^Both - - 512 - 1.0 - 242 - - 813 -
Seg. 1 - Both 139.8 0.0 512 - .92 - 222 - 222 813 0.63
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
LnB, Lev1 - Both - - 3898 - - 595 595 - A - 4762 -
Wall B-1 2^Both - - 3898 1.01.0 595 595 - - 4762 -
Seg. 1 - Both 649.7
1543499
0959963
6
1949 .67.67 397 397 - 794 2381 0.82
Seg. 2 - Both 649.7
1543499
0959963
6
1949 .67.67 397 397 - 794 2381 0.82
Seg. 3 - Both 0.0 0.0 0 1.01.0 595 595 - 1190 - -
Line C
LnC, Lev1 - Both - - 835 - - - 242 - - 2902 -
Wall C-1 1 Both 69.6 - 835 - 1.0 - 242 - 242 2902 0.29
Line D
Level 2
LnD, Lev2 - Both - - 2610 - - - 242 - - 6085 -
Wall D-1 1 Both - - 2610 - 1.0 - 242 - - 6085 -
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SHEAR RESULTS (flexible seismic design, continued)
Seg. 1 - Both 103.7 0.0 1538 - 1.0 - 242 - 242 3587 0.43
Seg. 2 - Both 103.7 0.0 570 - 1.0 - 242 - 242 1330 0.43
Seg. 3 - Both 103.7 0.0 501 - 1.0 - 242 - 242 1169 0.43
Level 1
LnD, Lev1 - Both - - 3378 - - - 353 - - 4418 -
Wall D-1 3^Both - - 3378 - 1.0 - 353 - - 4418 -
Seg. 1 - Both 270.3 0.0 1532 - 1.0 - 353 - 353 2003 0.76
Seg. 2 - Both 270.3 0.0 1847 - 1.0 - 353 - 353 2415 0.76
Line E
LnE, Lev1 - Both - - 425 - - - 242 - - 2018 -
Wall E-1 1 Both - - 425 - 1.0 - 242 - - 2018 -
Seg. 1 - Both 49.1 0.0 213 - .96 - 233 - 233 1009 0.21
Seg. 2 - Both 49.1 0.0 213 - .96 - 233 - 233 1009 0.21
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 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 Table 4.3.3.5.
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 41 of 155
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION B - HIP).wsw Aug. 15, 2023 09:41:35
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
E-1
5-1A-11-1D-12-1B-1
3-1C-1
3-229946351246351235091497144311111071102814431071102854551497144311115742107110287239144365661071102885965865831097507507727777502740310175023427721949777437482482482482360154054386413786345408423235436281435705694705694317663617563665964563610301143175659636659385645
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; 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
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION B - HIP).wsw Aug. 15, 2023 09:41:35
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
E-1
5-1A-11-1D-12-1B-1
3-1C-1
3-2409409634701634701342634265384116311218635607832798677011216247832798179417941374137427602760551237126345512079568178857133933937437437437428902890690100850933767635133950522332233109710801097108022522252408112408423413408705778112468408423292413
Loads: 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
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION B - HIP).wsw Aug. 15, 2023 09:41:35
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
D-1
5-1B-11-1B-2
2-1B-3
4-1248714971443111110711028149714431111107110282319750772777750772777
24705405435405432336636659645636659645Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; 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
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WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION B - HIP).wsw Aug. 15, 2023 09:41:35
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
D-1
5-1B-11-1B-2
2-1B-3
4-11931
1931116311218638327981163112186383279817041704551568571551568571154333533733733914971497408423413408423413
Loads: 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
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)
230338 - LATERAL ANALYSIS (ELEVATION
B - HIP).wsw Aug. 15, 2023 09:42:47
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Hodge Engineering Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA 98335
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
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
4.00
Elevation
(between stories)
3.50
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 Table 4.3.3.5
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 Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 355ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.465g Ss: 1.286g
Fundamental Period E-W N-S
T Used 0.223s 0.223s
Approximate Ta 0.223s 0.223s
Maximum T 0.312s 0.312s
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 77 mph
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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 22.00 1'-6.0
Level 2 12.50 10.0 8.00 14.0 14.5
Level 1 3.00 10.0 9.00 14.0 14.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y =0.00 12.00 North Side 30.3 1.00
Extent X,Y =35.50 38.00 South Side 30.3 1.00
Ridge Y Location, Offset 31.00 0.00 East Hip 33.7 1.00
Ridge Elevation, Height 33.50 11.00 West Hip 33.7 1.00
Block 2 2 Story N-S Ridge
Location X,Y =0.00 10.00 North Joined 149.7 1.00
Extent X,Y =28.00 2.00 South Hip 30.0 1.00
Ridge X Location, Offset 14.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 31.50 9.50 West Side 33.7 1.00
Block 3 2 Story N-S Ridge
Location X,Y =0.00 8.00 North Joined 150.0 1.00
Extent X,Y =14.00 2.00 South Gable 90.0 1.00
Ridge X Location, Offset 7.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 27.00 4.50 West Side 33.7 1.00
Block 4 1 Story N-S Ridge
Location X,Y =24.00 0.00 North Gable 90.0 1.00
Extent X,Y =11.00 11.00 South Gable 90.0 1.00
Ridge X Location, Offset 29.50 0.00 East Side 36.9 1.00
Ridge Elevation, Height 17.00 4.00 West Side 36.9 1.00
Block 5 1 Story E-W Ridge
Location X,Y =0.50 4.50 North Side 90.0 1.00
Extent X,Y =22.50 5.00 South Side 18.5 1.00
Ridge Y Location, Offset 9.50 2.50 East Gable 90.0 1.00
Ridge Elevation, Height 14.50 1.50 West Gable 90.0 1.00
Block 6 1 Story E-W Ridge
Location X,Y =0.50 50.00 North Side 22.6 1.00
Extent X,Y =29.50 7.00 South Side 90.0 1.00
Ridge Y Location, Offset 50.00 -3.50 East Gable 90.0 1.00
Ridge Elevation, Height 15.50 3.00 West Gable 90.0 1.00
Block 7 1 Story N-S Ridge
Location X,Y =14.00 57.00 North Gable 90.0 1.00
Extent X,Y =15.50 5.00 South Joined 157.4 1.00
Ridge X Location, Offset 22.00 0.00 East Side 20.5 1.00
Ridge Elevation, Height 15.50 3.00 West Side 20.4 1.00
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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 6 12 Y 1,3
2 Both Struct Sh OSB 24/0 7/16 - -Vert 77500 8d Nail N 3 12 Y 1,2,3
3 Ext Struct Sh OSB 24/0 7/16 --Vert 77500 8d Nail N 4 12 Y 1,2,3
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
3 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.
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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 1 0.00 8.00 50.00 42.00 37.00 - 8.00
Wall 1-1 Seg 1 0.00 8.00 50.00 42.00 37.00 - -
Segment 1 -- 8.00 30.17 22.17 - 0.36 -
Opening 1 -- 30.17 35.17 5.00 - - 6.67
Segment 2 -- 35.17 50.00 14.83 - 0.54 -
Level 1
Line 1 1 0.00 10.00 57.00 47.00 40.00 - 9.00
Wall 1-1 Seg 1 0.00 10.00 57.00 47.00 40.00 - -
Segment 1 -- 10.00 27.17 17.17 - 0.52 -
Opening 1 -- 27.17 30.17 3.00 - - 6.67
Segment 2 -- 30.17 49.83 19.67 - 0.46 -
Opening 2 -- 49.83 53.83 4.00 - - 6.67
Segment 3 -- 53.83 57.00 3.17 - 2.84 -
Line 2
Level 2
Line 2 NSW 14.00 8.00 57.00 49.00 0.00 - 8.00
Wall 2-1 NSW 14.00 8.00 10.00 2.00 0.00 1.00 -
Level 1
Line 2 14.00 8.00 57.00 49.00 0.00 - 9.00
Wall 2-1 NSW 14.50 50.00 57.00 7.00 0.00 - -
Segment 1 -- 50.00 50.50 0.50 - - -
Opening 1 -- 50.50 53.50 3.00 - - 6.67
Segment 2 -- 53.50 57.00 3.50 - - -
Line 3
Level 1
Line 3 1 22.00 0.00 50.00 50.00 19.00 - 9.00
Wall 3-1 Seg 1 24.00 0.00 10.00 10.00 7.00 - -
Segment 1 -- 0.00 7.00 7.00 - 1.29 -
Opening 1 -- 7.00 9.50 2.50 - - 6.67
Segment 2 -- 9.50 10.00 0.50 - 18.00 -
Wall 3-2 Seg 1 20.50 10.00 22.00 12.00 12.00 0.75 -
Line 4
Level 2
Line 4 NSW 28.00 10.00 12.00 2.00 0.00 - 8.00
Wall 4-1 NSW 28.00 10.00 12.00 2.00 0.00 1.00 -
Line 5
Level 2
Line 5 1 35.00 12.00 50.00 38.00 29.83 - 8.00
Wall 5-1 Seg 1 35.00 12.00 50.00 38.00 29.83 - -
Segment 1 -- 12.00 28.00 16.00 - 0.50 -
Opening 1 -- 28.00 30.50 2.50 - - 6.67
Segment 2 -- 30.50 35.50 5.00 - 1.60 -
Opening 2 -- 35.50 37.50 2.00 - - 6.67
Segment 3 -- 37.50 46.33 8.83 - 0.91 -
Opening 3 -- 46.33 48.33 2.00 - - 6.67
Segment 4 -- 48.33 50.00 1.67 - 4.80 -
Level 1
Line 5 1 35.00 0.00 50.00 50.00 43.67 - 9.00
Wall 5-1 Seg 1 35.00 0.00 50.00 50.00 43.67 - -
Segment 1 -- 0.00 34.50 34.50 - 0.26 -
Opening 1 -- 34.50 36.50 2.00 - - 6.67
Segment 2 -- 36.50 45.67 9.17 - 0.98 -
Opening 2 -- 45.67 47.67 2.00 - - 6.67
Segment 3 -- 47.67 50.00 2.33 - 3.86 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft]
Line A
Level 1
Line A 1 0.00 24.00 35.00 11.00 6.00 - 9.00
Wall A-1 Seg 1 0.00 24.00 35.00 11.00 6.00 - -
Segment 1 -- 24.00 26.83 2.83 - 3.18 -
Opening 1 -- 26.83 31.83 5.00 - - 6.67
Segment 2 -- 31.83 35.00 3.17 - 2.84 -
Line B
Level 2
Line B 1 9.50 0.00 35.00 35.00 19.67 - 8.00
Wall B-1 Seg 1 8.00 0.00 14.00 14.00 8.00 - -
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Segment 1 -- 0.00 4.17 4.17 - 1.92 -
Opening 1 -- 4.17 10.17 6.00 - - 6.67
Segment 2 -- 10.17 14.00 3.83 - 2.09 -
Wall B-2 Seg 1 10.00 14.00 28.00 14.00 8.00 - -
Segment 1 -- 14.00 18.17 4.17 - 1.92 -
Opening 1 -- 18.17 24.17 6.00 - - 6.67
Segment 2 -- 24.17 28.00 3.83 - 2.09 -
Wall B-3 Seg 1 12.00 28.00 35.00 7.00 3.67 - -
Segment 1 -- 28.00 31.67 3.67 - 2.18 -
Opening 1 -- 31.67 34.00 2.33 - - 6.67
Segment 2 -- 34.00 35.00 1.00 - 8.00 -
Level 1
Line B 2 10.00 0.00 35.00 35.00 6.00 - 9.00
Wall B-1 Seg 2 10.00 0.00 24.00 24.00 6.00 - -
Segment 1 -- 0.00 3.00 3.00 - 3.00 -
Opening 1 -- 3.00 18.00 15.00 - - 6.67
Segment 2 -- 18.00 21.00 3.00 - 3.00 -
Opening 2 -- 21.00 23.50 2.50 - - 6.67
Segment 3 -- 23.50 24.00 0.50 - 18.00 -
Line C
Level 1
Line C Seg 1 32.00 0.00 35.00 35.00 12.00 - 9.00
Wall C-1 Seg 1 32.00 0.00 12.00 12.00 12.00 0.75 -
Line D
Level 2
Line D 1 50.00 0.00 35.00 35.00 25.17 - 8.00
Wall D-1 Seg 1 50.00 0.00 35.00 35.00 25.17 - -
Segment 1 -- 0.00 14.83 14.83 - 0.54 -
Opening 1 -- 14.83 18.67 3.83 - - 6.67
Segment 2 -- 18.67 24.17 5.50 - 1.45 -
Opening 2 -- 24.17 30.17 6.00 - - 6.67
Segment 3 -- 30.17 35.00 4.83 - 1.66 -
Level 1
Line D 3 50.00 0.00 35.00 35.00 12.50 - 9.00
Wall D-1 Seg 3 50.00 14.50 35.00 20.50 12.50 - -
Segment 1 -- 14.50 20.17 5.67 - 1.59 -
Opening 1 -- 20.17 28.17 8.00 - - 6.67
Segment 2 -- 28.17 35.00 6.83 - 1.32 -
Line E
Level 1
Line E 1 57.00 0.00 14.50 14.50 8.67 - 9.00
Wall E-1 Seg 1 57.00 0.00 14.50 14.50 8.67 - -
Segment 1 -- 0.00 4.33 4.33 - 2.08 -
Opening 1 -- 4.33 10.17 5.83 - - 6.67
Segment 2 -- 10.17 14.50 4.33 - 2.08 -
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
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
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.
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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 - S->N - - 1543 - - - 339 - - 12525 -
- N->S - - 1533 - - - 339 - - 12525 -
Wall 1-1 1 S->N - - 1543 - 1.0 - 339 - - 12525 -
1 N->S - - 1533 - 1.0 - 339 - - 12525 -
Seg. 1 - S->N 41.7 0.0 924 - 1.0 - 339 - 339 7504 0.12
- N->S 41.4 0.0 919 - 1.0 - 339 - 339 7504 0.12
Seg. 2 - S->N 41.7 0.0 618 - 1.0 - 339 - 339 5021 0.12
- N->S 41.4 0.0 615 - 1.0 - 339 - 339 5021 0.12
Level 1
Ln1, Lev1 - Both - - 2890 - - - 339 - - 13223 -
Wall 1-1 1 Both - - 2890 - 1.0 - 339 - - 13223 -
Seg. 1 - Both 74.0 0.0 1270 - 1.0 - 339 - 339 5811 0.22
Seg. 2 - Both 74.0 0.0 1455 - 1.0 - 339 - 339 6658 0.22
Seg. 3 - Both 52.1 0.0 165 - .70 - 238 - 238 754 0.22
Line 3
Ln3, Lev1 - Both - - 2233 - - - 339 - - 6432 -
Wall 3-1 1 Both - - 823 - 1.0 - 339 - - 2370 -
Seg. 1 - Both 117.5 0.0 823 - 1.0 - 339 - 339 2370 0.35
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Wall 3-2 1 Both 117.5 - 1410 - 1.0 - 339 - 339 4062 0.35
Line 5
Level 2
Ln5, Lev2 - Both - - 1497 - - - 339 - - 10099 -
Wall 5-1 1 Both - - 1497 - 1.0 - 339 - - 10099 -
Seg. 1 - Both 50.2 0.0 803 - 1.0 - 339 - 339 5416 0.15
Seg. 2 - Both 50.2 0.0 251 - 1.0 - 339 - 339 1693 0.15
Seg. 3 - Both 50.2 0.0 443 - 1.0 - 339 - 339 2990 0.15
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
Ln5, Lev1 - Both - - 2252 - - - 339 - - 14782 -
Wall 5-1 1 Both - - 2252 - 1.0 - 339 - - 14782 -
Seg. 1 - Both 51.6 0.0 1779 - 1.0 - 339 - 339 11679 0.15
Seg. 2 - Both 51.6 0.0 473 - 1.0 - 339 - 339 3103 0.15
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 1
LnA, Lev1 - Both - - 409 - - - 339 - - 1358 -
Wall A-1 1 Both - - 409 - 1.0 - 339 - - 1358 -
Seg. 1 - Both 64.2 0.0 182 - .63 - 213 - 213 604 0.30
Seg. 2 - Both 71.8 0.0 227 - .70 - 238 - 238 754 0.30
Line B
Level 2
LnB, Lev2 - Both - - 1931 - - - 339 - - 6446 -
Wall B-1 1 Both - - 795 - 1.0 - 339 - - 2654 -
Seg. 1 - Both 101.4 0.0 423 - 1.0 - 339 - 339 1411 0.30
Seg. 2 - Both 97.2 0.0 373 - .96 - 324 - 324 1244 0.30
Wall B-2 1 Both - - 795 - 1.0 - 339 - - 2654 -
Seg. 1 - Both 101.4 0.0 423 - 1.0 - 339 - 339 1411 0.30
Seg. 2 - Both 97.2 0.0 373 - .96 - 324 - 324 1244 0.30
Wall B-3 1 Both - - 341 - 1.0 - 339 - - 1138 -
Seg. 1 - Both 93.0 0.0 341 - .92 - 310 - 310 1138 0.30
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
LnB, Lev1 - Both - - 3426 - - 638 638 - A - 5104 -
Wall B-1 2 Both - - 3426 1.01.0 638 638 - - 5104 -
Seg. 1 - Both 571.1
1543499
0959963
6
1713 .67.67 425 425 - 851 2552 0.67
Seg. 2 - Both 571.1
1543499
0959963
6
1713 .67 .67 425 425 - 851 2552 0.67
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SHEAR RESULTS (flexible wind design, continued)
Seg. 3 - Both 0.0 0.0 0 1.0 1.0 638 638 - 1276 - -
Line C
LnC, Lev1 - Both - - 1794 - - - 339 - - 4062 -
Wall C-1 1 Both 149.5 - 1794 - 1.0 - 339 - 339 4062 0.44
Line D
Level 2
LnD, Lev2 - Both - - 1704 - - - 339 - - 8519 -
Wall D-1 1 Both - - 1704 - 1.0 - 339 - - 8519 -
Seg. 1 - Both 67.7 0.0 1005 - 1.0 - 339 - 339 5021 0.20
Seg. 2 - Both 67.7 0.0 372 - 1.0 - 339 - 339 1862 0.20
Seg. 3 - Both 67.7 0.0 327 - 1.0 - 339 - 339 1636 0.20
Level 1
LnD, Lev1 - Both - - 2760 - - - 495 - - 6185 -
Wall D-1 3 Both - - 2760 - 1.0 - 495 - - 6185 -
Seg. 1 - Both 220.8 0.0 1251 - 1.0 - 495 - 495 2804 0.45
Seg. 2 - Both 220.8 0.0 1509 - 1.0 - 495 - 495 3381 0.45
Line E
LnE, Lev1 - Both - - 339 - - - 339 - - 2825 -
Wall E-1 1 Both - - 339 - 1.0 - 339 - - 2825 -
Seg. 1 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12
Seg. 2 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12
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 Table 4.3.3.5.
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.
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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 30966 1414.0 6865 6865 4806 4806 4806 4806
1 43154 1611.5 4866 4866 6216 6216 6216 6216
All 74120 - 11732 11732 - - - -
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 = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144
compression.
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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 - - 2470 - - - 242 - - 8947 -
Wall 1-1 1 Both - - 2470 - 1.0 - 242 - - 8947 -
Seg. 1 - Both 66.8 0.0 1480 - 1.0 - 242 - 242 5360 0.28
Seg. 2 - Both 66.8 0.0 990 - 1.0 - 242 - 242 3587 0.28
Level 1
Ln1, Lev1 - Both - - 3601 - - - 242 - - 9445 -
Wall 1-1 1 Both - - 3601 - 1.0 - 242 - - 9445 -
Seg. 1 - Both 92.2 0.0 1582 - 1.0 - 242 - 242 4151 0.38
Seg. 2 - Both 92.2 0.0 1813 - 1.0 - 242 - 242 4755 0.38
Seg. 3 - Both 64.9 0.0 205 - .70 - 170 - 170 539 0.38
Line 3
Ln3, Lev1 - Both - - 1435 - - - 242 - - 4594 -
Wall 3-1 1 Both - - 529 - 1.0 - 242 - - 1693 -
Seg. 1 - Both 75.5 0.0 529 - 1.0 - 242 - 242 1693 0.31
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Wall 3-2 1 Both 75.5 - 906 - 1.0 - 242 - 242 2902 0.31
Line 5
Level 2
Ln5, Lev2 - Both - - 2336 - - - 242 - - 7214 -
Wall 5-1 1 Both - - 2336 - 1.0 - 242 - - 7214 -
Seg. 1 - Both 78.3 0.0 1253 - 1.0 - 242 - 242 3869 0.32
Seg. 2 - Both 78.3 0.0 391 - 1.0 - 242 - 242 1209 0.32
Seg. 3 - Both 78.3 0.0 692 - 1.0 - 242 - 242 2136 0.32
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
Ln5, Lev1 - Both - - 3176 - - - 242 - - 10559 -
Wall 5-1 1 Both - - 3176 - 1.0 - 242 - - 10559 -
Seg. 1 - Both 72.7 0.0 2510 - 1.0 - 242 - 242 8342 0.30
Seg. 2 - Both 72.7 0.0 667 - 1.0 - 242 - 242 2217 0.30
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 1
LnA, Lev1 - Both - - 299 - - - 242 - - 970 -
Wall A-1 1 Both - - 299 - 1.0 - 242 - - 970 -
Seg. 1 - Both 46.9 0.0 133 - .63 - 152 - 152 431 0.31
Seg. 2 - Both 52.4 0.0 166 - .70 - 170 - 170 539 0.31
Line B
Level 2
LnB, Lev2 - Both - - 2487 - - - 242 - - 4604 -
Wall B-1 1^Both - - 1024 - 1.0 - 242 - - 1896 -
Seg. 1 - Both 130.6 0.0 544 - 1.0 - 242 - 242 1008 0.54
Seg. 2 - Both 125.1 0.0 480 - .96 - 232 - 232 888 0.54
Wall B-2 1^Both - - 1024 - 1.0 - 242 - - 1896 -
Seg. 1 - Both 130.6 0.0 544 - 1.0 - 242 - 242 1008 0.54
Seg. 2 - Both 125.1 0.0 480 - .96 - 232 - 232 888 0.54
Wall B-3 1^Both - - 439 - 1.0 - 242 - - 813 -
Seg. 1 - Both 119.7 0.0 439 - .92 - 222 - 222 813 0.54
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
LnB, Lev1 - Both - - 3509 - - 456 456 - A - 3646 -
Wall B-1 2^Both - - 3509 1.01.0 456 456 - - 3646 -
Seg. 1 - Both 584.8
1543499
0959963
6
1754 .67.67 304 304 - 608 1823 0.96
Seg. 2 - Both 584.8
1543499
0959963
6
1754 .67.67 304 304 - 608 1823 0.96
Seg. 3 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - -
Line C
LnC, Lev1 - Both - - 859 - - - 242 - - 2902 -
Wall C-1 1 Both 71.6 - 859 - 1.0 - 242 - 242 2902 0.30
Line D
Level 2
LnD, Lev2 - Both - - 2319 - - - 242 - - 6085 -
Wall D-1 1 Both - - 2319 - 1.0 - 242 - - 6085 -
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SHEAR RESULTS (flexible seismic design, continued)
Seg. 1 - Both 92.2 0.0 1367 - 1.0 - 242 - 242 3587 0.38
Seg. 2 - Both 92.2 0.0 507 - 1.0 - 242 - 242 1330 0.38
Seg. 3 - Both 92.2 0.0 445 - 1.0 - 242 - 242 1169 0.38
Level 1
LnD, Lev1 - Both - - 3109 - - - 353 - - 4418 -
Wall D-1 3^Both - - 3109 - 1.0 - 353 - - 4418 -
Seg. 1 - Both 248.7 0.0 1409 - 1.0 - 353 - 353 2003 0.70
Seg. 2 - Both 248.7 0.0 1700 - 1.0 - 353 - 353 2415 0.70
Line E
LnE, Lev1 - Both - - 437 - - - 242 - - 2018 -
Wall E-1 1 Both - - 437 - 1.0 - 242 - - 2018 -
Seg. 1 - Both 50.4 0.0 219 - .96 - 233 - 233 1009 0.22
Seg. 2 - Both 50.4 0.0 219 - .96 - 233 - 233 1009 0.22
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 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 Table 4.3.3.5.
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.
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WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Aug. 15, 2023 09:44:09
-11' 8"-10'-8' 4"-6' 8"-5'-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
E-1:SW1 19 2
6-1:SW1 19 2A-1:SW1 19 22-1D-13-1B-2
4-1:SW1 19 2C-2
4-22-21-1:SW1 19 2B-1
C-1
4374376787506787503456
3456 111510748277977653770355611151074827377079776537704904109343948117781872
1872 966947966947271627165385382331258854420455611758564339339374374374374
3833831691693399335335218320392373158233721833392039203915782265111210961112109622522252408112408423413408705778112468408423292413Loads: 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
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WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Aug. 15, 2023 09:44:09
-11' 8"-10'-8' 4"-6' 8"-5'-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
E-1:SW1 19 2
6-1:SW1 19 2A-1:SW1 19 22-1D-13-1B-2
4-1:SW1 19 2C-2
4-22-21-1:SW1 19 2B-1
C-1
334518573518573383715311476113710951051147610951051418638921531147611374186109510514186571714765029109510511166602590602590318276976979279776928053175769239779219957974484944944944943791671673862553553556553248023172867179755324805562317231717911471723712723712325565217965267666065210561171179676652676394660
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; 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
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WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Aug. 15, 2023 09:44:09
-11' 8"-10'-8' 4"-6' 8"-5'-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
D-1:SW1 19 2
6-1:SW1 19 2B-1:SW1 19 22-1:SW1 19 2B-2
3-1:SW1 19 2B-3
5-1:SW1 19 2188311151074827797765113410938428117781684538555558544561564154333533733733914971497408423413408423413
Loads: 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
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WoodWorks® Shearwalls 2019 (Update 3)230338 - LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Aug. 15, 2023 09:44:09
-11' 8"-10'-8' 4"-6' 8"-5'-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"
-8' 4"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
D-1:SW1 19 2
6-1:SW1 19 2B-1:SW1 19 22-1:SW1 19 2B-2
3-1:SW1 19 2B-3
5-1:SW1 19 225431531147611371095105115311476113710951051237876979279776979279725285535565535562393652676660652676660
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; 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
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WoodWorks® Shearwalls 2019 (Update 3)
230338 - LATERAL ANALYSIS (ELEVATION
B - HIP)3 CAR.wsw Aug. 15, 2023 09:45:53
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Hodge Engineering Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA 98335
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
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
6.00
Elevation
(between stories)
5.00
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 Table 4.3.3.5
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 Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 355ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.465g Ss: 1.286g
Fundamental Period E-W N-S
T Used 0.223s 0.223s
Approximate Ta 0.223s 0.223s
Maximum T 0.312s 0.312s
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 78 mph
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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 22.00 1'-6.0
Level 2 12.50 10.0 8.00 14.0 14.5
Level 1 3.00 10.0 9.00 14.0 14.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y =0.00 12.00 North Side 30.3 1.00
Extent X,Y =35.50 38.00 South Side 30.3 1.00
Ridge Y Location, Offset 31.00 0.00 East Hip 33.7 1.00
Ridge Elevation, Height 33.50 11.00 West Hip 33.7 1.00
Block 2 2 Story N-S Ridge
Location X,Y =0.00 10.00 North Joined 149.7 1.00
Extent X,Y =28.00 2.00 South Hip 30.0 1.00
Ridge X Location, Offset 14.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 31.50 9.50 West Side 33.7 1.00
Block 3 2 Story N-S Ridge
Location X,Y =0.00 8.00 North Joined 150.0 1.00
Extent X,Y =14.00 2.00 South Gable 90.0 1.00
Ridge X Location, Offset 7.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 27.00 4.50 West Side 33.7 1.00
Block 4 1 Story N-S Ridge
Location X,Y =24.00 0.00 North Gable 90.0 1.00
Extent X,Y =11.00 11.00 South Gable 90.0 1.00
Ridge X Location, Offset 29.50 0.00 East Side 36.9 1.00
Ridge Elevation, Height 17.00 4.00 West Side 36.9 1.00
Block 5 1 Story E-W Ridge
Location X,Y =0.50 4.50 North Side 90.0 1.00
Extent X,Y =22.50 5.00 South Side 18.5 1.00
Ridge Y Location, Offset 9.50 2.50 East Gable 90.0 1.00
Ridge Elevation, Height 14.50 1.50 West Gable 90.0 1.00
Block 6 1 Story E-W Ridge
Location X,Y =0.50 50.00 North Side 22.6 1.00
Extent X,Y =29.50 7.00 South Side 90.0 1.00
Ridge Y Location, Offset 50.00 -3.50 East Gable 90.0 1.00
Ridge Elevation, Height 15.50 3.00 West Gable 90.0 1.00
Block 7 1 Story N-S Ridge
Location X,Y =14.00 57.00 North Gable 90.0 1.00
Extent X,Y =15.50 5.00 South Joined 157.4 1.00
Ridge X Location, Offset 22.00 0.00 East Side 20.5 1.00
Ridge Elevation, Height 15.50 3.00 West Side 20.4 1.00
Block 8 1 Story E-W Ridge
Location X,Y =-10.00 13.00 North Side 22.6 1.00
Extent X,Y =10.00 19.50 South Side 22.6 1.00
Ridge Y Location, Offset 22.50 0.00 East Joined 90.0 1.00
Ridge Elevation, Height 26.00 4.00 West Gable 90.0 1.00
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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 6 12 Y 1,3
2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,2,3
3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3
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 SW1 19 2
1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 128
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
3 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.
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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 1
Line 1 Seg 1 -10.00 12.00 32.67 20.67 20.67 - 9.00
Wall 1-1 Seg 1 -10.00 12.00 32.67 20.67 20.67 0.44 -
Line 2
Level 2
Line 2 1 0.00 8.00 50.00 42.00 37.00 - 8.00
Wall 2-1 Seg 1 0.00 8.00 50.00 42.00 37.00 - -
Segment 1 -- 8.00 30.17 22.17 - 0.36 -
Opening 1 -- 30.17 35.17 5.00 - - 6.67
Segment 2 -- 35.17 50.00 14.83 - 0.54 -
Level 1
Line 2 1 0.00 10.00 57.00 47.00 16.33 - 9.00
Wall 2-1 Seg 1 0.00 10.00 12.00 2.00 0.00 4.50 -
Wall 2-2 Seg 1 0.00 32.67 57.00 24.33 16.33 - -
Segment 1 -- 32.67 49.83 17.17 - 1.86 -
Opening 1 -- 49.83 53.83 4.00 - - 6.67
Segment 2 -- 53.83 43.67 10.17 - 2.16 -
Opening 2 -- 43.67 45.67 2.00 - - 6.67
Segment 3 -- 45.67 37.50 8.17 - 2.16 -
Opening 3 -- 37.50 39.50 2.00 - - 6.67
Segment 4 -- 39.50 57.00 17.50 - 2.84 -
Line 3
Level 2
Line 3 Seg 1 14.00 8.00 50.00 42.00 0.00 - 8.00
Wall 3-1 Seg 1 14.00 8.00 10.00 2.00 0.00 4.00 -
Level 1
Line 3 14.00 8.00 57.00 49.00 0.00 - 9.00
Wall 3-1 NSW 14.50 50.00 57.00 7.00 0.00 - -
Segment 1 -- 50.00 50.50 0.50 - - -
Opening 1 -- 50.50 53.50 3.00 - - 6.67
Segment 2 -- 53.50 57.00 3.50 - - -
Line 4
Level 1
Line 4 1 22.00 0.00 50.00 50.00 19.00 - 9.00
Wall 4-1 Seg 1 24.00 0.00 10.00 10.00 7.00 - -
Segment 1 -- 0.00 7.00 7.00 - 1.29 -
Opening 1 -- 7.00 9.50 2.50 - - 6.67
Segment 2 -- 9.50 10.00 0.50 - 18.00 -
Wall 4-2 Seg 1 20.50 10.00 22.00 12.00 12.00 0.75 -
Line 5
Level 2
Line 5 Seg 1 28.00 10.00 50.00 40.00 0.00 - 8.00
Wall 5-1 Seg 1 28.00 10.00 12.00 2.00 0.00 4.00 -
Line 6
Level 2
Line 6 1 35.00 12.00 50.00 38.00 29.83 - 8.00
Wall 6-1 Seg 1 35.00 12.00 50.00 38.00 29.83 - -
Segment 1 -- 12.00 28.00 16.00 - 0.50 -
Opening 1 -- 28.00 30.50 2.50 - - 6.67
Segment 2 -- 30.50 35.50 5.00 - 1.60 -
Opening 2 -- 35.50 37.50 2.00 - - 6.67
Segment 3 -- 37.50 46.33 8.83 - 0.91 -
Opening 3 -- 46.33 48.33 2.00 - - 6.67
Segment 4 -- 48.33 50.00 1.67 - 4.80 -
Level 1
Line 6 1 35.00 0.00 50.00 50.00 43.67 - 9.00
Wall 6-1 Seg 1 35.00 0.00 50.00 50.00 43.67 - -
Segment 1 -- 0.00 34.50 34.50 - 0.26 -
Opening 1 -- 34.50 36.50 2.00 - - 6.67
Segment 2 -- 36.50 45.67 9.17 - 0.98 -
Opening 2 -- 45.67 47.67 2.00 - - 6.67
Segment 3 -- 47.67 50.00 2.33 - 3.86 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft]
Line A
Level 1
Line A 1 0.00 24.00 35.00 11.00 6.00 - 9.00
Wall A-1 Seg 1 0.00 24.00 35.00 11.00 6.00 - -
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Segment 1 -- 24.00 26.83 2.83 - 3.18 -
Opening 1 -- 26.83 31.83 5.00 - - 6.67
Segment 2 -- 31.83 35.00 3.17 - 2.84 -
Line B
Level 2
Line B 1 9.50 0.00 35.00 35.00 19.67 - 8.00
Wall B-1 Seg 1 8.00 0.00 14.00 14.00 8.00 - -
Segment 1 -- 0.00 4.17 4.17 - 1.92 -
Opening 1 -- 4.17 10.17 6.00 - - 6.67
Segment 2 -- 10.17 14.00 3.83 - 2.09 -
Wall B-2 Seg 1 10.00 14.00 28.00 14.00 8.00 - -
Segment 1 -- 14.00 18.17 4.17 - 1.92 -
Opening 1 -- 18.17 24.17 6.00 - - 6.67
Segment 2 -- 24.17 28.00 3.83 - 2.09 -
Wall B-3 Seg 1 12.00 28.00 35.00 7.00 3.67 - -
Segment 1 -- 28.00 31.67 3.67 - 2.18 -
Opening 1 -- 31.67 34.00 2.33 - - 6.67
Segment 2 -- 34.00 35.00 1.00 - 8.00 -
Level 1
Line B 2 10.50 -10.00 35.00 45.00 9.00 - 9.00
Wall B-1 Seg 2 12.00 -10.00 0.00 10.00 3.00 - -
Segment 1 -- -10.00 -7.00 3.00 - 3.00 -
Opening 1 -- -7.00 -1.00 6.00 - - 6.67
Segment 2 -- -1.00 0.00 1.00 - 9.00 -
Wall B-2 Seg 2 10.00 0.00 24.00 24.00 6.00 - -
Segment 1 -- 0.00 3.00 3.00 - 3.00 -
Opening 1 -- 3.00 18.00 15.00 - - 6.67
Segment 2 -- 18.00 21.00 3.00 - 3.00 -
Opening 2 -- 21.00 23.50 2.50 - - 6.67
Segment 3 -- 23.50 24.00 0.50 - 18.00 -
Line C
Level 1
Line C 1 32.50 -10.00 35.00 45.00 18.17 - 9.00
Wall C-1 Seg 1 32.50 -10.00 0.00 10.00 6.17 - -
Segment 1 -- -10.00 -3.83 6.17 - 1.46 -
Opening 1 -- -3.83 -0.83 3.00 - - 6.67
Segment 2 -- -0.83 0.00 0.83 - 10.80 -
Wall C-2 Seg 1 32.00 0.00 12.00 12.00 12.00 0.75 -
Line D
Level 2
Line D 1 50.00 0.00 35.00 35.00 25.17 - 8.00
Wall D-1 Seg 1 50.00 0.00 35.00 35.00 25.17 - -
Segment 1 -- 0.00 14.83 14.83 - 0.54 -
Opening 1 -- 14.83 18.67 3.83 - - 6.67
Segment 2 -- 18.67 24.17 5.50 - 1.45 -
Opening 2 -- 24.17 30.17 6.00 - - 6.67
Segment 3 -- 30.17 35.00 4.83 - 1.66 -
Level 1
Line D 3 50.00 0.00 35.00 35.00 12.50 - 9.00
Wall D-1 Seg 3 50.00 14.50 35.00 20.50 12.50 - -
Segment 1 -- 14.50 20.17 5.67 - 1.59 -
Opening 1 -- 20.17 28.17 8.00 - - 6.67
Segment 2 -- 28.17 35.00 6.83 - 1.32 -
Line E
Level 1
Line E 1 57.00 0.00 14.50 14.50 8.67 - 9.00
Wall E-1 Seg 1 57.00 0.00 14.50 14.50 8.67 - -
Segment 1 -- 0.00 4.33 4.33 - 2.08 -
Opening 1 -- 4.33 10.17 5.83 - - 6.67
Segment 2 -- 10.17 14.50 4.33 - 2.08 -
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
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
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.
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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 1
Ln1, Lev1 1 Both 18.5 - 383 - 1.0 - 339 - 339 6996 0.05
Line 2
Level 2
Ln2, Lev2 - S->N - - 1543 - - - 339 - - 12525 -
- N->S - - 1533 - - - 339 - - 12525 -
Wall 2-1 1 S->N - - 1543 - 1.0 - 339 - - 12525 -
1 N->S - - 1533 - 1.0 - 339 - - 12525 -
Seg. 1 - S->N 41.7 0.0 924 - 1.0 - 339 - 339 7504 0.12
- N->S 41.4 0.0 919 - 1.0 - 339 - 339 7504 0.12
Seg. 2 - S->N 41.7 0.0 618 - 1.0 - 339 - 339 5021 0.12
- N->S 41.4 0.0 615 - 1.0 - 339 - 339 5021 0.12
Level 1
Ln2, Lev1 - Both - - 3399 - - - 339 - - 4847 -
Wall 2-1 1 Both 0.0 - 0 - 1.0 - 339 - - - -
Wall 2-2 1 Both - - 3399 - 1.0 - 339 - - 4847 -
Seg. 1 - Both 64.8 0.0 1112 - 1.0 - 339 - 339 5811 0.19
Seg. 2 - Both 87.3 0.0 887 - .93 - 313 - 313 3187 0.28
Seg. 3 - Both 108.7 0.0 887 - .93 - 313 - 313 2560 0.35
Seg. 4 - Both 29.3 0.0 513 - .70 - 238 - 238 4169 0.12
Line 4
Ln4, Lev1 - Both - - 2265 - - - 339 - - 6432 -
Wall 4-1 1 Both - - 834 - 1.0 - 339 - - 2370 -
Seg. 1 - Both 119.2 0.0 834 - 1.0 - 339 - 339 2370 0.35
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Wall 4-2 1 Both 119.2 - 1430 - 1.0 - 339 - 339 4062 0.35
Line 6
Level 2
Ln6, Lev2 - Both - - 1497 - - - 339 - - 10099 -
Wall 6-1 1 Both - - 1497 - 1.0 - 339 - - 10099 -
Seg. 1 - Both 50.2 0.0 803 - 1.0 - 339 - 339 5416 0.15
Seg. 2 - Both 50.2 0.0 251 - 1.0 - 339 - 339 1693 0.15
Seg. 3 - Both 50.2 0.0 443 - 1.0 - 339 - 339 2990 0.15
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
Ln6, Lev1 - Both - - 2252 - - - 339 - - 14782 -
Wall 6-1 1 Both - - 2252 - 1.0 - 339 - - 14782 -
Seg. 1 - Both 51.6 0.0 1779 - 1.0 - 339 - 339 11679 0.15
Seg. 2 - Both 51.6 0.0 473 - 1.0 - 339 - 339 3103 0.15
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 1
LnA, Lev1 - Both - - 437 - - - 339 - - 1358 -
Wall A-1 1 Both - - 437 - 1.0 - 339 - - 1358 -
Seg. 1 - Both 68.6 0.0 194 - .63 - 213 - 213 604 0.32
Seg. 2 - Both 76.7 0.0 243 - .70 - 238 - 238 754 0.32
Line B
Level 2
LnB, Lev2 - W->E - - 1883 - - - 339 - - 6446 -
- E->W - - 1851 - - - 339 - - 6446 -
Wall B-1 1 W->E - - 775 - 1.0 - 339 - - 2654 -
1 E->W - - 762 - 1.0 - 339 - - 2654 -
Seg. 1 - W->E 98.9 0.0 412 - 1.0 - 339 - 339 1411 0.29
- E->W 97.2 0.0 405 - 1.0 - 339 - 339 1411 0.29
Seg. 2 - W->E 94.8 0.0 363 - .96 - 324 - 324 1244 0.29
- E->W 93.2 0.0 357 - .96 - 324 - 324 1244 0.29
Wall B-2 1 W->E - - 775 - 1.0 - 339 - - 2654 -
1 E->W - - 762 - 1.0 - 339 - - 2654 -
Seg. 1 - W->E 98.9 0.0 412 - 1.0 - 339 - 339 1411 0.29
- E->W 97.2 0.0 405 - 1.0 - 339 - 339 1411 0.29
Seg. 2 - W->E 94.8 0.0 363 - .96 - 324 - 324 1244 0.29
- E->W 93.2 0.0 357 - .96 - 324 - 324 1244 0.29
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SHEAR RESULTS (flexible wind design, continued)
Wall B-3 1 W->E - - 332 - 1.0 - 339 - - 1138 -
1 E->W - - 327 - 1.0 - 339 - - 1138 -
Seg. 1 - W->E 90.7 0.0 332 - .92 - 310 - 310 1138 0.29
- E->W 89.1 0.0 327 - .92 - 310 - 310 1138 0.29
Seg. 2 - W->E 0.0 0.0 0 - 1.0 - 339 - 339 - -
- E->W 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
LnB, Lev1 - Both - - 3456 - - 638 638 - A - 7656 -
Wall B-1 2 Both - - 1152 1.01.0 638 638 - - 2552 -
Seg. 1 - Both 384.0
1543499
0959963
6
1152 .67.67 425 425 - 851 2552 0.45
Seg. 2 - Both 0.0 0.0 0 1.01.0 638 638 - 1276 - -
Wall B-2 2 Both - - 2304 1.01.0 638 638 - - 5104 -
Seg. 1 - Both 384.0
1543499
0959963
6
1152 .67.67 425 425 - 851 2552 0.45
Seg. 2 - Both 384.0
1543499
0959963
6
1152 .67.67 425 425 - 851 2552 0.45
Seg. 3 - Both 0.0 0.0 0 1.01.0 638 638 - 1276 - -
Line C
LnC, Lev1 - Both - - 1872 - - - 339 - - 6150 -
Wall C-1 1 Both - - 635 - 1.0 - 339 - - 2088 -
Seg. 1 - Both 103.0 0.0 635 - 1.0 - 339 - 339 2088 0.30
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Wall C-2 1 Both 103.0 - 1236 - 1.0 - 339 - 339 4062 0.30
Line D
Level 2
LnD, Lev2 - W->E - - 1684 - - - 339 - - 8519 -
- E->W - - 1665 - - - 339 - - 8519 -
Wall D-1 1 W->E - - 1684 - 1.0 - 339 - - 8519 -
1 E->W - - 1665 - 1.0 - 339 - - 8519 -
Seg. 1 - W->E 66.9 0.0 992 - 1.0 - 339 - 339 5021 0.20
- E->W 66.2 0.0 982 - 1.0 - 339 - 339 5021 0.20
Seg. 2 - W->E 66.9 0.0 368 - 1.0 - 339 - 339 1862 0.20
- E->W 66.2 0.0 364 - 1.0 - 339 - 339 1862 0.20
Seg. 3 - W->E 66.9 0.0 323 - 1.0 - 339 - 339 1636 0.20
- E->W 66.2 0.0 320 - 1.0 - 339 - 339 1636 0.20
Level 1
LnD, Lev1 - Both - - 2716 - - - 495 - - 6185 -
Wall D-1 3 Both - - 2716 - 1.0 - 495 - - 6185 -
Seg. 1 - Both 217.2 0.0 1231 - 1.0 - 495 - 495 2804 0.44
Seg. 2 - Both 217.2 0.0 1485 - 1.0 - 495 - 495 3381 0.44
Line E
LnE, Lev1 - Both - - 339 - - - 339 - - 2825 -
Wall E-1 1 Both - - 339 - 1.0 - 339 - - 2825 -
Seg. 1 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12
Seg. 2 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12
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 Table 4.3.3.5.
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:
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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.
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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 30930 1414.0 7030 7030 4921 4921 4921 4921
1 50010 1818.0 5781 5781 7203 7203 7203 7203
All 80939 - 12811 12811 - - - -
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 = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144
compression.
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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 1
Ln1, Lev1 1 Both 18.4 - 379 - 1.0 - 242 - 242 4997 0.08
Line 2
Level 2
Ln2, Lev2 - Both - - 2528 - - - 242 - - 8947 -
Wall 2-1 1 Both - - 2528 - 1.0 - 242 - - 8947 -
Seg. 1 - Both 68.3 0.0 1514 - 1.0 - 242 - 242 5360 0.28
Seg. 2 - Both 68.3 0.0 1013 - 1.0 - 242 - 242 3587 0.28
Level 1
Ln2, Lev1 - Both - - 3862 - - - 242 - - 3462 -
Wall 2-1 1 Both 0.0 - 0 - 1.0 - 242 - - - -
Wall 2-2 1 Both - - 3862 - 1.0 - 242 - - 3462 -
Seg. 1 - Both 73.6 0.0 1263 - 1.0 - 242 - 242 4151 0.30
Seg. 2 - Both 99.2 0.0 1008 - .93 - 224 - 224 2276 0.44
Seg. 3 - Both 123.5 0.0 1008 - .93 - 224 - 224 1828 0.55
Seg. 4 - Both 33.3 0.0 582 - .70 - 170 - 170 2978 0.20
Line 4
Ln4, Lev1 - Both - - 1471 - - - 242 - - 4594 -
Wall 4-1 1 Both - - 542 - 1.0 - 242 - - 1693 -
Seg. 1 - Both 77.4 0.0 542 - 1.0 - 242 - 242 1693 0.32
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Wall 4-2 1 Both 77.4 - 929 - 1.0 - 242 - 242 2902 0.32
Line 6
Level 2
Ln6, Lev2 - Both - - 2393 - - - 242 - - 7214 -
Wall 6-1 1 Both - - 2393 - 1.0 - 242 - - 7214 -
Seg. 1 - Both 80.2 0.0 1284 - 1.0 - 242 - 242 3869 0.33
Seg. 2 - Both 80.2 0.0 401 - 1.0 - 242 - 242 1209 0.33
Seg. 3 - Both 80.2 0.0 709 - 1.0 - 242 - 242 2136 0.33
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
Ln6, Lev1 - Both - - 3255 - - - 242 - - 10559 -
Wall 6-1 1 Both - - 3255 - 1.0 - 242 - - 10559 -
Seg. 1 - Both 74.5 0.0 2572 - 1.0 - 242 - 242 8342 0.31
Seg. 2 - Both 74.5 0.0 683 - 1.0 - 242 - 242 2217 0.31
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 1
LnA, Lev1 - Both - - 334 - - - 242 - - 970 -
Wall A-1 1 Both - - 334 - 1.0 - 242 - - 970 -
Seg. 1 - Both 52.4 0.0 149 - .63 - 152 - 152 431 0.34
Seg. 2 - Both 58.6 0.0 186 - .70 - 170 - 170 539 0.34
Line B
Level 2
LnB, Lev2 - Both - - 2543 - - - 242 - - 4604 -
Wall B-1 1^Both - - 1047 - 1.0 - 242 - - 1896 -
Seg. 1 - Both 133.6 0.0 557 - 1.0 - 242 - 242 1008 0.55
Seg. 2 - Both 128.0 0.0 491 - .96 - 232 - 232 888 0.55
Wall B-2 1^Both - - 1047 - 1.0 - 242 - - 1896 -
Seg. 1 - Both 133.6 0.0 557 - 1.0 - 242 - 242 1008 0.55
Seg. 2 - Both 128.0 0.0 491 - .96 - 232 - 232 888 0.55
Wall B-3 1^Both - - 449 - 1.0 - 242 - - 813 -
Seg. 1 - Both 122.4 0.0 449 - .92 - 222 - 222 813 0.55
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
LnB, Lev1 - Both - - 3837 - - 456 456 - A - 5468 -
Wall B-1 2^Both - - 1279 1.01.0 456 456 - - 1823 -
Seg. 1 - Both 426.4
1543499
0959963
6
1279 .67.67 304 304 - 608 1823 0.70
Seg. 2 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - -
Wall B-2 2^Both - - 2558 1.01.0 456 456 - - 3646 -
Seg. 1 - Both 426.4
1543499
0959963
6
1279 .67 .67 304 304 - 608 1823 0.70
11 71 of 155
WoodWorks® Shearwalls 230338 - LATERAL ANALYSIS (ELEVATION B - HIP)3
CAR.wsw Aug. 15, 2023 09:45:53
SHEAR RESULTS (flexible seismic design, continued)
Seg. 2 - Both 426.4
1543499
0959963
6
1279 .67 .67 304 304 - 608 1823 0.70
Seg. 3 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - -
Line C
LnC, Lev1 - Both - - 1166 - - - 242 - - 4393 -
Wall C-1 1 Both - - 396 - 1.0 - 242 - - 1491 -
Seg. 1 - Both 64.2 0.0 396 - 1.0 - 242 - 242 1491 0.27
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Wall C-2 1 Both 64.2 - 771 - 1.0 - 242 - 242 2902 0.27
Line D
Level 2
LnD, Lev2 - Both - - 2378 - - - 242 - - 6085 -
Wall D-1 1 Both - - 2378 - 1.0 - 242 - - 6085 -
Seg. 1 - Both 94.5 0.0 1401 - 1.0 - 242 - 242 3587 0.39
Seg. 2 - Both 94.5 0.0 520 - 1.0 - 242 - 242 1330 0.39
Seg. 3 - Both 94.5 0.0 457 - 1.0 - 242 - 242 1169 0.39
Level 1
LnD, Lev1 - Both - - 3182 - - - 353 - - 4418 -
Wall D-1 3^Both - - 3182 - 1.0 - 353 - - 4418 -
Seg. 1 - Both 254.6 0.0 1443 - 1.0 - 353 - 353 2003 0.72
Seg. 2 - Both 254.6 0.0 1739 - 1.0 - 353 - 353 2415 0.72
Line E
LnE, Lev1 - Both - - 448 - - - 242 - - 2018 -
Wall E-1 1 Both - - 448 - 1.0 - 242 - - 2018 -
Seg. 1 - Both 51.7 0.0 224 - .96 - 233 - 233 1009 0.22
Seg. 2 - Both 51.7 0.0 224 - .96 - 233 - 233 1009 0.22
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 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 Table 4.3.3.5.
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.
12 72 of 155
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) 3 1/2" x 9" 24F-V4 DF Glulam
R4 Passed 1 piece(s) 4 x 10 DF No.2
R5 Passed 1 piece(s) 4 x 8 DF No.2
R6 Passed 1 piece(s) 6 x 12 DF No.2
R7 Passed 1 piece(s) 6 x 8 DF No.2
R8 Passed 1 piece(s) 4 x 8 DF No.2
R9 (3 CAR)Passed 1 piece(s) 4 x 12 DF No.2
R10 (3 CAR)Passed 1 piece(s) 4 x 8 DF No.2
R11 Passed 1 piece(s) 4 x 10 DF No.2
UPPER FLOOR FRAMING
Member Name Results Current Solution Comments
U1 Passed 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
U2 Passed 1 piece(s) 4 x 10 DF No.2
U3 Passed 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
U4 Passed 1 piece(s) 4 x 8 DF No.2
U5 Passed 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam
U6 Passed 1 piece(s) 4 x 10 DF No.2
U7 Passed 1 piece(s) 4 x 8 DF No.2
U8 Passed 1 piece(s) 4 x 8 DF No.2
U9 Passed 1 piece(s) 4 x 8 DF No.2
U10 Passed 1 piece(s) 4 x 8 DF No.2
U11 (3 CAR)Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
U3 RFS 8.16.19 Passed 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam
MAIN FLOOR FRAMING
Member Name Results Current Solution Comments
M1 Passed 1 piece(s) 4 x 10 DF No.2
M2 Passed 1 piece(s) 4 x 10 DF No.2
M3 Passed 1 piece(s) 4 x 10 DF No.2
M4 Passed 1 piece(s) 4 x 10 DF No.2
M5 Passed 1 piece(s) 4 x 10 DF No.2
M6 Passed 1 piece(s) 4 x 10 HF No.2
M7 Passed 1 piece(s) 2 x 12 HF No.2 @ 16" OC
230338 - BEAM CALCULATIONS ELEVATION A
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 1 / 3273 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)625 @ 0 3281 (1.50")Passed (19%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)479 @ 8 3/4"3502 Passed (14%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)977 @ 3' 1 1/2"3438 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.022 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.039 @ 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"274 352 625 None
2 - Trimmer - HF 1.50"1.50"1.50"274 352 625 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)6' 3" o/c
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"4' 6"18.0 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 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 2 / 3274 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1888 @ 0 3281 (1.50")Passed (58%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1240 @ 8 3/4"3502 Passed (35%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2006 @ 2' 1 1/2"3438 Passed (58%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.021 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.037 @ 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"799 1089 1888 None
2 - Trimmer - HF 1.50"1.50"1.50"799 1089 1888 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
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"20' 6"18.0 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 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 3 / 3275 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1437 @ 18' 11"7963 (3.50")Passed (18%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1257 @ 18' 1/2"6400 Passed (20%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)6027 @ 9' 8 15/16"10868 Passed (55%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.574 @ 9' 7 3/16"0.938 Passed (L/392)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)1.002 @ 9' 7 3/16"1.250 Passed (L/225)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 18' 9".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on 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 - Column - HF 3.50"3.50"1.50"549 732 1280 Blocking
2 - Column - HF 3.50"3.50"1.50"610 827 1437 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)19' 1" o/c
Bottom Edge (Lu)19' 1" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 1"N/A 7.7 --
1 - Uniform (PSF)0 to 14' (Top)3'16.2 25.0 Roof
2 - Uniform (PSF)14' to 19' 1" (Top)4'16.2 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) 3 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 4 / 3276 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)462 @ 2"7656 (3.50")Passed (6%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)278 @ 1' 3/4"4468 Passed (6%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)541 @ 2' 8"5166 Passed (10%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.004 @ 2' 8"0.250 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.007 @ 2' 8"0.333 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 - Column - HF 3.50"3.50"1.50"195 267 462 Blocking
2 - Column - HF 3.50"3.50"1.50"195 267 462 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 4" o/c
Bottom Edge (Lu)5' 4" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 4"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 4" (Top)4'16.2 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 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 5 / 3277 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1222 @ 0 3281 (1.50")Passed (37%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)574 @ 8 3/4"3502 Passed (16%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)840 @ 1' 4 1/2"3438 Passed (24%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.004 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.006 @ 1' 4 1/2"0.138 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"517 705 1222 None
2 - Trimmer - HF 1.50"1.50"1.50"517 705 1222 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 9" o/c
Bottom Edge (Lu)2' 9" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 9"20' 6"18.0 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) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 6 / 3278 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2404 @ 4"18906 (5.50")Passed (13%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1856 @ 1' 5"8244 Passed (23%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)6683 @ 6' 2 1/2"10166 Passed (66%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.106 @ 6' 2 1/2"0.587 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.183 @ 6' 2 1/2"0.783 Passed (L/769)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
•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 - Column - HF 5.50"5.50"1.50"1007 1397 2404 Blocking
2 - Column - HF 5.50"5.50"1.50"1007 1397 2404 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 5" o/c
Bottom Edge (Lu)12' 5" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 5"N/A 16.0 --
1 - Uniform (PSF)0 to 12' 5" (Front)9'16.2 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, R6
1 piece(s) 6 x 12 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 7 / 3279 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1034 @ 4"18906 (5.50")Passed (5%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)620 @ 1' 1"5376 Passed (12%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1077 @ 2' 8 1/2"3706 Passed (29%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.010 @ 2' 8 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.017 @ 2' 8 1/2"0.317 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 - Column - HF 5.50"5.50"1.50"424 609 1034 Blocking
2 - Column - HF 5.50"5.50"1.50"424 609 1034 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 5" o/c
Bottom Edge (Lu)5' 5" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 5"N/A 10.4 --
1 - Uniform (PSF)0 to 5' 5" (Front)9'16.2 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, R7
1 piece(s) 6 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 8 / 3280 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)567 @ 0 3281 (1.50")Passed (17%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)291 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)425 @ 1' 6"3438 Passed (12%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.002 @ 1' 6"0.100 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.004 @ 1' 6"0.150 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"229 338 567 None
2 - Trimmer - HF 1.50"1.50"1.50"229 338 567 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' o/c
Bottom Edge (Lu)3' o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3'N/A 6.4 --
1 - Uniform (PSF)0 to 3'9'16.2 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, R8
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 9 / 3281 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2208 @ 3"9844 (4.50")Passed (22%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1546 @ 1' 3 3/4"5434 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4295 @ 4' 4 1/2"7004 Passed (61%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.045 @ 4' 4 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.079 @ 4' 4 1/2"0.412 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 4.50"4.50"1.50"951 1258 2208 None
2 - Trimmer - HF 4.50"4.50"1.50"951 1258 2208 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 9" o/c
Bottom Edge (Lu)8' 9" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 9"N/A 10.0 --
1 - Uniform (PSF)0 to 8' 9"11' 6"18.0 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, R9 (3 CAR)
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 10 / 3282 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)815 @ 0 3281 (1.50")Passed (25%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)449 @ 8 3/4"3502 Passed (13%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)662 @ 1' 7 1/2"3438 Passed (19%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.004 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.007 @ 1' 7 1/2"0.162 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"347 467 815 None
2 - Trimmer - HF 1.50"1.50"1.50"347 467 815 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"11' 6"18.0 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, R10 (3 CAR)
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 11 / 3283 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2782 @ 0 3281 (1.50")Passed (85%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1985 @ 10 3/4"4468 Passed (44%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4347 @ 3' 1 1/2"5166 Passed (84%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.048 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.083 @ 3' 1 1/2"0.313 Passed (L/906)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"1181 1602 2782 None
2 - Trimmer - HF 1.50"1.50"1.50"1181 1602 2782 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)6' 3" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 3"20' 6"18.0 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, R11
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 12 / 3284 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)9664 @ 4"12251 (5.50")Passed (79%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)7542 @ 1' 7"15085 Passed (50%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)31685 @ 7' 2 1/2"38424 Passed (82%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.285 @ 7' 2 1/2"0.458 Passed (L/578)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.531 @ 7' 2 1/2"0.688 Passed (L/311)--1.0 D + 0.75 L + 0.75 S (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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 13' 9".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on 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 Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"4.34"4474 2595 4325 9664 Blocking
2 - Stud wall - HF 5.50"5.50"4.34"4474 2595 4325 9664 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' 5" o/c
Bottom Edge (Lu)14' 5" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 14' 5"N/A 18.0 ----
1 - Uniform (PSF)0 to 14' 5" (Top)9'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 14' 5" (Top)N/A 80.0 --WALL
3 - Uniform (PSF)0 to 14' 5" (Top)20' 6"18.0 -25.0 UPPER ROOF
4 - Uniform (PSF)0 to 14' 5" (Top)3' 6"18.0 -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, U1
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 13 / 3285 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)9318 @ 4 1/2"13125 (6.00")Passed (71%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)2475 @ 1' 3 1/4"4468 Passed (55%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)3452 @ 9"5166 Passed (67%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.010 @ 2' 3/4"0.125 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.019 @ 2' 3/4"0.188 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 6.00"6.00"4.26"4363 2365 4242 9318 None
2 - Trimmer - HF 1.50"1.50"1.50"741 260 816 1558 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 2" o/c
Bottom Edge (Lu)4' 2" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 1 1/2"N/A 8.2 ----
1 - Uniform (PSF)0 to 9"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 9"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 9"2'18.0 -25.0 UPPER ROOF
4 - Uniform (PSF)9" to 4' 1 1/2"8' 3"18.0 -25.0 LOWER ROOF
5 - Point (lb)9"N/A 4474 2595 4325 Linked from: U1,
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, U2
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 14 / 3286 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5408 @ 1 1/2"6825 (3.00")Passed (79%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4055 @ 1' 1 1/2"7466 Passed (54%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)11343 @ 4'14792 Passed (77%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.116 @ 4' 1 3/4"0.275 Passed (L/854)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.207 @ 4' 1 7/16"0.412 Passed (L/478)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 8' 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"2.38"2436 1530 2433 5408 None
2 - Trimmer - HF 3.00"3.00"1.51"1384 1530 1219 3446 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 6" o/c
Bottom Edge (Lu)8' 6" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 8.9 ----
1 - Uniform (PSF)0 to 8' 6"9'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 4'N/A 80.0 --WALL
3 - Uniform (PSF)0 to 4'20' 6"18.0 -25.0 UPPER ROOF
4 - Point (lb)4'N/A 1181 -1602
Linked from: R11
(RFS 9.12.17),
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, U3
1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 15 / 3287 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)410 @ 1 1/2"6563 (3.00")Passed (6%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)177 @ 10 1/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)259 @ 1' 6"3438 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.001 @ 1' 6"0.092 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.002 @ 1' 6"0.138 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"1.50"253 60 150 410 None
2 - Trimmer - HF 3.00"3.00"1.50"253 60 150 410 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' o/c
Bottom Edge (Lu)3' o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 3'N/A 6.4 ----
1 - Uniform (PSF)0 to 3'1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 3'N/A 80.0 --WALL
3 - Uniform (PSF)0 to 3'4'18.0 -25.0 UPPER 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, U4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 16 / 3288 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)11516 @ 3"16088 (4.50")Passed (72%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)10425 @ 2'17053 Passed (61%)0.90 1.0 D (All Spans)
Pos Moment (Ft-lbs)46159 @ 8' 6"60796 Passed (76%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.020 @ 9' 7 5/16"0.550 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.386 @ 8' 5 9/16"0.825 Passed (L/513)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 0.97 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 4.50"4.50"3.22"11260 246 96 11516 None
2 - Trimmer - HF 4.50"4.50"2.99"8851 1779 692 10703 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)17' o/c
Bottom Edge (Lu)17' o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 17'N/A 26.1 ----
1 - Uniform (PSF)12' 6" to 17'11' 3"10.0 40.0 -FLOOR
2 - Uniform (PLF)12' 6" to 17'N/A 80.0 --WALL
3 - Uniform (PSF)12' 6" to 17'4'18.0 -25.0 UPPER ROOF
4 - Uniform (PSF)12' 6" to 17'3'18.0 -25.0 LOWER ROOF
5 - Point (lb)1' 6"N/A 2544 --F08
6 - Point (lb)3' 6"N/A 2544 --F08
7 - Point (lb)4' 6"N/A 2544 --F08
8 - Point (lb)6' 6"N/A 2544 --F08
9 - Point (lb)8' 6"N/A 2544 --F08
10 - Point (lb)10' 6"N/A 2544 --F08
11 - Point (lb)12' 6"N/A 2969 --F09
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
1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 17 / 3289 of 155
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
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 18 / 3290 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1348 @ 0 3281 (1.50")Passed (41%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)990 @ 10 3/4"4468 Passed (22%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2275 @ 3' 4 1/2"5166 Passed (44%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.022 @ 3' 4 1/2"0.225 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.051 @ 3' 4 1/2"0.338 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"757 135 591 1348 None
2 - Trimmer - HF 1.50"1.50"1.50"757 135 591 1348 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 9" o/c
Bottom Edge (Lu)6' 9" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 9"N/A 8.2 ----
1 - Uniform (PSF)0 to 6' 9"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 6' 9"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 6' 9"4'18.0 -25.0 UPPER ROOF
4 - Uniform (PSF)0 to 6' 9"3'18.0 -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, U6
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 19 / 3291 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1027 @ 5'3281 (1.50")Passed (31%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1022 @ 4' 3 1/4"3502 Passed (29%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1279 @ 3' 9"3438 Passed (37%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.010 @ 2' 9"0.167 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.024 @ 2' 8 15/16"0.250 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"205 34 148 353 None
2 - Trimmer - HF 1.50"1.50"1.50"584 101 443 1027 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' o/c
Bottom Edge (Lu)5' o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 5'N/A 6.4 ----
1 - Point (lb)3' 9"N/A 757 135 591 Linked from: U6,
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
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 20 / 3292 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1395 @ 0 3281 (1.50")Passed (43%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1007 @ 8 3/4"3045 Passed (33%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1831 @ 2' 7 1/2"2989 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.040 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.051 @ 2' 7 1/2"0.262 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"292 1103 1395 None
2 - Trimmer - HF 1.50"1.50"1.50"292 1103 1395 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"10' 6"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
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 21 / 3293 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1789 @ 0 3281 (1.50")Passed (55%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1292 @ 8 3/4"3045 Passed (42%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2348 @ 2' 7 1/2"2989 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.052 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.065 @ 2' 7 1/2"0.262 Passed (L/962)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"371 1418 1789 None
2 - Trimmer - HF 1.50"1.50"1.50"371 1418 1789 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"13' 6"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, U9
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 22 / 3294 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)173 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)95 @ 8 3/4"3045 Passed (3%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)141 @ 1' 7 1/2"2989 Passed (5%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.002 @ 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"43 130 173 None
2 - Trimmer - HF 1.50"1.50"1.50"43 130 173 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
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"2'10.0 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 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 23 / 3295 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2769 @ 4"12251 (5.50")Passed (23%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)2383 @ 1' 5 1/2"13409 Passed (18%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)13571 @ 10' 5 1/2"30256 Passed (45%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.254 @ 10' 5 1/2"0.675 Passed (L/958)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.703 @ 10' 5 1/2"1.013 Passed (L/346)--1.0 D + 0.75 L + 0.75 S (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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 20' 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.
• 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 Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.50"1769 418 915 2769 Blocking
2 - Stud wall - HF 5.50"5.50"1.50"1769 418 915 2769 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)20' 11" o/c
Bottom Edge (Lu)20' 11" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 20' 11"N/A 16.0 ----
1 - Uniform (PSF)0 to 20' 11" (Top)1'10.0 40.0 -FLOOR
2 - Uniform (PSF)0 to 20' 11" (Top)1'18.0 -25.0 LOWER ROOF
3 - Uniform (PLF)0 to 20' 11" (Top)N/A 80.0 --WALL
4 - Uniform (PSF)0 to 20' 11" (Top)2' 6"18.0 -25.0 UPPER 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, U11 (3 CAR)
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 24 / 3296 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5405 @ 1 1/2"6825 (3.00")Passed (79%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4153 @ 1' 1/2"6755 Passed (61%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)11336 @ 4'12109 Passed (94%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.157 @ 4' 1 3/4"0.275 Passed (L/632)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.279 @ 4' 1 7/16"0.412 Passed (L/354)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 8' 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"2.38"2432 1530 2433 5405 None
2 - Trimmer - HF 3.00"3.00"1.51"1381 1530 1219 3442 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 6" o/c
Bottom Edge (Lu)8' 6" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 8.1 ----
1 - Uniform (PSF)0 to 8' 6"9'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 4'N/A 80.0 --WALL
3 - Uniform (PSF)0 to 4'20' 6"18.0 -25.0 UPPER ROOF
4 - Point (lb)4'N/A 1181 -1602
Linked from: R11
(RFS 9.12.17),
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, U3 RFS 8.16.19
1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 25 / 3297 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1279 @ 2"4961 (3.50")Passed (26%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)792 @ 1' 3/4"3885 Passed (20%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1579 @ 2' 9 1/2"4492 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.017 @ 2' 9 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.021 @ 2' 9 1/2"0.262 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"274 1005 1279 Blocking
2 - Stud wall - HF 3.50"3.50"1.50"274 1005 1279 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 7" o/c
Bottom Edge (Lu)5' 7" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 7" (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, M1
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 26 / 3298 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4520 @ 1' 4 3/4"4961 (3.50")Passed (91%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2210 @ 5 3/4"3885 Passed (57%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2896 @ 5' 6"4492 Passed (64%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.031 @ 4' 2 15/16"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.035 @ 4' 3 5/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt 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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"3.19"1005 3515 4520 Blocking
2 - Stud wall - HF 3.50"3.50"2.18"661 2431/-334 3092 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 11" o/c
Bottom Edge (Lu)6' 11" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 6" (Top)N/A 90.0 -WALL
3 - Uniform (PLF)5' 6" to 6' 11" (Top)N/A 90.0 -WALL
4 - Uniform (PSF)0 to 6" (Top)10' 6"10.0 40.0 UPPER FLOOR
5 - Uniform (PSF)5' 6" to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR
6 - Point (lb)6" (Top)N/A 371 1418 Linked from: U9,
Support 1
7 - Point (lb)5' 6" (Top)N/A 371 1418 Linked from: U9,
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, M2
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 27 / 3299 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4167 @ 5' 6 1/4"4961 (3.50")Passed (84%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1902 @ 4' 7 1/4"3885 Passed (49%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3377 @ 2' 9 1/2"4492 Passed (75%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.035 @ 2' 10 1/8"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.047 @ 2' 9 7/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt 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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"1.93"731 2005/-128 2735 Blocking
2 - Stud wall - HF 3.50"3.50"2.94"1168 3000 4167 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 11" o/c
Bottom Edge (Lu)6' 11" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 6' 11" (Top)N/A 90.0 -WALL
3 - Uniform (PSF)0 to 6' 11" (Top)10' 6"10.0 40.0 UPPER 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, M3
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 28 / 32100 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3968 @ 1' 4 3/4"4961 (3.50")Passed (80%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1827 @ 5 3/4"3885 Passed (47%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2535 @ 5' 5 5/16"4492 Passed (56%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.028 @ 4' 2 3/4"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.032 @ 4' 3 7/16"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt 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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"2.80"894 3074 3968 Blocking
2 - Stud wall - HF 3.50"3.50"1.98"613 2190/-281 2803 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 11" o/c
Bottom Edge (Lu)6' 11" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 6" (Top)N/A 90.0 -WALL
3 - Uniform (PLF)5' 6" to 6' 11" (Top)N/A 90.0 -WALL
4 - Uniform (PSF)0 to 6" (Top)10' 6"10.0 40.0 UPPER FLOOR
5 - Uniform (PSF)5' 6" to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR
6 - Point (lb)6" (Top)N/A 292 1103 Linked from: U8,
Support 1
7 - Point (lb)5' 6" (Top)N/A 292 1103 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
MAIN FLOOR FRAMING, M4
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 29 / 32101 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4960 @ 3' 11 1/4"4961 (3.50")Passed (100%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1719 @ 3' 1/4"4468 Passed (38%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)2125 @ 1' 10 7/8"5166 Passed (41%)1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans)
Live Load Defl. (in)0.009 @ 2' 7/16"0.126 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)0.014 @ 2' 1/8"0.189 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt 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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 Snow Factored Accessories
1 - Stud wall - HF 3.50"3.50"1.89"1037 1149/-145 1034 2674 Blocking
2 - Stud wall - HF 3.50"3.50"3.50"2046 1982 1903 4960 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 4" o/c
Bottom Edge (Lu)5' 4" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 4"N/A 8.2 ----
1 - Uniform (PSF)0 to 5' 4" (Top)6'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 5' 4" (Top)N/A 90.0 --WALL
3 - Uniform (PSF)0 to 5' 4" (Top)8'10.0 40.0 -UPPER FLOOR
4 - Uniform (PSF)0 to 5' 4" (Top)1'15.8 -25.0 LOWER ROOF
5 - Uniform (PSF)0 to 5' 4" (Top)20' 6"15.8 -25.0 UPPER 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
MAIN FLOOR FRAMING, M5
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 30 / 32102 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1424 @ 5 1/2"2126 (1.50")Passed (67%)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (lbs)1596 @ 9' 2 1/4"3238 Passed (49%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)-3110 @ 8' 2 1/4"4242 Passed (73%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.066 @ 4' 1 9/16"0.258 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.073 @ 12' 3 7/16"0.386 Passed (L/999+)--1.0 D + 1.0 L (Alt 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 Snow Factored Accessories
1 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"220 1344/-9 525 1621 See note ¹
2 - Stud wall - SPF 5.50"5.50"2.99"643 3382 1409 4236 None
3 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"220 1344/-9 525 1621 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)15' 6" o/c
Bottom Edge (Lu)15' 6" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger HUC48 2.50"N/A 14-10d 6-10d
3 - Face Mount Hanger HUC48 2.50"N/A 14-10d 6-10d
•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)5 1/2" to 15' 11"N/A 8.2 ----
1 - Uniform (PSF)0 to 16' 4 1/2" (Top)5' 10"10.0 60.0 25.0 DECK
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
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
1 piece(s) 4 x 10 HF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 31 / 32103 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)578 @ 5 1/2"911 (1.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)461 @ 1' 4 3/4"1688 Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1611 @ 6' 4"2577 Passed (62%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.158 @ 6' 4"0.392 Passed (L/895)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.182 @ 6' 4"0.587 Passed (L/774)--1.0 D + 0.75 L + 0.75 S (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/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• 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 - Hanger on 11 1/4" HF beam 5.50"Hanger¹1.50"84 507 211 623 See note ¹
2 - Beam - HF 5.50"5.50"1.50"83 500 208 615 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 8" o/c
Bottom Edge (Lu)12' 2" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - 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 Load Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 12' 7"16"10.0 60.0 25.0 DECK
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
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, M7
1 piece(s) 2 x 12 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 8/15/2023 4:48:01 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION A
Page 32 / 32104 of 155
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) 3 1/2" x 9" 24F-V4 DF Glulam
R4 Passed 1 piece(s) 4 x 10 DF No.2
R5 Passed 1 piece(s) 4 x 8 DF No.2
R6 Passed 1 piece(s) 6 x 12 DF No.2
R7 Passed 1 piece(s) 6 x 8 DF No.2
R8 Passed 1 piece(s) 4 x 8 DF No.2
R9 (3 CAR OPTION)Passed 1 piece(s) 4 x 12 DF No.2
R10 (3 CAR OPTION)Passed 1 piece(s) 4 x 8 DF No.2
UPPER FLOOR FRAMING
Member Name Results Current Solution Comments
U1 Passed 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
U2 Passed 1 piece(s) 4 x 10 DF No.2
U3 Passed 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam
U4 Passed 1 piece(s) 4 x 8 DF No.2
U5 Passed 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam
U6 Passed 1 piece(s) 4 x 10 DF No.2
U7 Passed 1 piece(s) 4 x 8 DF No.2
U8 Passed 1 piece(s) 4 x 8 DF No.2
U9 Passed 1 piece(s) 4 x 8 DF No.2
U10 Passed 1 piece(s) 4 x 8 DF No.2
U11 (3 CAR OPTION)Passed 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam
U12 Passed 1 piece(s) 4 x 8 DF No.2
U13 Passed 1 piece(s) 4 x 8 DF No.2
MAIN FLOOR FRAMING
Member Name Results Current Solution Comments
M1 Passed 1 piece(s) 4 x 10 DF No.2
M2 Passed 1 piece(s) 4 x 10 DF No.2
M3 Passed 1 piece(s) 4 x 10 DF No.2
M4 Passed 1 piece(s) 4 x 10 DF No.2
M5 Passed 1 piece(s) 4 x 10 DF No.2
M6 Passed 1 piece(s) 4 x 10 HF No.2
M7 Passed 1 piece(s) 2 x 12 HF No.2 @ 16" OC
230338 - BEAM CALCULATIONS ELEVATION B
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 1 / 32105 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)625 @ 0 3281 (1.50")Passed (19%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)479 @ 8 3/4"3502 Passed (14%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)977 @ 3' 1 1/2"3438 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.022 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.039 @ 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"274 352 625 None
2 - Trimmer - HF 1.50"1.50"1.50"274 352 625 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)6' 3" o/c
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"4' 6"18.0 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 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 2 / 32106 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2106 @ 0 3281 (1.50")Passed (64%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1521 @ 8 3/4"3502 Passed (43%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2765 @ 2' 7 1/2"3438 Passed (80%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.044 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.077 @ 2' 7 1/2"0.262 Passed (L/817)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"892 1214 2106 None
2 - Trimmer - HF 1.50"1.50"1.50"892 1214 2106 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
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"18' 6"18.0 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 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 3 / 32107 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1437 @ 18' 11"7963 (3.50")Passed (18%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1257 @ 18' 1/2"6400 Passed (20%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)6027 @ 9' 8 15/16"10868 Passed (55%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.574 @ 9' 7 3/16"0.938 Passed (L/392)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)1.002 @ 9' 7 3/16"1.250 Passed (L/225)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 18' 9".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on 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 - Column - HF 3.50"3.50"1.50"549 732 1280 Blocking
2 - Column - HF 3.50"3.50"1.50"610 827 1437 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)19' 1" o/c
Bottom Edge (Lu)19' 1" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 1"N/A 7.7 --
1 - Uniform (PSF)0 to 14' (Top)3'16.2 25.0 Roof
2 - Uniform (PSF)14' to 19' 1" (Top)4'16.2 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) 3 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 4 / 32108 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)462 @ 2"7656 (3.50")Passed (6%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)278 @ 1' 3/4"4468 Passed (6%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)541 @ 2' 8"5166 Passed (10%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.004 @ 2' 8"0.250 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.007 @ 2' 8"0.333 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 - Column - HF 3.50"3.50"1.50"195 267 462 Blocking
2 - Column - HF 3.50"3.50"1.50"195 267 462 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 4" o/c
Bottom Edge (Lu)5' 4" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 4"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 4" (Top)4'16.2 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 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 5 / 32109 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1103 @ 0 3281 (1.50")Passed (34%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)518 @ 8 3/4"3502 Passed (15%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)759 @ 1' 4 1/2"3438 Passed (22%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.003 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.006 @ 1' 4 1/2"0.138 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"467 636 1103 None
2 - Trimmer - HF 1.50"1.50"1.50"467 636 1103 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 9" o/c
Bottom Edge (Lu)2' 9" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 9"18' 6"18.0 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) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 6 / 32110 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2404 @ 4"18906 (5.50")Passed (13%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1856 @ 1' 5"8244 Passed (23%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)6683 @ 6' 2 1/2"10166 Passed (66%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.106 @ 6' 2 1/2"0.587 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.183 @ 6' 2 1/2"0.783 Passed (L/769)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
•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 - Column - HF 5.50"5.50"1.50"1007 1397 2404 Blocking
2 - Column - HF 5.50"5.50"1.50"1007 1397 2404 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 5" o/c
Bottom Edge (Lu)12' 5" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 5"N/A 16.0 --
1 - Uniform (PSF)0 to 12' 5" (Front)9'16.2 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, R6
1 piece(s) 6 x 12 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 7 / 32111 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1034 @ 4"18906 (5.50")Passed (5%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)620 @ 1' 1"5376 Passed (12%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1077 @ 2' 8 1/2"3706 Passed (29%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.010 @ 2' 8 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.017 @ 2' 8 1/2"0.317 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 - Column - HF 5.50"5.50"1.50"424 609 1034 Blocking
2 - Column - HF 5.50"5.50"1.50"424 609 1034 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 5" o/c
Bottom Edge (Lu)5' 5" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 5"N/A 10.4 --
1 - Uniform (PSF)0 to 5' 5" (Front)9'16.2 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, R7
1 piece(s) 6 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 8 / 32112 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)567 @ 0 3281 (1.50")Passed (17%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)291 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)425 @ 1' 6"3438 Passed (12%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.002 @ 1' 6"0.100 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.004 @ 1' 6"0.150 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"229 338 567 None
2 - Trimmer - HF 1.50"1.50"1.50"229 338 567 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' o/c
Bottom Edge (Lu)3' o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3'N/A 6.4 --
1 - Uniform (PSF)0 to 3'9'16.2 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, R8
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 9 / 32113 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2180 @ 3"9844 (4.50")Passed (22%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1544 @ 1' 3 3/4"5434 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4374 @ 4' 6"7004 Passed (62%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.051 @ 4' 6"0.283 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.086 @ 4' 6"0.425 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 4.50"4.50"1.50"886 1294 2180 None
2 - Trimmer - HF 4.50"4.50"1.50"886 1294 2180 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' o/c
Bottom Edge (Lu)9' o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 9'N/A 10.0 --
1 - Uniform (PSF)0 to 9'11' 6"16.2 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, R9 (3 CAR OPTION)
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 10 / 32114 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)781 @ 0 3281 (1.50")Passed (24%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)431 @ 8 3/4"3502 Passed (12%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)635 @ 1' 7 1/2"3438 Passed (18%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.004 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.007 @ 1' 7 1/2"0.162 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"314 467 781 None
2 - Trimmer - HF 1.50"1.50"1.50"314 467 781 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"11' 6"16.2 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, R10 (3 CAR OPTION)
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 11 / 32115 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5261 @ 4"12251 (5.50")Passed (43%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)3991 @ 1' 4"10203 Passed (39%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)16052 @ 7' 2 1/2"20213 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.346 @ 7' 2 1/2"0.458 Passed (L/477)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.615 @ 7' 2 1/2"0.688 Passed (L/268)--1.0 D + 0.75 L + 0.75 S (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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 13' 9".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on 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 Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"2.36"2301 2595 1352 5261 Blocking
2 - Stud wall - HF 5.50"5.50"2.36"2301 2595 1352 5261 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' 5" o/c
Bottom Edge (Lu)14' 5" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 14' 5"N/A 14.0 ----
1 - Uniform (PSF)0 to 14' 5" (Top)9'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 14' 5" (Top)N/A 80.0 --WALL
3 - Uniform (PSF)0 to 14' 5" (Top)3' 6"18.0 -25.0 LOWER ROOF
4 - Uniform (PSF)0 to 14' 5" (Top)4'18.0 -25.0 UPPER 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, U1
1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 12 / 32116 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5176 @ 4 1/2"13125 (6.00")Passed (39%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1219 @ 1' 3 1/4"3885 Passed (31%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1723 @ 9"4492 Passed (38%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.007 @ 2' 3 1/4"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.013 @ 2' 3 5/16"0.213 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 6.00"6.00"2.37"2317 2395 1416 5176 None
2 - Trimmer - HF 1.50"1.50"1.50"318 230 253 680 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 8" o/c
Bottom Edge (Lu)4' 8" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 7 1/2"N/A 8.2 ----
1 - Uniform (PSF)0 to 9"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 9"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 9"4'18.0 -25.0 UPPER ROOF
4 - Uniform (PSF)9" to 4' 7 1/2"2' 6"18.0 -25.0 LOWER ROOF
5 - Point (lb)9"N/A 2301 2595 1352 Linked from: U1,
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, U2
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 13 / 32117 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2670 @ 1 1/2"6825 (3.00")Passed (39%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2016 @ 1' 1/2"5874 Passed (34%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)5345 @ 4' 3"10529 Passed (51%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.083 @ 4' 3"0.275 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.145 @ 4' 3"0.412 Passed (L/681)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 8' 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"1.50"1140 1530 425 2670 None
2 - Trimmer - HF 3.00"3.00"1.50"1140 1530 425 2670 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 6" o/c
Bottom Edge (Lu)8' 6" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 8.1 ----
1 - Uniform (PSF)0 to 8' 6"9'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 8' 6"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 8' 6"4'18.0 -25.0 UPPER ROOF
4 - Uniform (PSF)0 to 8' 6"1'18.0 --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, U3
1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 14 / 32118 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)376 @ 0 3281 (1.50")Passed (11%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)177 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)259 @ 1' 4 1/2"3438 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.001 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.002 @ 1' 4 1/2"0.138 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"232 55 138 376 None
2 - Trimmer - HF 1.50"1.50"1.50"232 55 138 376 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 9" o/c
Bottom Edge (Lu)2' 9" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 ----
1 - Uniform (PSF)0 to 2' 9"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 2' 9"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 2' 9"4'18.0 -25.0 UPPER 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, U4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 15 / 32119 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)11914 @ 3"16088 (4.50")Passed (74%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)10822 @ 2'17053 Passed (63%)0.90 1.0 D (All Spans)
Pos Moment (Ft-lbs)49438 @ 8' 6"60796 Passed (81%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.020 @ 9' 7 5/16"0.550 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.415 @ 8' 6 3/8"0.825 Passed (L/477)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 0.97 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 4.50"4.50"3.33"11657 246 96 11914 None
2 - Trimmer - HF 4.50"4.50"3.31"9996 1779 692 11849 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)17' o/c
Bottom Edge (Lu)17' o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 17'N/A 26.1 ----
1 - Uniform (PSF)12' 6" to 17'11' 3"10.0 40.0 -FLOOR
2 - Uniform (PLF)12' 6" to 17'N/A 80.0 --WALL
3 - Uniform (PSF)12' 6" to 17'4'18.0 -25.0 UPPER ROOF
4 - Uniform (PSF)12' 6" to 17'3'18.0 -25.0 LOWER ROOF
5 - Point (lb)12' 6"N/A 782 --GT P1
6 - Point (lb)1' 6"N/A 2544 --F08
7 - Point (lb)3' 6"N/A 2544 --F08
8 - Point (lb)4' 6"N/A 2544 --F08
9 - Point (lb)6' 6"N/A 2544 --F08
10 - Point (lb)8' 6"N/A 2544 --F08
11 - Point (lb)10' 6"N/A 2544 --F08
12 - Point (lb)12' 6"N/A 2969 --F09
13 - Point (lb)12' 6"N/A 761 --GT P1
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
1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 16 / 32120 of 155
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
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 17 / 32121 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1348 @ 0 3281 (1.50")Passed (41%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)990 @ 10 3/4"4468 Passed (22%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2275 @ 3' 4 1/2"5166 Passed (44%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.022 @ 3' 4 1/2"0.225 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.051 @ 3' 4 1/2"0.338 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"757 135 591 1348 None
2 - Trimmer - HF 1.50"1.50"1.50"757 135 591 1348 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 9" o/c
Bottom Edge (Lu)6' 9" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 9"N/A 8.2 ----
1 - Uniform (PSF)0 to 6' 9"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 6' 9"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 6' 9"4'18.0 -25.0 UPPER ROOF
4 - Uniform (PSF)0 to 6' 9"3'18.0 -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, U6
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 18 / 32122 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1027 @ 5'3281 (1.50")Passed (31%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1022 @ 4' 3 1/4"3502 Passed (29%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1279 @ 3' 9"3438 Passed (37%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.010 @ 2' 9"0.167 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.024 @ 2' 8 15/16"0.250 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"205 34 148 353 None
2 - Trimmer - HF 1.50"1.50"1.50"584 101 443 1027 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' o/c
Bottom Edge (Lu)5' o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 5'N/A 6.4 ----
1 - Point (lb)3' 9"N/A 757 135 591 Linked from: U6,
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
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 19 / 32123 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1395 @ 0 3281 (1.50")Passed (43%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1007 @ 8 3/4"3045 Passed (33%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1831 @ 2' 7 1/2"2989 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.040 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.051 @ 2' 7 1/2"0.262 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"292 1103 1395 None
2 - Trimmer - HF 1.50"1.50"1.50"292 1103 1395 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"10' 6"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
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 20 / 32124 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1789 @ 0 3281 (1.50")Passed (55%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1292 @ 8 3/4"3045 Passed (42%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2348 @ 2' 7 1/2"2989 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.052 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.065 @ 2' 7 1/2"0.262 Passed (L/962)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"371 1418 1789 None
2 - Trimmer - HF 1.50"1.50"1.50"371 1418 1789 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"13' 6"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, U9
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 21 / 32125 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)173 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)95 @ 8 3/4"3045 Passed (3%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)141 @ 1' 7 1/2"2989 Passed (5%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.002 @ 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"43 130 173 None
2 - Trimmer - HF 1.50"1.50"1.50"43 130 173 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
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"2'10.0 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 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 22 / 32126 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)10307 @ 20' 3"12251 (5.50")Passed (84%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)10359 @ 2' 1"21790 Passed (48%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)54328 @ 9' 4 5/8"76235 Passed (71%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.266 @ 10' 4 3/8"0.664 Passed (L/898)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.640 @ 10' 1 1/4"0.996 Passed (L/373)--1.0 D + 1.0 S (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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume/size factor of 0.95 that was calculated using length L = 19' 11".
•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.
• 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 Snow Factored Accessories
1 - Column - DF 5.50"5.50"3.18"7421 412 3954 11374 Blocking
2 - Stud wall - HF 5.50"5.50"4.63"5408 412 4899 10307 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)20' 7" o/c
Bottom Edge (Lu)20' 7" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 20' 7"N/A 26.1 ----
1 - Uniform (PSF)0 to 20' 7" (Top)1'10.0 40.0 -FLOOR
2 - Uniform (PSF)0 to 20' 7" (Top)1'16.2 -25.0 LOWER ROOF
3 - Uniform (PLF)0 to 20' 7" (Top)N/A 80.0 --WALL
4 - Uniform (PSF)0 to 4' (Top)8'16.2 -25.0 UPPER ROOF
5 - Uniform (PSF)4' to 5' 6" (Top)15'16.2 -25.0 UPPER ROOF
6 - Point (lb)4' (Top)N/A 2478 --GT M1
7 - Point (lb)5' 6" (Top)N/A 2207 --GT LD
8 - Uniform (PSF)5' 6" to 20' 7" (Top)18' 6"16.2 -25.0 UPPER 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, U11 (3 CAR OPTION)
1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 23 / 32127 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1313 @ 0 3281 (1.50")Passed (40%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)691 @ 1' 6 1/4"3502 Passed (20%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)866 @ 1'3438 Passed (25%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.002 @ 1' 1 1/16"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.004 @ 1' 1 1/16"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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"600 45 713 1313 None
2 - Trimmer - HF 1.50"1.50"1.50"318 45 385 703 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
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"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 1'N/A 80.0 --WALL
3 - Uniform (PSF)0 to 1'18' 6"18.0 -25.0 UPPER ROOF
4 - Point (lb)1'N/A 467 -636 Linked from: R5,
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, U12
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 24 / 32128 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1004 @ 0 3281 (1.50")Passed (31%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)353 @ 8 3/4"3502 Passed (10%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)565 @ 1' 1 1/2"3438 Passed (16%)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)0.003 @ 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"484 45 520 1004 None
2 - Trimmer - HF 1.50"1.50"1.50"484 45 520 1004 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
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"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 2' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 2' 3"18' 6"18.0 -25.0 UPPER 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 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 25 / 32129 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1279 @ 2"4961 (3.50")Passed (26%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)792 @ 1' 3/4"3885 Passed (20%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1579 @ 2' 9 1/2"4492 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.017 @ 2' 9 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.021 @ 2' 9 1/2"0.262 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"274 1005 1279 Blocking
2 - Stud wall - HF 3.50"3.50"1.50"274 1005 1279 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 7" o/c
Bottom Edge (Lu)5' 7" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 7" (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, M1
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 26 / 32130 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4512 @ 1' 4 3/4"4961 (3.50")Passed (91%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2205 @ 5 3/4"3885 Passed (57%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2891 @ 5' 6"4492 Passed (64%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.031 @ 4' 2 15/16"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.035 @ 4' 3 5/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt 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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"3.18"997 3515 4512 Blocking
2 - Stud wall - HF 3.50"3.50"2.17"649 2431/-334 3080 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 11" o/c
Bottom Edge (Lu)6' 11" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 6" (Top)N/A 80.0 -WALL
3 - Uniform (PLF)5' 6" to 6' 11" (Top)N/A 80.0 -WALL
4 - Uniform (PSF)0 to 6" (Top)10' 6"10.0 40.0 UPPER FLOOR
5 - Uniform (PSF)5' 6" to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR
6 - Point (lb)6" (Top)N/A 371 1418 Linked from: U9,
Support 1
7 - Point (lb)5' 6" (Top)N/A 371 1418 Linked from: U9,
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, M2
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 27 / 32131 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4125 @ 5' 6 1/4"4961 (3.50")Passed (83%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1883 @ 4' 7 1/4"3885 Passed (48%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3346 @ 2' 9 1/2"4492 Passed (74%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.035 @ 2' 10 1/8"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.046 @ 2' 9 7/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt 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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"1.91"704 2005/-128 2709 Blocking
2 - Stud wall - HF 3.50"3.50"2.91"1125 3000 4125 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 11" o/c
Bottom Edge (Lu)6' 11" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 6' 11" (Top)N/A 80.0 -WALL
3 - Uniform (PSF)0 to 6' 11" (Top)10' 6"10.0 40.0 UPPER 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, M3
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 28 / 32132 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3960 @ 1' 4 3/4"4961 (3.50")Passed (80%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1822 @ 5 3/4"3885 Passed (47%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2531 @ 5' 5 1/4"4492 Passed (56%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.028 @ 4' 2 3/4"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.032 @ 4' 3 3/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt 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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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"2.79"886 3074 3960 Blocking
2 - Stud wall - HF 3.50"3.50"1.97"602 2190/-281 2791 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 11" o/c
Bottom Edge (Lu)6' 11" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 6" (Top)N/A 80.0 -WALL
3 - Uniform (PLF)5' 6" to 6' 11" (Top)N/A 80.0 -WALL
4 - Uniform (PSF)0 to 6" (Top)10' 6"10.0 40.0 UPPER FLOOR
5 - Uniform (PSF)5' 6" to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR
6 - Point (lb)6" (Top)N/A 292 1103 Linked from: U8,
Support 1
7 - Point (lb)5' 6" (Top)N/A 292 1103 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
MAIN FLOOR FRAMING, M4
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 29 / 32133 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4761 @ 3' 8 1/4"4961 (3.50")Passed (96%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1554 @ 2' 9 1/4"4468 Passed (35%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)1792 @ 1' 9 5/16"5166 Passed (35%)1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans)
Live Load Defl. (in)0.007 @ 1' 10 15/16"0.117 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)0.010 @ 1' 10 5/8"0.176 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt 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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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 Snow Factored Accessories
1 - Stud wall - HF 3.50"3.50"1.74"934 1079/-155 956 2461 Blocking
2 - Stud wall - HF 3.50"3.50"3.36"1944 1922 1834 4761 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 1" o/c
Bottom Edge (Lu)5' 1" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 1"N/A 8.2 ----
1 - Uniform (PSF)0 to 5' 1" (Top)6'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 5' 1" (Top)N/A 80.0 --WALL
3 - Uniform (PSF)0 to 5' 1" (Top)8'10.0 40.0 -UPPER FLOOR
4 - Uniform (PSF)0 to 5' 1" (Top)1'15.8 -25.0 LOWER ROOF
5 - Uniform (PSF)0 to 5' 1" (Top)20' 4 1/2"15.8 -25.0 UPPER 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
MAIN FLOOR FRAMING, M5
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 30 / 32134 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3368 @ 6' 5 1/4"4961 (3.50")Passed (68%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1218 @ 7' 4 1/4"3238 Passed (38%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)-1967 @ 6' 5 1/4"4242 Passed (46%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.026 @ 3' 2 1/4"0.205 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.029 @ 3' 1 13/16"0.307 Passed (L/999+)--1.0 D + 1.0 L (Alt 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•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.
• 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 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"170 1043/-32 407 1258 See note ¹
2 - Column Cap - steel 3.50"3.50"2.38"511 2689 1120 3368 Blocking
3 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"170 1043/-32 407 1258 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 4" o/c
Bottom Edge (Lu)12' 4" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger HUC48 2.50"N/A 14-10dx1.5 6-10d
3 - Face Mount Hanger HUC48 2.50"N/A 14-10dx1.5 6-10d
•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)3 1/2" to 12' 7"N/A 8.2 ----
1 - Uniform (PSF)0 to 12' 10 1/2" (Top)5' 10"10.0 60.0 25.0 DECK
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
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
1 piece(s) 4 x 10 HF No.2
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 31 / 32135 of 155
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)578 @ 3 1/2"911 (1.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)461 @ 1' 2 3/4"1688 Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1611 @ 6' 2"2577 Passed (62%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.158 @ 6' 2"0.294 Passed (L/895)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.182 @ 6' 2"0.587 Passed (L/774)--1.0 D + 0.75 L + 0.75 S (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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• 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 Snow Factored Accessories
1 - Hanger on 11 1/4" HF beam 3.50"Hanger¹1.50"82 493 206 606 See note ¹
2 - Beam - HF 5.50"4.25"1.50"83 500 208 615 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 8" o/c
Bottom Edge (Lu)12' o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - 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 Load Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 12' 5"16"10.0 60.0 25.0 DECK
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
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, M7
1 piece(s) 2 x 12 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 8/15/2023 4:48:59 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
File Name: 230338 - BEAM CALCULATIONS ELEVATION B
Page 32 / 32136 of 155
137 of 155
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
=
138 of 155
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
139 of 155
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:30" 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 2.50 ft
Length parallel to Z-Z Axis
=
2.50 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
=
3.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =3.0
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
3.0 5.50
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
=
140 of 155
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:30" 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 0.9713 Soil Bearing 1.457ksf 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 0.3349 Z Flexure (+X)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S
PASS 0.3349 Z Flexure (-X)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S
PASS 0.3349 X Flexure (+Z)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S
PASS 0.3349 X Flexure (-Z)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S
PASS 0.4004 1-way Shear (+X)30.030psi 75.0psi +1.20D+1.60S
PASS 0.4004 1-way Shear (-X)30.030psi 75.0psi +1.20D+1.60S
PASS 0.4004 1-way Shear (+Z)30.030psi 75.0psi +1.20D+1.60S
PASS 0.4004 1-way Shear (-Z)30.030psi 75.0psi +1.20D+1.60S
PASS 0.8526 2-way Punching 127.890psi 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 0.57670.5767 0.5767 0.5767 0.3850.00.0
, +D+S 0.000
, 0.0 deg CCW 1.50 1.4571.457 1.457 1.457 0.9710.00.0
, +D+0.750S 0.000
, 0.0 deg CCW 1.50 1.2371.237 1.237 1.237 0.8250.00.0
, +0.60D 0.000
, 0.0 deg CCW 1.50 0.34600.3460 0.3460 0.3460 0.2310.00.0
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 0.6560 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.40D 0.6560 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.20D 0.5623 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.20D 0.5623 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.20D+0.50S 0.9198 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.20D+0.50S 0.9198 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.20D+1.60S 1.706 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.20D+1.60S 1.706 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.20D+0.70S 1.063 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +1.20D+0.70S 1.063 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +0.90D 0.4217 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK
X-X, +0.90D 0.4217 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK
Z-Z, +1.40D 0.6560 -X Bottom 0.1728 Min Temp %0.240 5.095 OK
Z-Z, +1.40D 0.6560 +X Bottom 0.1728 Min Temp %0.240 5.095 OK
Z-Z, +1.20D 0.5623 -X Bottom 0.1728 Min Temp %0.240 5.095 OK
Z-Z, +1.20D 0.5623 +X Bottom 0.1728 Min Temp %0.240 5.095 OK
141 of 155
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:36" 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 3.0 ft
Length parallel to Z-Z Axis
=
3.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
12.0 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
=
4.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =4.0
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
4.0 8.0
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
=
142 of 155
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:36" 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 0.9853 Soil Bearing 1.478ksf 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 0.2390 Z Flexure (+X)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S
PASS 0.2390 Z Flexure (-X)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S
PASS 0.2390 X Flexure (+Z)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S
PASS 0.2390 X Flexure (-Z)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S
PASS 0.2051 1-way Shear (+X)15.380psi 75.0psi +1.20D+1.60S
PASS 0.2051 1-way Shear (-X)15.380psi 75.0psi +1.20D+1.60S
PASS 0.2051 1-way Shear (+Z)15.380psi 75.0psi +1.20D+1.60S
PASS 0.2051 1-way Shear (-Z)15.380psi 75.0psi +1.20D+1.60S
PASS 0.3697 2-way Punching 55.457psi 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 0.58940.5894 0.5894 0.5894 0.3930.00.0
, +D+S 0.000
, 0.0 deg CCW 1.50 1.4781.478 1.478 1.478 0.9850.00.0
, +D+0.750S 0.000
, 0.0 deg CCW 1.50 1.2561.256 1.256 1.256 0.8370.00.0
, +0.60D 0.000
, 0.0 deg CCW 1.50 0.35370.3537 0.3537 0.3537 0.2360.00.0
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 0.9655 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.40D 0.9655 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.20D 0.8276 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.20D 0.8276 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.20D+0.50S 1.348 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.20D+0.50S 1.348 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.20D+1.60S 2.492 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.20D+1.60S 2.492 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.20D+0.70S 1.556 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +1.20D+0.70S 1.556 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +0.90D 0.6207 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
X-X, +0.90D 0.6207 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK
Z-Z, +1.40D 0.9655 -X Bottom 0.2592 Min Temp %0.2667 10.424 OK
Z-Z, +1.40D 0.9655 +X Bottom 0.2592 Min Temp %0.2667 10.424 OK
Z-Z, +1.20D 0.8276 -X Bottom 0.2592 Min Temp %0.2667 10.424 OK
Z-Z, +1.20D 0.8276 +X Bottom 0.2592 Min Temp %0.2667 10.424 OK
143 of 155
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:42" 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 3.50 ft
Length parallel to Z-Z Axis
=
3.50 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
12.0 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
=
5.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =5.0
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
6.50 10.0
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
=
144 of 155
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:42" 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 0.9947 Soil Bearing 1.492ksf 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 0.3026 Z Flexure (+X)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S
PASS 0.3026 Z Flexure (-X)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S
PASS 0.3026 X Flexure (+Z)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S
PASS 0.3026 X Flexure (-Z)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S
PASS 0.2759 1-way Shear (+X)20.690psi 75.0psi +1.20D+1.60S
PASS 0.2759 1-way Shear (-X)20.690psi 75.0psi +1.20D+1.60S
PASS 0.2759 1-way Shear (+Z)20.690psi 75.0psi +1.20D+1.60S
PASS 0.2759 1-way Shear (-Z)20.690psi 75.0psi +1.20D+1.60S
PASS 0.5077 2-way Punching 76.162psi 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 0.67560.6756 0.6756 0.6756 0.4500.00.0
, +D+S 0.000
, 0.0 deg CCW 1.50 1.4921.492 1.492 1.492 0.9950.00.0
, +D+0.750S 0.000
, 0.0 deg CCW 1.50 1.2881.288 1.288 1.288 0.8590.00.0
, +0.60D 0.000
, 0.0 deg CCW 1.50 0.40540.4054 0.4054 0.4054 0.2700.00.0
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 1.506 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.40D 1.506 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.20D 1.291 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.20D 1.291 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.20D+0.50S 1.941 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.20D+0.50S 1.941 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.20D+1.60S 3.371 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.20D+1.60S 3.371 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.20D+0.70S 2.201 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +1.20D+0.70S 2.201 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +0.90D 0.9683 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
X-X, +0.90D 0.9683 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK
Z-Z, +1.40D 1.506 -X Bottom 0.2592 Min Temp %0.2857 11.139 OK
Z-Z, +1.40D 1.506 +X Bottom 0.2592 Min Temp %0.2857 11.139 OK
Z-Z, +1.20D 1.291 -X Bottom 0.2592 Min Temp %0.2857 11.139 OK
Z-Z, +1.20D 1.291 +X Bottom 0.2592 Min Temp %0.2857 11.139 OK
145 of 155
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
.
146 of 155
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
147 of 155
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
.
148 of 155
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
149 of 155
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
150 of 155
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.
151 of 155
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
152 of 155
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.
153 of 155
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
154 of 155
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.
155 of 155