2022.0101 - MM 2 ENGINEERING CALCULATIONSTABLE 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 (Provided by Designer) .............................................................................
-Forte® Job Summary Report - List of Beams and Headers
-Member Reports - Individual Beams and Headers
-Post Capacities Tables
-Plan Specific Gravity Items
Foundation (Provided by Designer) ...............................................................................................
-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 Engineering Calculations
Package For Plans Examiner
This engineering calculations package contains lateral engineering calculations (not gravity
load engineering). Hodge Engineering was not contracted for gravity load engineering for this
project. Where gravity load engineering (foundation, beam, post, etc.) has been or is to be
completed by others Hodge Engineering has recommended that the engineering be
completed by an experienced licensed engineer. Hodge Engineering has not reviewed any
gravity load engineering provided by others. Hodge Engineering has not been contracted to
be the "Engineer of Record".. Hodge Engineering provided the lateral engineering only.
The enclosed engineering calculations document the lateral analysis used. The
engineering calculations are not required to be referenced onsite for construction. These
calculations are to demonstrate to the Plans Examiner that the lateral engineering was
completed following the 2018 IBC. The cover sheet of the engineering specifies the
engineering scope as lateral 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 wall and floor 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 books" all engineers use.
Seismic: Seismic load engineering follows the ASCE 7-16 section 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 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 strength for each shearwall is 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 load engineering has been or is to be completed by
others. Hodge Engineering has not been asked to review the gravity load engineering.
Gravity loads from snow, structure, occupants, etc. meeting the load tables of the 2018 IBC
must be traced through the structure. Load supporting members should be numbered and
calculations provided to the Plans Examiner for review. Loads to the foundation or soil should
have reinforced footings specified by the gravity load engineer where required. 2 of 83
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: Parcel: 22730220600, Yelm, WA 98597
Plan: Maple A – Lot 2
Job: 220278
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 = 350 ft. from Google Earth
1. Ground snow load = NGSL x elevation = 0.050 * 350 = 18 psf = pg
2. SEAW Snow Load Analysis for Washington Appendix A = 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)220278 - LATERAL ANALYSIS.wsw June 14, 2021 13:20:37
0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5'
-5'
-2.5'
0'
2.5'
5'
7.5'
10'
12.5'
15'
17.5'
20'
22.5'
25'
27.5'
30'
32.5'
35'
37.5'
40'
42.5'
45'
47.5'
50'
52.5'
55'
D-1
5-1A-11-1B-1
2-1A-2
3-1C-1
41433090 50575057505750571526113011301526113011301526113011301526113011302283 1551155137462206201016002837254924589292717
333711339582024902164789111339029586891503125912594278874135850387438887477313581411948503101087421481177388Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)220278 - LATERAL ANALYSIS.wsw June 14, 2021 13:20:37
0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5'
-5'
-2.5'
0'
2.5'
5'
7.5'
10'
12.5'
15'
17.5'
20'
22.5'
25'
27.5'
30'
32.5'
35'
37.5'
40'
42.5'
45'
47.5'
50'
52.5'
55'
D-1
5-1B-11-1B-33-1B-2
4-12900 1526113011301526113011302731 82979181482979181427281133958113395829038741358101350387413581013503Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
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WoodWorks® Shearwalls 2019 (Update 3)220278 - LATERAL ANALYSIS.wsw June 14, 2021 13:20:37
0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5'
-5'
-2.5'
0'
2.5'
5'
7.5'
10'
12.5'
15'
17.5'
20'
22.5'
25'
27.5'
30'
32.5'
35'
37.5'
40'
42.5'
45'
47.5'
50'
52.5'
55'
D-1
5-1A-11-1B-1
2-1A-2
3-1C-1
259025904238423842384238108580380310858038031085803803108580380330313031205920593185318517711709138622381990199495921612317231772361213426261090619723626612479265826582225222539633963566880326566252566782880378155532693656616781055252
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)220278 - LATERAL ANALYSIS.wsw June 14, 2021 13:20:37
0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5'
-5'
-2.5'
0'
2.5'
5'
7.5'
10'
12.5'
15'
17.5'
20'
22.5'
25'
27.5'
30'
32.5'
35'
37.5'
40'
42.5'
45'
47.5'
50'
52.5'
55'
D-1
5-1B-11-1B-33-1B-2
4-12061
2061 1085803803108580380317361736527503518527503518
1742174272361272361218811881566880656326566880656326Loads: 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)
220278 - LATERAL ANALYSIS.wsw May. 19, 2022 10:09:52
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Exposure B
Seismic Category D
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)
3.33
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 Regular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 350ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.465g Ss: 1.286g
Fundamental Period E-W N-S
T Used 0.204s 0.204s
Approximate Ta 0.204s 0.204s
Maximum T 0.286s 0.286s
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 82 mph
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10:09:52
Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in]
Ceiling 20.67 0.0
Level 2 12.67 10.0 8.00 13.8 14.5
Level 1 2.83 10.0 9.00 13.8 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 10.50 North Side 22.6 1.00
Extent X,Y =40.00 41.75 South Side 22.6 1.00
Ridge Y Location, Offset 31.38 0.00 East Gable 90.0 1.00
Ridge Elevation, Height 29.36 8.69 West Gable 90.0 1.00
Block 2 2 Story N-S Ridge
Location X,Y =22.25 6.75 North Joined 157.4 1.00
Extent X,Y =17.75 3.75 South Gable 90.0 1.00
Ridge X Location, Offset 31.13 0.00 East Side 33.6 1.00
Ridge Elevation, Height 26.56 5.90 West Side 33.6 1.00
Block 3 1 Story N-S Ridge
Location X,Y =0.50 0.00 North Gable 90.0 0.00
Extent X,Y =20.50 10.75 South Gable 90.0 1.00
Ridge X Location, Offset 10.75 0.00 East Side 33.6 1.00
Ridge Elevation, Height 19.48 6.81 West Side 33.6 1.00
Block 4 1 Story E-W Ridge
Location X,Y =22.00 0.50 North Side 90.0 1.00
Extent X,Y =18.25 7.50 South Side 18.4 1.00
Ridge Y Location, Offset 8.00 3.75 East Gable 90.0 1.00
Ridge Elevation, Height 15.16 2.49 West Gable 90.0 0.00
Block 5 1 Story N-S Ridge
Location X,Y =0.50 -1.25 North Joined 90.0 1.00
Extent X,Y =10.25 1.25 South Gable 90.0 1.00
Ridge X Location, Offset 5.63 0.00 East Side 33.6 1.00
Ridge Elevation, Height 16.07 3.41 West Side 33.6 1.00
Block 6 1 Story N-S Ridge
Location X,Y =17.00 52.25 North Gable 90.0 1.00
Extent X,Y =7.00 5.50 South Joined 90.0 1.00
Ridge X Location, Offset 20.50 0.00 East Side 30.3 1.00
Ridge Elevation, Height 22.71 2.05 West Side 30.3 1.00
2 10 of 83
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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 Both Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 1,2,3
2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,3
3 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3
4 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
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
4 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 3 0.00 10.75 52.00 41.25 32.50 - 8.00
Wall 1-1 Seg 3 0.00 10.75 52.00 41.25 32.50 - -
Segment 1 -- 10.75 11.50 0.75 - 10.67 -
Opening 1 -- 11.50 14.50 3.00 - - 8.00
Segment 2 -- 14.50 32.00 17.50 - 0.46 -
Opening 2 -- 32.00 37.00 5.00 - - 8.00
Segment 3 -- 37.00 52.00 15.00 - 0.53 -
Level 1
Line 1 3 0.00 11.00 52.00 41.00 35.00 - 9.00
Wall 1-1 Seg 3 0.00 11.00 52.00 41.00 35.00 - -
Segment 1 -- 11.00 32.00 21.00 - 0.43 -
Opening 1 -- 32.00 35.00 3.00 - - 9.00
Segment 2 -- 35.00 45.75 10.75 - 0.84 -
Opening 2 -- 45.75 48.75 3.00 - - 9.00
Segment 3 -- 48.75 52.00 3.25 - 2.77 -
Line 2
Level 1
Line 2 Seg 3 10.00 0.00 52.00 52.00 11.00 - 9.00
Wall 2-1 Seg 3 10.00 0.00 11.00 11.00 11.00 0.82 -
Line 3
Level 2
Line 3 NSW 20.00 0.00 10.75 10.75 0.00 - 8.00
Wall 3-1 NSW 22.00 9.25 10.75 1.50 0.00 1.00 -
Level 1
Line 3 NSW 20.00 0.00 10.75 10.75 0.00 - 9.00
Wall 3-1 NSW 20.00 0.00 0.75 0.75 0.00 1.00 -
Line 4
Level 2
Line 4 NSW 28.50 7.50 9.25 1.75 0.00 - 8.00
Wall 4-1 NSW 28.50 7.50 9.25 1.75 0.00 1.00 -
Line 5
Level 2
Line 5 3 40.00 7.50 52.00 44.50 35.50 - 8.00
Wall 5-1 Seg 3 40.00 7.50 52.00 44.50 35.50 - -
Segment 1 -- 7.50 23.75 16.25 - 0.49 -
Opening 1 -- 23.75 28.75 5.00 - - 8.00
Segment 2 -- 28.75 37.25 8.50 - 0.94 -
Opening 2 -- 37.25 39.25 2.00 - - 8.00
Segment 3 -- 39.25 47.50 8.25 - 0.97 -
Opening 3 -- 47.50 49.50 2.00 - - 8.00
Segment 4 -- 49.50 52.00 2.50 - 3.20 -
Level 1
Line 5 3 40.00 0.75 52.00 51.25 38.50 - 9.00
Wall 5-1 Seg 3 40.00 0.75 52.00 51.25 38.50 - -
Segment 1 -- 0.75 24.75 24.00 - 0.38 -
Opening 1 -- 24.75 29.75 5.00 - - 9.00
Segment 2 -- 29.75 39.00 9.25 - 0.97 -
Opening 2 -- 39.00 42.00 3.00 - - 9.00
Segment 3 -- 42.00 47.25 5.25 - 1.71 -
Opening 3 -- 47.25 50.00 2.75 - - 9.00
Segment 4 -- 50.00 52.00 2.00 - 4.50 -
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 0.75 10.00 40.00 30.00 6.00 - 9.00
Wall A-1 NSW 0.00 10.00 20.00 10.00 0.00 - -
Segment 1 -- 10.00 11.50 1.50 - - -
Opening 1 -- 11.50 20.00 8.50 - - 9.00
Segment 2 -- 20.00 20.00 0.00 - - -
Wall A-2 Seg 1 0.75 20.00 40.00 20.00 6.00 - -
Segment 1 -- 20.00 23.00 3.00 - 3.00 -
Opening 1 -- 23.00 37.00 14.00 - - 9.00
Segment 2 -- 37.00 40.00 3.00 - 3.00 -
Line B
Level 2
Line B 4 9.57 0.00 40.00 40.00 17.25 - 8.00
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Wall B-1 Seg 4 10.75 0.00 22.00 22.00 11.75 - -
Segment 1 -- 0.00 1.00 1.00 - 8.00 -
Opening 1 -- 1.00 4.00 3.00 - - 8.00
Segment 2 -- 4.00 15.75 11.75 - 0.68 -
Opening 2 -- 15.75 19.75 4.00 - - 8.00
Segment 3 -- 19.75 22.00 2.25 - 3.56 -
Wall B-2 Seg 4 9.25 22.00 28.50 6.50 0.00 - -
Segment 1 -- 22.00 23.50 1.50 - 5.33 -
Opening 1 -- 23.50 26.50 3.00 - - 8.00
Segment 2 -- 26.50 28.50 2.00 - 4.00 -
Wall B-3 Seg 4 7.50 28.50 40.00 11.50 5.50 - -
Segment 1 -- 28.50 31.25 2.75 - 2.91 -
Opening 1 -- 31.25 37.25 6.00 - - 8.00
Segment 2 -- 37.25 40.00 2.75 - 2.91 -
Level 1
Line B 7.50 0.00 40.00 40.00 0.00 - 9.00
Wall B-1 NSW 11.00 0.00 10.00 10.00 0.00 - -
Segment 1 -- 0.00 2.75 2.75 - - -
Opening 1 -- 2.75 8.00 5.25 - - 9.00
Segment 2 -- 8.00 10.00 2.00 - - -
Line C
Level 1
Line C Seg 3 21.50 0.00 40.00 40.00 13.50 - 9.00
Wall C-1 Seg 3 21.50 26.50 40.00 13.50 13.50 0.67 -
Line D
Level 2
Line D 3 52.00 0.00 40.00 40.00 28.00 - 8.00
Wall D-1 Seg 3 52.00 0.00 40.00 40.00 28.00 - -
Segment 1 -- 0.00 4.25 4.25 - 1.88 -
Opening 1 -- 4.25 9.25 5.00 - - 8.00
Segment 2 -- 9.25 27.00 17.75 - 0.45 -
Opening 2 -- 27.00 34.00 7.00 - - 8.00
Segment 3 -- 34.00 40.00 6.00 - 1.33 -
Level 1
Line D 4 52.00 0.00 40.00 40.00 18.75 - 9.00
Wall D-1 Seg 4 52.00 0.00 40.00 40.00 18.75 - -
Segment 1 -- 0.00 3.75 3.75 - 2.40 -
Opening 1 -- 3.75 13.00 9.25 - - 9.00
Segment 2 -- 13.00 19.00 6.00 - 1.50 -
Opening 2 -- 19.00 26.75 7.75 - - 9.00
Segment 3 -- 26.75 30.50 3.75 - 2.40 -
Opening 3 -- 30.50 34.75 4.25 - - 9.00
Segment 4 -- 34.75 40.00 5.25 - 1.71 -
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 13 of 83
WoodWorks® Shearwalls 220278 - LATERAL ANALYSIS.wsw May. 19, 2022
10:09:52
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 14 of 83
WoodWorks® Shearwalls 220278 - LATERAL ANALYSIS.wsw May. 19, 2022
10:09:52
Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 - Both - - 1742 - - - 339 - - 11002 -
Wall 1-1 3 Both - - 1742 - 1.0 - 339 - - 11002 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Seg. 2 - Both 53.6 0.0 938 - 1.0 - 339 - 339 5924 0.16
Seg. 3 - Both 53.6 0.0 804 - 1.0 - 339 - 339 5078 0.16
Level 1
Ln1, Lev1 - Both - - 2317 - - - 339 - - 11543 -
Wall 1-1 3 Both - - 2317 - 1.0 - 339 - - 11543 -
Seg. 1 - Both 68.0 0.0 1427 - 1.0 - 339 - 339 7109 0.20
Seg. 2 - Both 68.0 0.0 731 - 1.0 - 339 - 339 3639 0.20
Seg. 3 - Both 49.1 0.0 160 - .72 - 244 - 244 795 0.20
Line 2
Ln2, Lev1 - Both - - 2658 - - - 339 - - 3724 -
Wall 2-1 3^Both 241.6 - 2658 - 1.0 - 339 - 339 3724 0.71
Line 5
Level 2
Ln5, Lev2 - Both - - 1881 - - - 339 - - 11700 -
Wall 5-1 3 Both - - 1881 - 1.0 - 339 - - 11700 -
Seg. 1 - Both 54.4 0.0 885 - 1.0 - 339 - 339 5501 0.16
Seg. 2 - Both 54.4 0.0 463 - 1.0 - 339 - 339 2877 0.16
Seg. 3 - Both 54.4 0.0 449 - 1.0 - 339 - 339 2793 0.16
Seg. 4 - Both 34.0 0.0 85 - .63 - 212 - 212 529 0.16
Level 1
Ln5, Lev1 - Both - - 3963 - - - 339 - - 13033 -
Wall 5-1 3 Both - - 3963 - 1.0 - 339 - - 13033 -
Seg. 1 - Both 102.9 0.0 2470 - 1.0 - 339 - 339 8124 0.30
Seg. 2 - Both 102.9 0.0 952 - 1.0 - 339 - 339 3131 0.30
Seg. 3 - Both 102.9 0.0 540 - 1.0 - 339 - 339 1777 0.30
Seg. 4 - 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 - - 2590 - - 638 638 - A - 5104 -
Wall A-2 1 Both - - 2590 1.01.0 638 638 - - 5104 -
Seg. 1 - Both 431.7
2763671
6252140
7
1295 .67.67 425 425 - 851 2552 0.51
Seg. 2 - Both 431.7
2763671
6252140
7
1295 .67.67 425 425 - 851 2552 0.51
Line B
Level 2
LnB, Lev2 - Both - - 2061 - - - 495 - - 7684 -
Wall B-1 4 Both - - 1559 - 1.0 - 495 - - 5813 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - -
Seg. 2 - Both 132.7 0.0 1559 - 1.0 - 495 - 495 5813 0.27
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - -
Wall B-2 4 Both 0.0 - 0 - 1.0 - 495 - - - -
Wall B-3 4 Both - - 502 - 1.0 - 495 - - 1871 -
Seg. 1 - Both 91.2 0.0 251 - .69 - 340 - 340 935 0.27
Seg. 2 - Both 91.2 0.0 251 - .69 - 340 - 340 935 0.27
Line C
Level 1
LnC, Lev1 - Both - - 3031 - - - 339 - - 4570 -
Wall C-1 3 Both 224.5 - 3031 - 1.0 - 339 - 339 4570 0.66
Line D
Level 2
LnD, Lev2 - Both - - 1736 - - - 339 - - 9479 -
Wall D-1 3 Both - - 1736 - 1.0 - 339 - - 9479 -
Seg. 1 - Both 62.0 0.0 264 - 1.0 - 339 - 339 1439 0.18
Seg. 2 - Both 62.0 0.0 1101 - 1.0 - 339 - 339 6009 0.18
7 15 of 83
WoodWorks® Shearwalls 220278 - LATERAL ANALYSIS.wsw May. 19, 2022
10:09:52
SHEAR RESULTS (flexible wind design, continued)
Seg. 3 - Both 62.0 0.0 372 - 1.0 - 339 - 339 2031 0.18
Level 1
LnD, Lev1 - Both - - 3185 - - - 495 - - 8658 -
Wall D-1 4 Both - - 3185 - 1.0 - 495 - - 8658 -
Seg. 1 - Both 151.7 0.0 569 - .83 - 412 - 412 1546 0.37
Seg. 2 - Both 182.0 0.0 1092 - 1.0 - 495 - 495 2969 0.37
Seg. 3 - Both 151.7 0.0 569 - .83 - 412 - 412 1546 0.37
Seg. 4 - Both 182.0 0.0 956 - 1.0 - 495 - 495 2597 0.37
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 16 of 83
WoodWorks® Shearwalls 220278 - LATERAL ANALYSIS.wsw May. 19, 2022
10:09:52
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 39881 1697.1 8044 8044 5744 5744 5744 5744
1 44784 1955.0 4981 4981 6450 13701 6450 6450
All 84664 - 13025 13025 - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by
overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 7 12.3.4.2.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140
compression.
9 17 of 83
WoodWorks® Shearwalls 220278 - LATERAL ANALYSIS.wsw May. 19, 2022
10:09:52
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 - - 2728 - - - 242 - - 7859 -
Wall 1-1 3 Both - - 2728 - 1.0 - 242 - - 7859 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Seg. 2 - Both 83.9 0.0 1469 - 1.0 - 242 - 242 4232 0.35
Seg. 3 - Both 83.9 0.0 1259 - 1.0 - 242 - 242 3627 0.35
Level 1
Ln1, Lev1 - Both - - 3337 - - - 242 - - 8245 -
Wall 1-1 3 Both - - 3337 - 1.0 - 242 - - 8245 -
Seg. 1 - Both 97.9 0.0 2055 - 1.0 - 242 - 242 5078 0.40
Seg. 2 - Both 97.9 0.0 1052 - 1.0 - 242 - 242 2599 0.40
Seg. 3 - Both 70.7 0.0 230 - .72 - 175 - 175 568 0.40
Line 2
Ln2, Lev1 - Both - - 1503 - - - 242 - - 2660 -
Wall 2-1 3 Both 136.7 - 1503 - 1.0 - 242 - 242 2660 0.57
Line 5
Level 2
Ln5, Lev2 - Both - - 2903 - - - 242 - - 8357 -
Wall 5-1 3 Both - - 2903 - 1.0 - 242 - - 8357 -
Seg. 1 - Both 84.0 0.0 1365 - 1.0 - 242 - 242 3929 0.35
Seg. 2 - Both 84.0 0.0 714 - 1.0 - 242 - 242 2055 0.35
Seg. 3 - Both 84.0 0.0 693 - 1.0 - 242 - 242 1995 0.35
Seg. 4 - Both 52.5 0.0 131 - .63 - 151 - 151 378 0.35
Level 1
Ln5, Lev1 - Both - - 4278 - - - 242 - - 9309 -
Wall 5-1 3 Both - - 4278 - 1.0 - 242 - - 9309 -
Seg. 1 - Both 111.1 0.0 2667 - 1.0 - 242 - 242 5803 0.46
Seg. 2 - Both 111.1 0.0 1028 - 1.0 - 242 - 242 2237 0.46
Seg. 3 - Both 111.1 0.0 583 - 1.0 - 242 - 242 1269 0.46
Seg. 4 - 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 - - 3090 - - 456 456 - A - 3646 -
Wall A-2 1^Both - - 3090 1.01.0 456 456 - - 3646 -
Seg. 1 - Both 515.0
2763671
6252140
7
1545 .67.67 304 304 - 608 1823 0.85
Seg. 2 - Both 515.0
2763671
6252140
7
1545 .67.67 304 304 - 608 1823 0.85
Line B
Level 2
LnB, Lev2 - Both - - 2900 - - - 353 - - 5489 -
Wall B-1 4 Both - - 2194 - 1.0 - 353 - - 4152 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - -
Seg. 2 - Both 186.7 0.0 2194 - 1.0 - 353 - 353 4152 0.53
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - -
Wall B-2 4 Both 0.0 - 0 - 1.0 - 353 - - - -
Wall B-3 4 Both - - 706 - 1.0 - 353 - - 1336 -
Seg. 1 - Both 128.4 0.0 353 - .69 - 243 - 243 668 0.53
Seg. 2 - Both 128.4 0.0 353 - .69 - 243 - 243 668 0.53
Line C
Level 1
LnC, Lev1 - Both - - 2283 - - - 242 - - 3264 -
Wall C-1 3 Both 169.1 - 2283 - 1.0 - 242 - 242 3264 0.70
Line D
Level 2
LnD, Lev2 - Both - - 2731 - - - 242 - - 6770 -
Wall D-1 3 Both - - 2731 - 1.0 - 242 - - 6770 -
Seg. 1 - Both 97.5 0.0 415 - 1.0 - 242 - 242 1028 0.40
Seg. 2 - Both 97.5 0.0 1731 - 1.0 - 242 - 242 4292 0.40
Seg. 3 - Both 97.5 0.0 585 - 1.0 - 242 - 242 1451 0.40
Level 1
LnD, Lev1 - Both - - 3746 - - - 353 - - 6185 -
Wall D-1 4^Both - - 3746 - 1.0 - 353 - - 6185 -
Seg. 1 - Both 178.4 0.0 669 - .83 - 295 - 295 1104 0.61
10 18 of 83
WoodWorks® Shearwalls 220278 - LATERAL ANALYSIS.wsw May. 19, 2022
10:09:52
SHEAR RESULTS (flexible seismic design, continued)
Seg. 2 - Both 214.1 0.0 1284 - 1.0 - 353 - 353 2120 0.61
Seg. 3 - Both 178.4 0.0 669 - .83 - 295 - 295 1104 0.61
Seg. 4 - Both 214.1 0.0 1124 - 1.0 - 353 - 353 1855 0.61
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 19 of 83
ROOF FRAMING
Member Name Results Current Solution Comments
R1 Passed 1 piece(s) 4 x 10 DF No.2
R2 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
R3 Passed 1 piece(s) 4 x 8 DF No.2
R4 Passed 1 piece(s) 4 x 8 DF No.2
R5 Passed 1 piece(s) 4 x 8 DF No.2
R6 Passed 1 piece(s) 4 x 8 DF No.2
R7 Passed 1 piece(s) 4 x 8 DF No.2
R8 Passed 1 piece(s) 4 x 8 DF No.2
R9 Passed 1 piece(s) 6 x 10 DF No.2
R10 Passed 1 piece(s) 6 x 10 DF No.2
R11 Passed 1 piece(s) 6 x 10 DF No.2
R12 Passed 1 piece(s) 4 x 12 DF No.2
R13 Passed 1 piece(s) 4 x 12 DF No.2
IPPER FLOOR FRAMING
Member Name Results Current Solution Comments
U1 Passed 1 piece(s) 4 x 8 DF No.2
U2 Passed 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
U3 Passed 1 piece(s) 4 x 10 DF No.2
U4 Passed 1 piece(s) 4 x 8 DF No.2
U5 Passed 1 piece(s) 4 x 8 DF No.2
U6 Passed 1 piece(s) 4 x 8 DF No.2
U7 Passed 1 piece(s) 4 x 8 DF No.2
U8 Passed 1 piece(s) 5 1/2" x 21" 24F-V4 DF Glulam
U9 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
U10 Passed 1 piece(s) 4 x 10 DF No.2
U11 Passed 1 piece(s) 4 x 8 DF No.2
U12 Passed 1 piece(s) 3 1/2" x 13 1/2" 24F-V4 DF Glulam
U13 Passed 1 piece(s) 4 x 8 DF No.2
GT2 (FOR REF USE ONLY)Passed 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam
GT3 (FOR REF USE ONLY)Passed 1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam
U14 Passed 1 piece(s) 4 x 10 DF No.2
U15 Passed 1 piece(s) 4 x 8 DF No.2
FJ1 (REF ONLY)Passed 1 piece(s) 18" TJI® 360 @ 24" OC
FJ2 (REF ONLY)Passed 1 piece(s) 18" TJI® 360 @ 24" OC
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) 2 x 10 HF No.2 @ 16" OC
M3 Passed 2 piece(s) 2 x 10 HF No.2
M4 Passed 1 piece(s) 4 x 10 DF No.2
M5 Passed 1 piece(s) 4 x 10 HF No.2
M6 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC
220278 - BEAM CALCULATIONS
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 1 / 4120 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2350 @ 0 3281 (1.50")Passed (72%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1548 @ 10 3/4"4468 Passed (35%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3084 @ 2' 7 1/2"5166 Passed (60%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.025 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.041 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"939 1411 2350 None
2 - Trimmer - HF 1.50"1.50"1.50"939 1411 2350 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 3"21' 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 Rush Residential
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 10 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 2 / 4121 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3354 @ 1 1/2"6825 (3.00")Passed (49%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2460 @ 1'6400 Passed (38%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)5877 @ 3' 9"10868 Passed (54%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.087 @ 3' 9"0.242 Passed (L/997)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.145 @ 3' 9"0.363 Passed (L/599)--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).
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 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 Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"1339 2016 3355 None
2 - Trimmer - HF 3.00"3.00"1.50"1339 2016 3355 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 7' 6"N/A 7.7 --
1 - Uniform (PSF)0 to 7' 6"21' 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 Rush Residential
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) 3 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 3 / 4122 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)100 @ 0 3281 (1.50")Passed (3%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)35 @ 8 3/4"3502 Passed (1%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)56 @ 1' 1 1/2"3438 Passed (2%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.000 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.000 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"44 56 100 None
2 - Trimmer - HF 1.50"1.50"1.50"44 56 100 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 3"2'16.2 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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R3
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 4 / 4123 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)233 @ 0 3281 (1.50")Passed (7%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)169 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)306 @ 2' 7 1/2"3438 Passed (9%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.005 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.009 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"102 131 233 None
2 - Trimmer - HF 1.50"1.50"1.50"102 131 233 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"2'16.2 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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 5 / 4124 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)289 @ 0 3281 (1.50")Passed (9%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)222 @ 8 3/4"3502 Passed (6%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)452 @ 3' 1 1/2"3438 Passed (13%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.010 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.018 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"133 156 289 None
2 - Trimmer - HF 1.50"1.50"1.50"133 156 289 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 3"2'18.0 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 Rush Residential
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 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 6 / 4125 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)150 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)83 @ 8 3/4"3502 Passed (2%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)122 @ 1' 7 1/2"3438 Passed (4%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.001 @ 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).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"69 81 150 None
2 - Trimmer - HF 1.50"1.50"1.50"69 81 150 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"2'18.0 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 Rush Residential
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) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 7 / 4126 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1898 @ 0 3281 (1.50")Passed (58%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1247 @ 8 3/4"3502 Passed (36%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2017 @ 2' 1 1/2"3438 Passed (59%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.022 @ 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).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"756 1142 1898 None
2 - Trimmer - HF 1.50"1.50"1.50"756 1142 1898 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 3"21' 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 Rush Residential
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) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 8 / 4127 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1452 @ 0 3281 (1.50")Passed (44%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)800 @ 8 3/4"3502 Passed (23%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1179 @ 1' 7 1/2"3438 Passed (34%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.013 @ 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).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"578 873 1451 None
2 - Trimmer - HF 1.50"1.50"1.50"578 873 1451 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"21' 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 Rush Residential
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 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 9 / 4128 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1990 @ 4"12251 (5.50")Passed (16%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1556 @ 1' 3"6810 Passed (23%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)5057 @ 5' 8 3/4"6937 Passed (73%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.119 @ 5' 8 3/4"0.360 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.208 @ 5' 8 3/4"0.540 Passed (L/624)--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/360) and TL (L/240).
•Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Stud wall - HF 5.50"5.50"1.50"844 1146 1990 None
2 - Column Cap - steel 5.50"5.50"1.50"844 1146 1990 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 11' 5 1/2"N/A 13.2 --
1 - Uniform (PSF)0 to 11' 5 1/2" (Top)8'16.8 25.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Rush Residential
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
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 10 / 4129 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1869 @ 13' 5 1/4"12251 (5.50")Passed (15%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1529 @ 1' 3"6810 Passed (22%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)5826 @ 6' 10 5/8"6937 Passed (84%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.195 @ 6' 10 5/8"0.437 Passed (L/807)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.352 @ 6' 10 5/8"0.655 Passed (L/446)--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/360) and TL (L/240).
•Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column Cap - steel 5.50"5.50"1.50"836 1033 1869 None
2 - Stud wall - HF 5.50"5.50"1.50"836 1033 1869 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 13' 9 1/4"N/A 13.2 --
1 - Uniform (PSF)0 to 13' 9 1/4" (Front)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 Rush Residential
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
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 11 / 4130 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)396 @ 2' 7"12251 (5.50")Passed (3%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)57 @ 1' 3"6810 Passed (1%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)172 @ 1' 5 1/2"6937 Passed (2%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.000 @ 1' 5 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.000 @ 1' 5 1/2"0.112 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/360) and TL (L/240).
•Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column Cap - steel 5.50"5.50"1.50"177 219 396 None
2 - Stud wall - HF 5.50"5.50"1.50"177 219 396 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 11"N/A 13.2 --
1 - Uniform (PSF)0 to 2' 11" (Front)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 Rush Residential
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) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 12 / 4131 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)382 @ 1 1/2"6563 (3.00")Passed (6%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)276 @ 1' 2 1/4"5434 Passed (5%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)765 @ 4' 3"7004 Passed (11%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.008 @ 4' 3"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.014 @ 4' 3"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).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"170 212 382 None
2 - Trimmer - HF 3.00"3.00"1.50"170 212 382 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 10.0 --
1 - Uniform (PSF)0 to 8' 6"1'15.0 25.0 Roof
2 - Uniform (PSF)0 to 8' 6"1'15.0 25.0 Roof OH
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 Rush Residential
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, R12
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 13 / 4132 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1717 @ 1 1/2"6563 (3.00")Passed (26%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1455 @ 1' 2 1/4"5434 Passed (27%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)6531 @ 8' 1 1/16"7004 Passed (93%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.273 @ 8' 2 9/16"0.542 Passed (L/715)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.469 @ 8' 2 9/16"0.813 Passed (L/416)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"716 1002 1718 None
2 - Trimmer - HF 3.00"3.00"1.50"670 930 1600 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 16' 6"N/A 10.0 --
1 - Uniform (PSF)0 to 5' 10"4' 2"15.8 25.0 Roof
2 - Uniform (PSF)0 to 16' 6"1'15.8 25.0 Roof OH
3 - Uniform (PSF)5' 10" to 16' 6"3' 5"15.8 25.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Rush Residential
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, R13
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 14 / 4133 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2402 @ 0 3281 (1.50")Passed (73%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)283 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)539 @ 3"3438 Passed (16%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.002 @ 1' 3"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.003 @ 1' 3 1/16"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).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"984 55 1418 2457 None
2 - Trimmer - HF 1.50"1.50"1.50"108 55 128 291 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 ----
1 - Uniform (PSF)0 to 2' 9"1'10.0 40.0 -floor
2 - Uniform (PLF)0 to 3"N/A 80.0 --
3 - Uniform (PSF)0 to 3"21' 7"16.2 -25.0 Upper Roof
4 - Point (lb)3"N/A 939 -1411 Linked from: R1,
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 15 / 4134 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5502 @ 1 1/2"6825 (3.00")Passed (81%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4875 @ 7' 4 1/2"7466 Passed (65%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)11337 @ 4' 4 7/16"14792 Passed (77%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.129 @ 4' 3 5/16"0.275 Passed (L/765)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.231 @ 4' 3 3/8"0.412 Passed (L/429)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Critical positive moment adjusted by a volume 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 Total Accessories
1 - Trimmer - HF 3.00"3.00"2.42"2412 1615 2505 6532 None
2 - Trimmer - HF 6.00"6.00"3.37"3393 1710 4002 9105 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 9"N/A 8.9 ----
1 - Uniform (PSF)0 to 8' 9"9' 6"10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 7' 11"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 7' 11"21' 7"16.2 -25.0 Upper Roof
4 - Uniform (PSF)0 to 8' 9"1'16.8 -25.0 Porch Roof
5 - Point (lb)7' 11"N/A 1339 -2016 Linked from: R2,
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U2
1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 16 / 4135 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3899 @ 4' 3"6563 (3.00")Passed (59%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)2680 @ 3' 4 1/4"4468 Passed (60%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3133 @ 3' 3"5166 Passed (61%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.014 @ 2' 3 1/4"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.024 @ 2' 3 1/2"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).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"586 811 538 1935 None
2 - Trimmer - HF 3.00"3.00"1.78"1691 859 2085 4635 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 4 1/2"N/A 8.2 ----
1 - Uniform (PSF)0 to 4' 4 1/2"9' 6 1/2"10.0 40.0 -FLOOR
2 - Uniform (PLF)3' 3" to 4' 4 1/2"N/A 80.0 --WALL
3 - Uniform (PSF)3' 3" to 4' 4 1/2"21' 7"16.2 -25.0 Upper Roof
4 - Point (lb)3' 3"N/A 1339 -2016 Linked from: R2,
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U3
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 17 / 4136 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)319 @ 0 3281 (1.50")Passed (10%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)176 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)259 @ 1' 7 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' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.003 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"210 65 81 356 None
2 - Trimmer - HF 1.50"1.50"1.50"210 65 81 356 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 3' 3"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 3' 3"2'16.2 -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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 18 / 4137 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)516 @ 0 3281 (1.50")Passed (16%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)372 @ 8 3/4"3502 Passed (11%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)677 @ 2' 7 1/2"3438 Passed (20%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.006 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.019 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"338 105 131 574 None
2 - Trimmer - HF 1.50"1.50"1.50"338 105 131 574 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 5' 3"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 5' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 5' 3"2'16.2 -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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U5
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 19 / 4138 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1836 @ 1 1/2"6563 (3.00")Passed (28%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1176 @ 10 1/4"3045 Passed (39%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1957 @ 2' 4 1/2"2989 Passed (65%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.032 @ 2' 4 1/2"0.150 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.040 @ 2' 4 1/2"0.225 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"379 1457 1836 None
2 - Trimmer - HF 3.00"3.00"1.50"379 1457 1836 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 4' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 9"15' 4"10.0 40.0 Residential - Living
Areas
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U6
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 20 / 4139 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)903 @ 0 3281 (1.50")Passed (28%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)451 @ 8 3/4"3045 Passed (15%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)658 @ 1' 5 1/2"2989 Passed (22%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.004 @ 1' 5 1/2"0.097 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.006 @ 1' 5 1/2"0.146 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"188 715 903 None
2 - Trimmer - HF 3.00"3.00"1.50"204 776 980 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 3' 1/2"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 1/2"12' 3"10.0 40.0 Residential - Living
Areas
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U7
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 21 / 4140 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)9838 @ 19' 9 3/4"12251 (5.50")Passed (80%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)12783 @ 2' 4 1/4"20405 Passed (63%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)51329 @ 9' 11/16"76542 Passed (67%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.238 @ 10' 15/16"0.644 Passed (L/974)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.459 @ 9' 11"0.967 Passed (L/505)--1.0 D + 0.75 L + 0.75 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).
•Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 19' 4".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• 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 Total Accessories
1 - Column Cap - steel 7.25"7.25"5.17"12306 5085 3163 20554 Blocking
2 - Stud wall - HF 5.50"5.50"4.42"4306 5533 1804 11643 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 20' 1 3/4"N/A 28.1 ----
1 - Uniform (PLF)0 to 1' 9" (Top)N/A 80.0 --WALL
2 - Uniform (PSF)0 to 1' 9" (Top)21' 6"16.2 -25.0 ROOF
3 - Uniform (PSF)0 to 1' 9" (Top)5'16.2 -25.0 LOWER ROOF
4 - Uniform (PLF)1' 9" to 8' (Top)N/A 305.0 475.5 164.5
Linked from: FJ1
(REF ONLY),
Support 1
5 - Uniform (PLF)8' to 20' 1 3/4" (Top)N/A 323.0 536.0 160.0
Linked from: FJ2
(REF ONLY),
Support 1
6 - Point (lb)1' 9" (Top)N/A 8704 498 460
Linked from: GT2
(FOR REF USE
ONLY), Support 1
7 - Point (lb)8' (Top)N/A 619 638 376
Linked from: GT3
(FOR REF USE
ONLY), Support 1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U8
1 piece(s) 5 1/2" x 21" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 22 / 4141 of 83
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 Rush Residential
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 23 / 4142 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5809 @ 4"12251 (5.50")Passed (47%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4480 @ 1' 2 1/2"10057 Passed (45%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)13467 @ 5' 3 3/8"17078 Passed (79%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.211 @ 5' 2 3/4"0.332 Passed (L/567)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.383 @ 5' 2 9/16"0.498 Passed (L/312)--1.0 D + 0.75 L + 0.75 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).
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 11 1/2".
•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 Total Accessories
1 - Stud wall - HF 5.50"5.50"2.61"2663 1160 3035 6858 None
2 - Column Cap - steel 5.50"5.50"1.61"2570 1160 3090 6820 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 10' 7 1/2"N/A 12.0 ----
1 - Uniform (PSF)0 to 10' 7 1/2" (Front)5' 5 1/2"10.0 40.0 -FLOOR
2 - Uniform (PSF)0 to 10' 7 1/2" (Front)1'15.0 -25.0 Lower Roof
3 - Uniform (PLF)0 to 5' 6" (Front)N/A 80.0 --WALL
4 - Uniform (PSF)9' 6" to 10' 7 1/2" (Front)21' 7"16.2 -25.0 Upper Roof
5 - Uniform (PLF)9' 6" to 10' 7 1/2" (Front)N/A 80.0 --WALL
6 - Uniform (PSF)0 to 5' 6" (Front)21' 7"16.2 -25.0 Upper Roof
7 - Point (lb)5' 6" (Front)N/A 756 -1142 Linked from: R7,
Support 1
8 - Point (lb)9' 6" (Front)N/A 756 -1142 Linked from: R7,
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U9
1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 24 / 4143 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3056 @ 1 1/2"6563 (3.00")Passed (47%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2016 @ 1' 1/4"4468 Passed (45%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4209 @ 3'5166 Passed (81%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.038 @ 3'0.192 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.068 @ 3'0.287 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"1362 1694 3056 None
2 - Trimmer - HF 3.00"3.00"1.50"1362 1694 3056 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6'N/A 8.2 --
1 - Uniform (PSF)0 to 6'1'15.0 25.0 Porch Roof
2 - Uniform (PLF)0 to 6'N/A 80.0 -
3 - Uniform (PSF)0 to 6'21' 7"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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U10
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 25 / 4144 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)923 @ 1 1/2"6563 (3.00")Passed (14%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)664 @ 10 1/4"3045 Passed (22%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1362 @ 3' 3 7/8"2989 Passed (46%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.045 @ 3' 4 1/8"0.215 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.058 @ 3' 4 1/8"0.313 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/5/16").
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"202 721 923 None
2 - Trimmer - HF 3.00"3.00"1.50"191 677 868 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 8 1/2"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 8 1/2"1'10.0 40.0 Residential - Living
Areas
2 - Uniform (PSF)2' 6" to 6' 8 1/2"4'10.0 40.0 Residential - Living
Areas
3 - Tapered (PSF)0 to 2' 6"5' 1 1/2" to 4'10.0 40.0 Residential - Living
Areas
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U11
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 26 / 4145 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4005 @ 2"4961 (3.50")Passed (81%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)3327 @ 1' 5"8348 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)16108 @ 8' 4 1/2"21263 Passed (76%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.472 @ 8' 4 1/2"0.547 Passed (L/417)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.605 @ 8' 4 1/2"0.821 Passed (L/326)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 5".
•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 Total Accessories
1 - Stud wall - HF 3.50"3.50"2.83"878 3127 4005 Blocking
2 - Stud wall - HF 5.50"5.50"2.88"895 3189 4084 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 16' 11"N/A 11.5 --
1 - Uniform (PSF)0 to 16' 11" (Front)8' 4"10.0 40.0 Residential - Living
Areas
2 - Uniform (PSF)0 to 16' 11" (Front)1'10.0 40.0 Residential - Living
Areas
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U12
1 piece(s) 3 1/2" x 13 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 27 / 4146 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)866 @ 0 3281 (1.50")Passed (26%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)478 @ 8 3/4"3045 Passed (16%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)704 @ 1' 7 1/2"2989 Passed (24%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.005 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.008 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"325 542 81 948 None
2 - Trimmer - HF 1.50"1.50"1.50"325 542 81 948 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 3' 3"8' 4"10.0 40.0 -Residential - Living
Areas
2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --
3 - Uniform (PSF)0 to 3' 3"2'15.0 -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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U13
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 28 / 4147 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)9423 @ 1' 8 3/4"12513 (5.50")Passed (75%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)2333 @ 10 1/2"4174 Passed (56%)0.90 1.0 D (All Spans)
Pos Moment (Ft-lbs)210 @ 10' 1 1/8"6563 Passed (3%)1.00 1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-lbs)-3514 @ 1' 8 3/4"4474 Passed (79%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.093 @ 6' 10 7/8"0.345 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.179 @ 0 0.200 Passed (2L/232)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/0.2").
•Moment capacity over cantilever support 1 has been reduced by 1.7% to lessen the effects of buckling.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 11 11/16".
•Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 1".
•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 Total Accessories
1 - Beam - GLB 5.50"5.50"4.14"8704 498 460 9662 Blocking
2 - Stud wall - HF 5.50"5.50"1.50"-194 441/-6 -40 441/-
240 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 5"N/A 6.4 ----
1 - Uniform (PSF)0 to 1' 6" (Front)1'10.0 40.0 -Residential - Living
Areas
2 - Uniform (PLF)0 to 1' 6" (Front)N/A 80.0 --
3 - Uniform (PSF)0 to 1' 6" (Front)10' 2 1/2"18.0 -25.0 Upper Roof
4 - Uniform (PSF)0 to 1' 6" (Front)1'15.0 -25.0 Lower Roof
5 - Uniform (PSF)1' 6" to 12' 5" (Front)2'10.0 40.0 -Residential - Living
Areas
6 - Point (lb)1' 4" (Front)N/A 7779 --C1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, GT2 (FOR REF USE ONLY)
1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 29 / 4148 of 83
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 Rush Residential
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 30 / 4149 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1380 @ 3' 2 3/4"12513 (5.50")Passed (11%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)714 @ 2' 6"4267 Passed (17%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)985 @ 9' 3 1/16"4200 Passed (23%)1.00 1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-lbs)-1687 @ 3' 2 3/4"3657 Passed (46%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.163 @ 0 0.215 Passed (2L/476)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)0.304 @ 0 0.323 Passed (2L/256)--1.0 D + 0.75 L + 0.75 S (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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Moment capacity over cantilever support 1 has been reduced by 1.8% to lessen the effects of buckling.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 7 15/16".
•Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 11/16".
•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 Total Accessories
1 - Beam - GLB 5.50"5.50"1.50"619 638 376 1633 Blocking
2 - Stud wall - HF 5.50"5.50"1.50"49 441/-26 -73 490/-99 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 13' 11"N/A 5.1 ----
1 - Uniform (PSF)0 to 1' 6" (Front)1'10.0 40.0 -Residential - Living
Areas
2 - Uniform (PLF)0 to 1' 6" (Front)N/A 80.0 --
3 - Uniform (PSF)0 to 1' 6" (Front)7' 1"18.0 -25.0 Upper Roof
4 - Uniform (PSF)0 to 1' 6" (Front)1'15.0 -25.0 Lower Roof
5 - Uniform (PSF)1' 6" to 13' 11" (Front)2'10.0 40.0 -Residential - Living
Areas
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, GT3 (FOR REF USE ONLY)
1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 31 / 4150 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2733 @ 4' 3"3281 (1.50")Passed (83%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1870 @ 3' 4 1/4"4468 Passed (42%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3218 @ 2' 7"5166 Passed (62%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.014 @ 2' 2 7/16"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.023 @ 2' 2 7/16"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"539 85 730 1354 None
2 - Trimmer - HF 1.50"1.50"1.50"1151 85 1582 2818 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 8.2 ----
1 - Uniform (PSF)0 to 4' 3"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)2' 7" to 4' 3"N/A 80.0 --
3 - Uniform (PSF)2' 7" to 4' 3"21' 7 7/16"15.0 -25.0 Upper Roof
4 - Point (lb)2' 7"N/A 939 -1411 Linked from: R1,
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U14
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 32 / 4151 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2043 @ 0 3281 (1.50")Passed (62%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1342 @ 8 3/4"3502 Passed (38%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2170 @ 2' 1 1/2"3438 Passed (63%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.022 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.040 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"894 85 1149 2128 None
2 - Trimmer - HF 1.50"1.50"1.50"894 85 1149 2128 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 4' 3"1'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 4' 3"N/A 80.0 --
3 - Uniform (PSF)0 to 4' 3"21' 7 7/16"15.0 -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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, U15
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 33 / 4152 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)983 @ 21' 8 1/2"1505 (3.50")Passed (65%)1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)1009 @ 2' 1 1/2"2425 Passed (42%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4572 @ 12' 1 3/4"9465 Passed (48%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.257 @ 11' 9 5/8"0.660 Passed (L/926)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.299 @ 11' 11 1/16"0.991 Passed (L/795)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 45 40 Passed ----
System : Floor
Member Type : Joist
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.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: None.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Beam - HF 5.50"5.50"3.50"610 951 329 1890 Blocking
2 - Stud wall - HF 5.50"4.25"1.75"171 823 -29 994/-29 1 1/4" Rim Board
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 6" o/c
Bottom Edge (Lu)9' 7" o/c
Dead Floor Live Snow
Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 22' 1"24"10.0 40.0 -Residential - Living
Areas
2 - Point (lb)0 N/A 160 --WALL
3 - Point (lb)0 N/A 60 -100 ROOF
4 - Point (lb)0 N/A 120 -200 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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, FJ1 (REF ONLY)
1 piece(s) 18" TJI® 360 @ 24" OC
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 34 / 4153 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)959 @ 23' 1/2"1505 (3.50")Passed (64%)1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)1047 @ 3' 5 1/2"2425 Passed (43%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4347 @ 13' 8 5/8"9465 Passed (46%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.257 @ 13' 1 5/8"0.660 Passed (L/926)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.284 @ 13' 4 3/16"0.991 Passed (L/837)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 45 40 Passed ----
System : Floor
Member Type : Joist
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.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: None.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Beam - HF 5.50"5.50"3.50"646 1072 320 2038 Blocking
2 - Stud wall - HF 5.50"4.25"1.75"147 823/-13 -45 970/-58 1 1/4" Rim Board
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 8" o/c
Bottom Edge (Lu)8' 3" o/c
Dead Floor Live Snow
Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 23' 5"24"10.0 40.0 -Residential - Living
Areas
2 - Point (lb)0 N/A 160 --WALL
3 - Point (lb)0 N/A 60 -100 ROOF
4 - Point (lb)0 N/A 105 -175 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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
IPPER FLOOR FRAMING, FJ2 (REF ONLY)
1 piece(s) 18" TJI® 360 @ 24" OC
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 35 / 4154 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1165 @ 2"7656 (3.50")Passed (15%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)712 @ 1' 3/4"3885 Passed (18%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1402 @ 2' 8 3/4"4492 Passed (31%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.014 @ 2' 8 3/4"0.171 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.018 @ 2' 8 3/4"0.256 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 3.50"3.50"1.50"251 914 1165 None
2 - Column - HF 3.50"3.50"1.50"251 914 1165 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 5 1/2"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 5 1/2" (Front)8' 4 1/2"10.0 40.0 Residential - Living
Areas
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 Rush Residential
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 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 36 / 4155 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)371 @ 2 1/2"2126 (3.50")Passed (17%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)300 @ 1' 3/4"1388 Passed (22%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)956 @ 5' 6 3/4"1917 Passed (50%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.123 @ 5' 6 3/4"0.268 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.153 @ 5' 6 3/4"0.535 Passed (L/838)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• 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 Total Accessories
1 - Beam - DF 3.50"3.50"1.50"74 297 371 Blocking
2 - Beam - DF 3.50"3.50"1.50"74 297 371 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 11' 1 1/2"16"10.0 40.0 Residential - Living
Areas
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 Rush Residential
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M2
1 piece(s) 2 x 10 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 37 / 4156 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1831 @ 2"4253 (3.50")Passed (43%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1221 @ 1' 3/4"2775 Passed (44%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2621 @ 3' 2 1/4"3333 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.045 @ 3' 2 1/4"0.201 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.067 @ 3' 2 1/4"0.302 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 3.50"3.50"1.51"588 1243 1831 None
2 - Column - HF 3.50"3.50"1.51"588 1243 1831 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 4 1/2"N/A 7.0 --
1 - Uniform (PSF)0 to 6' 4 1/2" (Front)1' 4"10.0 40.0 Residential - Living
Areas
2 - Uniform (PLF)0 to 6' 4 1/2" (Front)N/A 80.0 -LBW
3 - Uniform (PSF)0 to 6' 4 1/2" (Front)8' 5"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 Rush Residential
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
2 piece(s) 2 x 10 HF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 38 / 4157 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3279 @ 2"7656 (3.50")Passed (43%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1993 @ 1' 3/4"3885 Passed (51%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3911 @ 2' 8 1/2"4492 Passed (87%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.036 @ 2' 8 1/2"0.169 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.049 @ 2' 8 1/2"0.254 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column Cap - steel 3.50"3.50"1.50"869 2410 3279 Blocking
2 - Column Cap - steel 3.50"3.50"1.50"869 2410 3279 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 5"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 5" (Top)7' 3"10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 5' 5" (Top)N/A 90.0 -WALL
3 - Uniform (PSF)0 to 5' 5" (Top)15'10.0 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 Rush Residential
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 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 39 / 4158 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1521 @ 2"4961 (3.50")Passed (31%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)990 @ 1' 3/4"3238 Passed (31%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2204 @ 3' 4 1/2"4242 Passed (52%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.049 @ 3' 4 1/2"0.214 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.057 @ 3' 4 1/2"0.321 Passed (L/999+)--1.0 D + 0.75 L + 0.75 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).
•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 Total Accessories
1 - Column Cap - steel 3.50"3.50"1.50"230 1215 506 1951 Blocking
2 - Column Cap - steel 3.50"3.50"1.50"230 1215 506 1951 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 9"N/A 8.2 ----
1 - Uniform (PSF)0 to 6' 9" (Top)6'10.0 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 Rush Residential
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 HF No.2
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 40 / 4159 of 83
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)533 @ 11' 2 1/2"911 (1.50")Passed (58%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)434 @ 10' 5 1/4"1388 Passed (31%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1369 @ 5' 9 1/2"1917 Passed (71%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.205 @ 5' 9 1/2"0.271 Passed (L/635)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.237 @ 5' 9 1/2"0.542 Passed (L/549)--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).
•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 Total Accessories
1 - Stud wall - HF 5.50"4.25"1.50"77 463 193 733 1 1/4" Rim Board
2 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"78 470 196 744 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LU28 1.50"N/A 8-10dx1.5 6-10dx1.5
•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 11' 8"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 Rush Residential
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) 2 x 10 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/19/2022 5:13:33 PM UTCJoe Greenfield
Hodge Engineering
(253) 857-7055
joe@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220278 - BEAM CALCULATIONS
Maple A
Page 41 / 4160 of 83
61 of 83
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
=
62 of 83
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
63 of 83
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
=
64 of 83
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
65 of 83
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
=
66 of 83
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
67 of 83
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
=
68 of 83
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
69 of 83
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:48" 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 No
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 4.0 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
=
6.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =6.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 93.3 %
# Bars required on each side of zone 6.7 %
Applied Loads
8.0 13.0
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
=
70 of 83
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:48" 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 1.0 Soil Bearing 1.50ksf 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 0.3405 Z Flexure (+X)4.517k-ft/ft 13.263k-ft/ft +1.20D+1.60S
PASS 0.3405 Z Flexure (-X)4.517k-ft/ft 13.263k-ft/ft +1.20D+1.60S
PASS 0.2962 X Flexure (+Z)3.458k-ft/ft 11.674k-ft/ft +1.20D+1.60S
PASS 0.2962 X Flexure (-Z)3.458k-ft/ft 11.674k-ft/ft +1.20D+1.60S
PASS 0.3457 1-way Shear (+X)25.928psi 75.0psi +1.20D+1.60S
PASS 0.3457 1-way Shear (-X)25.928psi 75.0psi +1.20D+1.60S
PASS 0.2830 1-way Shear (+Z)21.224psi 75.0psi +1.20D+1.60S
PASS 0.2830 1-way Shear (-Z)21.224psi 75.0psi +1.20D+1.60S
PASS 0.6007 2-way Punching 90.112psi 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 0.57140.5714 0.5714 0.5714 0.3810.00.0
, +D+S 0.000
, 0.0 deg CCW 1.50 1.501.50 1.50 1.50 1.0000.00.0
, +D+0.750S 0.000
, 0.0 deg CCW 1.50 1.2681.268 1.268 1.268 0.8450.00.0
, +0.60D 0.000
, 0.0 deg CCW 1.50 0.34290.3429 0.3429 0.3429 0.2290.00.0
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 1.274 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.40D 1.274 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.20D 1.092 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.20D 1.092 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.20D+0.50S 1.831 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.20D+0.50S 1.831 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.20D+1.60S 3.458 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.20D+1.60S 3.458 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.20D+0.70S 2.127 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +1.20D+0.70S 2.127 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +0.90D 0.8190 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK
X-X, +0.90D 0.8190 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK
Z-Z, +1.40D 1.664 -X Bottom 0.2592 Min Temp %0.3429 13.263 OK
Z-Z, +1.40D 1.664 +X Bottom 0.2592 Min Temp %0.3429 13.263 OK
Z-Z, +1.20D 1.426 -X Bottom 0.2592 Min Temp %0.3429 13.263 OK
Z-Z, +1.20D 1.426 +X Bottom 0.2592 Min Temp %0.3429 13.263 OK
71 of 83
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:54" 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 No
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 4.50 ft
Length parallel to Z-Z Axis
=
4.0 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
=
7.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =7.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 94.1 %
# Bars required on each side of zone 5.9 %
Applied Loads
9.0 18.0
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
=
72 of 83
General Footing
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:54" 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 1.0 Soil Bearing 1.50ksf 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 0.4282 Z Flexure (+X)5.792k-ft/ft 13.526k-ft/ft +1.20D+1.60S
PASS 0.4282 Z Flexure (-X)5.792k-ft/ft 13.526k-ft/ft +1.20D+1.60S
PASS 0.3786 X Flexure (+Z)4.576k-ft/ft 12.088k-ft/ft +1.20D+1.60S
PASS 0.3786 X Flexure (-Z)4.576k-ft/ft 12.088k-ft/ft +1.20D+1.60S
PASS 0.4195 1-way Shear (+X)31.460psi 75.0psi +1.20D+1.60S
PASS 0.4195 1-way Shear (-X)31.460psi 75.0psi +1.20D+1.60S
PASS 0.3503 1-way Shear (+Z)26.270psi 75.0psi +1.20D+1.60S
PASS 0.3503 1-way Shear (-Z)26.270psi 75.0psi +1.20D+1.60S
PASS 0.7913 2-way Punching 118.702psi 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 0.500.50 0.50 0.50 0.3330.00.0
, +D+S 0.000
, 0.0 deg CCW 1.50 1.501.50 1.50 1.50 1.0000.00.0
, +D+0.750S 0.000
, 0.0 deg CCW 1.50 1.2501.250 1.250 1.250 0.8330.00.0
, +0.60D 0.000
, 0.0 deg CCW 1.50 0.300.30 0.30 0.30 0.2000.00.0
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 1.456 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.40D 1.456 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.20D 1.248 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.20D 1.248 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.20D+0.50S 2.288 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.20D+0.50S 2.288 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.20D+1.60S 4.576 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.20D+1.60S 4.576 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.20D+0.70S 2.704 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +1.20D+0.70S 2.704 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +0.90D 0.9360 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
X-X, +0.90D 0.9360 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK
Z-Z, +1.40D 1.843 -X Bottom 0.2592 Min Temp %0.350 13.526 OK
Z-Z, +1.40D 1.843 +X Bottom 0.2592 Min Temp %0.350 13.526 OK
Z-Z, +1.20D 1.580 -X Bottom 0.2592 Min Temp %0.350 13.526 OK
Z-Z, +1.20D 1.580 +X Bottom 0.2592 Min Temp %0.350 13.526 OK
73 of 83
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
.
74 of 83
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
75 of 83
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
.
76 of 83
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
77 of 83
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
78 of 83
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.
79 of 83
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
80 of 83
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.
81 of 83
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
82 of 83
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.
83 of 83