MM 18 ENGINEERING CALCULATIONSPage 1 of 60
TABLE OF CONTENTS
Project and Site Information ...........................................................................................................
-Engineering Methods Explanation (2018 IBC Lateral and Gravity Engineering Calculations
Package For Plans Examiner)
-Wind Speed Determination - Applied Technology Council
-Seismic1 Spectral Response - Applied Technology Council
-Satellite Image of Building Site and Surrounding Area
-Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf)
Lateral Analysis ................................................................................................................................
-Project Lateral Information - Design Settings and Site Information
-Woodworks® Shearwall Lateral Analysis - Layout and Uplift by Floor
-Design Summary - Shear Wall Design and Hold Downs
-Shear Results for Wind - Critical Response Summary
-Shear Results for Seismic - Critical Response Summary
-Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified)
-Plan Specific Lateral Items
Gravity Load Analysis .....................................................................................................................
-Forte® Job Summary Report - List of Beams and Headers
-Member Reports - Individual Beams and Headers
-Post Capacities Tables
-Plan Specific Gravity Items
Foundation ........................................................................................................................................
-1500 PSF Reinforced Concrete Pad Calculations
-Continuous Concrete Footing with Stem Point Load Engineering
-Restrained Retaining Walls if Present
-Unrestrained Retaining Walls if Present
-Plan Specific Foundation Items
1 2018 International Building Code (IBC)
Page 2 of 60
2018 IBC Lateral and Gravity Engineering Calculations
Package For Plans Examiner
This engineering calculations package contains the lateral and gravity load engineering as
noted in the engineering scope.
All engineered load bearing structural members are specified on the full size engineering
sheets. The enclosed engineering calculations document the engineering analysis. The
engineering calculations are not required to be referenced onsite for construction. These
calculations are to demonstrate to the Plans Examiner that the engineering was completed
following the 2018 IBC. The cover sheet of the engineering specifies the engineering scope
as lateral and gravity load engineering.
LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and
wind loads are according to ASCE 7-16. Applying these loads to the structure, and
determining the design of the lateral structural elements to resist these loads. The structural
elements are sheathing, nailing, holdowns, and the connections between loaded members
and shear resisting elements.
Lateral load modeling was completed with Wood Works Design Office 12 (www.woodworks-
software.com 800-844-1275). Wood Works was developed in conjunction with the American
Forest & Paper Association. The AF&PA is the same professional organization that produces
the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design
(ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM)
for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD)
manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers
use.
Seismic: Seismic load engineering follows the ASCE 7-16 12.8 equivalent lateral force
procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral
forces to a linear mathematical model of the structure. The total forces applied in each
direction are the total base shear. Refer to ASCE 7-16 12.8 for a detailed description of this
procedure. The engineering calculations include a USGS determination of the seismic
spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to
determine seismic loading to the shearwalls. Woodworks Design Office was used to make
the linear mathematical model specified by ASCE 7-16 section 12.8.
Wind: Wind load engineering follows the ASCE 7-16 Directional method for all heights. The
wind loading is determined from the wind exposure and wind speed. This loading is applied
to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full
height shearwall are determined. Required shear strengths for each shearwall are calculated
then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied
where the nailing of the OSB sheathing to the mudsill or lower floor is not adequate to resist
shear panel overturning.
GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc.
meeting the requirements of the 2018 IBC have been traced through the structure. Refer to
the legend on the engineering sheets showing how the point and line loads are depicted.
All loads are supported and traced through the structure. Load supporting members have
been numbered for reference back to the engineering calculations. Loads to the foundation
or soil have reinforced footings specified where required.
Page 3 of 60
Page 4 of 60
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: Cypress – Lot 18
Job: 220281
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
Page 5 of 60
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)
220281 - LATERAL ANALYSIS.wsw May. 23, 2022 13:18:02
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Hodge Engineering
3733 Rosedale St Suite 200
Gig Harbor, WA 98335
DESIGN SETTINGS
Design Code
IBC 2018/AWC SDPWS 2015
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design (ASD)
0.70 Seismic
0.60 Wind
For Deflection (Strength)
1.00 Seismic
1.00 Wind
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%)10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
4.00
Elevation
(between stories)
3.50
Maximum Height-to-width Ratio
Wood panels
Wind Seismic
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 3.5 - - - - -
Ignore non-wood-panel shear resistance contribution...
Wind Seismic
when comb'd w/ wood panels Always
Forces based on...
Hold-downs Applied loads
Drag struts Applied loads
Shearwall relative rigidity: Wall capacity
Perforated shearwall Co factor: SDPWS Equation 4.3-5
Non-identical materials and construction on the shearline: Allowed, except for material type
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 0.197s 0.197s
Approximate Ta 0.197s 0.197s
Maximum T 0.276s 0.276s
Response Factor R 6.50 6.50
Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 78 mph
Page 6 of 60
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)220281 - LATERAL ANALYSIS.wsw Dec. 21, 2021 10:38:30
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8"43' 4"45'46' 8"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
61' 8"
63' 4"
65'
66' 8"
E-1
5-1A-11-1B-2
2-1B-1
3-13-3D-1
C-1
3-23854086494836725835432516494836725833854086494836725835432516494836725832864
2864 368542053685420541874187 15215232071521523207228522853164316446046073413607341360
3062306215471547127815471091145217316371547145237611806214940047381243738124373888012431422183413288687389951243160720731502981Loads: 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
Page 7 of 60
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)220281 - LATERAL ANALYSIS.wsw Dec. 21, 2021 10:38:30
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8"43' 4"45'46' 8"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
61' 8"
63' 4"
65'
66' 8"
C-1
5-1A-11-1A-2
2-1A-3
B-1
3-14-11146
11465434086494836725835434086494836725838308301521521710171010261547102615471684168473812437381243
Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
Page 8 of 60
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)220281 - LATERAL ANALYSIS.wsw Dec. 21, 2021 10:38:30
-3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8"43' 4"45'46' 8"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
61' 8"
63' 4"
65'
66' 8"
E-1
5-1A-11-1B-2
2-1B-1
3-13-3D-1
C-1
3-228926807221148854118810319594431148854118810316807221148854118810319594431148854118810313198 41154696411546964414 358358338135835833811990 2755275561598318209831820
366318271827152018271305173620567691827173628111606160637448611448861144886193014481503193914049188619301448150319391404918Loads: 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
Page 9 of 60
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)220281 - LATERAL ANALYSIS.wsw Dec. 21, 2021 10:38:30
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8"43' 4"45'46' 8"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
50'
51' 8"
53' 4"
55'
56' 8"
58' 4"
60'
61' 8"
63' 4"
65'
66' 8"
C-1
5-1A-11-1A-2
2-1A-3
B-1
3-14-120259597221148854118810319597221148854118810311959358358
20201212182712121827196486114488611448Loads: 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
Page 10 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
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 21.50 0.0
Level 2 13.50 1'-6.0 8.00 21.5 22.5
Level 1 3.00 10.0 9.00 14.0 14.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y =0.00 10.00 North Side 26.6 1.00
Extent X,Y =44.00 21.00 South Side 26.6 1.00
Ridge Y Location, Offset 20.50 0.00 East Gable 90.0 1.00
Ridge Elevation, Height 26.50 5.50 West Gable 90.0 1.00
Block 2 2 Story N-S Ridge
Location X,Y =0.00 8.00 North Joined 153.4 1.00
Extent X,Y =21.00 2.00 South Gable 90.0 1.00
Ridge X Location, Offset 10.50 0.00 East Side 26.6 1.00
Ridge Elevation, Height 26.50 5.50 West Side 26.6 1.00
Block 3 2 Story N-S Ridge
Location X,Y =29.50 8.50 North Joined 153.4 1.00
Extent X,Y =14.50 1.50 South Gable 90.0 1.00
Ridge X Location, Offset 37.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 26.00 5.00 West Side 33.7 1.00
Block 4 1 Story E-W Ridge
Location X,Y =20.50 31.00 North Side 26.6 1.00
Extent X,Y =23.50 24.00 South Side 90.0 1.00
Ridge Y Location, Offset 31.00 -12.00 East Gable 90.0 1.00
Ridge Elevation, Height 25.50 12.00 West Gable 90.0 1.00
Block 5 1 Story N-S Ridge
Location X,Y =20.50 55.00 North Gable 90.0 1.00
Extent X,Y =23.50 8.00 South Joined 153.4 1.00
Ridge X Location, Offset 32.50 0.00 East Side 33.7 1.00
Ridge Elevation, Height 21.00 8.00 West Side 33.7 1.00
Block 6 1 Story E-W Ridge
Location X,Y =0.00 31.00 North Side 14.0 1.00
Extent X,Y =20.50 32.00 South Side 90.0 1.00
Ridge Y Location, Offset 31.00 -16.00 East Gable 90.0 0.00
Ridge Elevation, Height 21.50 8.00 West Gable 90.0 1.00
Block 7 1 Story N-S Ridge
Location X,Y =0.00 5.00 North Joined 90.0 1.00
Extent X,Y =12.00 3.00 South Gable 90.0 1.00
Ridge X Location, Offset 6.00 0.00 East Side 26.6 1.00
Ridge Elevation, Height 16.50 3.00 West Side 26.6 1.00
Page 11 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes
in in lbs/in in in
1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3
2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,2,3
3 1 Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,2,3
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.
Page 12 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
SHEARLINE, WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft]
Line 1
Level 2
Line 1 1 0.00 5.00 31.00 26.00 14.00 - 8.00
Wall 1-1 Seg 1 0.00 5.00 31.00 26.00 14.00 - -
Segment 1 -- 5.00 11.50 6.50 - 1.23 -
Opening 1 -- 11.50 18.00 6.50 -- 8.00
Segment 2 -- 18.00 25.50 7.50 - 1.07 -
Opening 2 -- 25.50 29.50 4.00 -- 8.00
Segment 3 -- 29.50 31.00 1.50 - 5.33 -
Level 1
Line 1 1 0.00 5.00 55.00 50.00 33.50 -9.00
Wall 1-1 Seg 1 0.00 5.00 55.00 50.00 33.50 --
Segment 1 -- 5.00 8.50 3.50 - 2.57 -
Opening 1 -- 8.50 15.00 6.50 -- 8.00
Segment 2 -- 15.00 33.50 18.50 - 0.49 -
Opening 2 -- 33.50 38.50 5.00 -- 8.00
Segment 3 -- 38.50 50.00 11.50 - 0.78 -
Opening 3 -- 50.00 53.50 3.50 -- 8.00
Segment 4 -- 53.50 55.00 1.50 - 6.00 -
Line 2
Level 2
Line 2 NSW 12.00 5.00 11.50 6.50 0.00 - 8.00
Wall 2-1 NSW 12.00 5.00 8.00 3.00 0.00 1.00 -
Level 1
Line 2 NSW 12.00 5.00 11.50 6.50 0.00 - 9.00
Wall 2-1 NSW 12.00 5.00 11.50 6.50 0.00 1.00 -
Line 3
Level 2
Line 3 NSW 21.00 8.00 63.00 55.00 0.00 - 8.00
Wall 3-1 NSW 21.00 8.00 10.00 2.00 0.00 1.00 -
Level 1
Line 3 1 21.00 11.50 63.00 51.50 16.00 - 9.00
Wall 3-1 NSW 21.00 10.00 11.50 1.50 0.00 1.00 -
Wall 3-2 Seg 1 21.00 11.50 27.50 16.00 16.00 0.56 -
Wall 3-3 NSW 20.50 55.00 63.00 8.00 0.00 1.00 -
Line 4
Level 2
Line 4 NSW 29.50 8.50 10.00 1.50 0.00 - 8.00
Wall 4-1 NSW 29.50 8.50 10.00 1.50 0.00 1.00 -
Line 5
Level 2
Line 5 1 44.00 8.50 31.00 22.50 16.00 - 8.00
Wall 5-1 Seg 1 44.00 8.50 31.00 22.50 16.00 - -
Segment 1 -- 8.50 11.50 3.00 - 2.67 -
Opening 1 -- 11.50 18.00 6.50 -- 8.00
Segment 2 -- 18.00 31.00 13.00 - 0.62 -
Level 1
Line 5 1 44.00 10.00 63.00 53.00 37.08 -9.00
Wall 5-1 Seg 1 44.00 10.00 63.00 53.00 37.08 --
Segment 1 -- 10.00 24.75 14.75 - 0.61 -
Opening 1 -- 24.75 27.42 2.67 -- 8.00
Segment 2 -- 27.42 32.67 5.25 - 1.71 -
Opening 2 -- 32.67 35.17 2.50 -- 8.00
Segment 3 -- 35.17 43.00 7.83 - 1.15 -
Opening 3 -- 43.00 47.25 4.25 -- 8.00
Segment 4 -- 47.25 52.25 5.00 - 1.80 -
Opening 4 -- 52.25 58.75 6.50 -- 8.00
Segment 5 -- 58.75 63.00 4.25 - 2.12 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft]
Line A
Level 2
Line A 1 7.00 0.00 44.00 44.00 20.00 - 8.00
Wall A-1 Seg 1 5.00 0.00 12.00 12.00 6.50 - -
Segment 1 -- 0.00 3.75 3.75 - 2.13 -
Opening 1 -- 3.75 9.25 5.50 -- 8.00
Segment 2 -- 9.25 12.00 2.75 - 2.91 -
Wall A-2 Seg 1 8.00 12.00 21.00 9.00 6.00 --
Segment 1 -- 12.00 15.00 3.00 - 2.67 -
Opening 1 -- 15.00 18.00 3.00 - - 8.00
Page 13 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Segment 2 -- 18.00 21.00 3.00 -2.67 -
Wall A-3 Seg 1 8.50 29.50 44.00 14.50 7.50 --
Segment 1 -- 29.50 33.50 4.00 - 2.00 -
Opening 1 -- 33.50 40.50 7.00 - - 8.00
Segment 2 -- 40.50 44.00 3.50 - 2.29 -
Level 1
Line A 1 5.00 0.00 12.00 12.00 0.00 -9.00
Wall A-1 Seg 1 5.00 0.00 12.00 12.00 0.00 --
Segment 1 -- 0.00 2.00 2.00 - 4.50 -
Opening 1 -- 2.00 10.50 8.50 -- 8.00
Segment 2 -- 10.50 12.00 1.50 - 6.00 -
Line B
Level 2
Line B 1 10.00 0.00 44.00 44.00 0.00 - 8.00
Wall B-1 Seg 1 10.00 21.00 29.50 8.50 0.00 - -
Segment 1 -- 21.00 23.00 2.00 - 4.00 -
Opening 1 -- 23.00 28.00 5.00 -- 8.00
Segment 2 -- 28.00 29.50 1.50 - 5.33 -
Level 1
Line B 2,1 10.50 0.00 44.00 44.00 7.00 -9.00
Wall B-1 Seg 1 11.50 12.00 21.00 9.00 0.00 --
Segment 1 -- 12.00 13.50 1.50 - 6.00 -
Opening 1 -- 13.50 19.50 6.00 -- 8.00
Segment 2 -- 19.50 21.00 1.50 - 6.00 -
Wall B-2 Seg 2 10.00 21.00 44.00 23.00 7.00 --
Segment 1 -- 21.00 24.25 3.25 - 2.77 -
Opening 1 -- 24.25 40.25 16.00 - - 8.00
Segment 2 -- 40.25 44.00 3.75 - 2.40 -
Line C
Level 2
Line C Seg 1 31.00 0.00 44.00 44.00 44.00 - 8.00
Wall C-1 Seg 1 31.00 0.00 44.00 44.00 44.00 0.18 -
Level 1
Line C Seg 3 31.00 0.00 44.00 44.00 12.00 - 9.00
Wall C-1 Seg 3 31.00 20.00 32.00 12.00 12.00 0.75 -
Line D
Level 1
Line D 4 55.00 0.00 44.00 44.00 6.75 - 9.00
Wall D-1 Seg 4 55.00 0.00 20.50 20.50 6.75 - -
Segment 1 -- 0.00 1.50 1.50 - 6.00 -
Opening 1 -- 1.50 5.00 3.50 -- 8.00
Segment 2 -- 5.00 11.75 6.75 - 1.33 -
Opening 2 -- 11.75 15.25 3.50 -- 8.00
Segment 3 -- 15.25 17.17 1.92 - 4.70 -
Opening 3 -- 17.17 19.83 2.67 -- 8.00
Segment 4 -- 19.83 20.50 0.67 - 13.50 -
Line E
Level 1
Line E 1 63.00 20.50 44.00 23.50 6.50 - 9.00
Wall E-1 Seg 1 63.00 20.50 44.00 23.50 6.50 - -
Segment 1 -- 20.50 23.25 2.75 - 3.27 -
Opening 1 -- 23.25 26.75 3.50 -- 8.00
Segment 2 -- 26.75 30.50 3.75 - 2.40 -
Opening 2 -- 30.50 41.50 11.00 -- 8.00
Segment 3 -- 41.50 44.00 2.50 - 3.60 -
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
Page 14 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
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
Under-capacity hold-downs were found on the following walls:
Level 1: B-2
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass.
Page 15 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
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 - - 1710 - - - - - - 4739 -
Wall 1-1 1 Both - - 1710 - 1.0 - 339 - - 4739 -
Seg. 1 - Both 122.1 0.0 794 - 1.0 - 339 - 339 2200 0.36
Seg. 2 - Both 122.1 0.0 916 - 1.0 - 339 - 339 2539 0.36
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
Ln1, Lev1 - Both - - 3062 - - - - - - 11077 -
Wall 1-1 1 Both - - 3062 - 1.0 - 339 - - 11077 -
Seg. 1 - Both 72.8 0.0 255 - .78 - 263 - 263 922 0.28
Seg. 2 - Both 93.6 0.0 1731 - 1.0 - 339 - 339 6263 0.28
Seg. 3 - Both 93.6 0.0 1076 - 1.0 - 339 - 339 3893 0.28
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Line 3
Ln3, Lev1 - S->N - - 3761 - - - - - - 5416 -
- N->S - - 3161 - - - - - - 5416 -
Wall 3-2 1 S->N 235.1 - 3761 - 1.0 - 339 - 339 5416 0.69
1 N->S 197.5 - 3161 - 1.0 - 339 - 339 5416 0.58
Line 5
Level 2
Ln5, Lev2 - Both - - 1684 - - - - - - 5162 -
Wall 5-1 1 Both - - 1684 - 1.0 - 339 - - 5162 -
Seg. 1 - Both 82.8 0.0 249 - .75 - 254 - 254 762 0.33
Seg. 2 - Both 110.4 0.0 1436 - 1.0 - 339 - 339 4401 0.33
Level 1
Ln5, Lev1 - S->N - - 4004 - - - - - - 12474 -
- N->S - - 3542 - - - - - - 12474 -
Wall 5-1 1 S->N - - 4004 - 1.0 - 339 - - 12474 -
1 N->S - - 3542 - 1.0 - 339 - - 12474 -
Seg. 1 - S->N 108.7 0.0 1603 - 1.0 - 339 - 339 4993 0.32
- N->S 96.1 0.0 1418 - 1.0 - 339 - 339 4993 0.28
Seg. 2 - S->N 108.7 0.0 571 - 1.0 - 339 - 339 1777 0.32
- N->S 96.1 0.0 505 - 1.0 - 339 - 339 1777 0.28
Seg. 3 - S->N 108.7 0.0 851 - 1.0 - 339 - 339 2652 0.32
- N->S 96.1 0.0 753 - 1.0 - 339 - 339 2652 0.28
Seg. 4 - S->N 108.7 0.0 543 - 1.0 - 339 - 339 1693 0.32
- N->S 96.1 0.0 481 - 1.0 - 339 - 339 1693 0.28
Seg. 5 - S->N 102.6 0.0 436 - .94 - 320 - 320 1359 0.32
- N->S 90.8 0.0 386 - .94 - 320 - 320 1359 0.28
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 2
LnA, Lev2 - Both - - 1146 - - - - - - 5744 -
Wall A-1 1 Both - - 365 - 1.0 - 339 - - 1830 -
Seg. 1 - Both 63.3 0.0 237 - .94 - 317 - 317 1190 0.20
Seg. 2 - Both 46.4 0.0 128 - .69 - 233 - 233 640 0.20
Wall A-2 1 Both - - 304 - 1.0 - 339 - - 1523 -
Seg. 1 - Both 50.6 0.0 152 - .75 - 254 - 254 762 0.20
Seg. 2 - Both 50.6 0.0 152 - .75 - 254 - 254 762 0.20
Wall A-3 1 Both - - 477 - 1.0 - 339 - - 2391 -
Seg. 1 - Both 67.5 0.0 270 - 1.0 - 339 - 339 1354 0.20
Seg. 2 - Both 59.1 0.0 207 - .88 - 296 - 296 1037 0.20
Line B
Level 1
LnB, Lev1 - Both - - 2864 - - - - - - 6982 -
Wall B-1 1 Both 0.0 -0 - 1.0 - 339 - - - -
Wall B-2 2 Both - - 2864 1.01.0 638 638 -A - 6982 -
Seg. 1 - Both 377.9
5917256
0956005
5
1228 .72.72 461 461 - 922 2995 0.41
Seg. 2 - Both 436.1
5917256
0956005
5
1635 .83 .83 532 532 -1063 3987 0.41
Page 16 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
SHEAR RESULTS (flexible wind design, continued)
Line C
Level 2
LnC, Lev2 1 Both 18.9 - 830 - 1.0 - 339 - 339 14895 0.06
Level 1
LnC, Lev1 - Both - - 4187 - - - - - - 7656 -
Wall C-1 3 Both 348.9 - 4187 - 1.0 - 638 - 638 7656 0.55
Line D
LnD, Lev1 - Both - - 2285 - - - - - - 3340 -
Wall D-1 4 Both - - 2285 - 1.0 - 495 - - 3340 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - -
Seg. 2 - Both 338.6 0.0 2285 - 1.0 - 495 - 495 3340 0.68
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - -
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - -
Line E
LnE, Lev1 - Both - - 460 - - - - - - 1627 -
Wall E-1 1 Both - - 460 - 1.0 - 339 - - 1627 -
Seg. 1 - Both 58.5 0.0 161 - .61 - 207 - 207 569 0.28
Seg. 2 - Both 79.7 0.0 299 - .83 - 282 - 282 1058 0.28
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment
from SDPWS 4.3.3.4.1
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
Page 17 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
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 25251 1024.0 5691 5691 3983 3983 3983 3983
1 69625 2214.5 8906 8906 10028 15090 10028 10028
All 94875 - 14596 14596 - - - -
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.
Page 18 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
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 - - 2020 - - - - - - 3385 -
Wall 1-1 1 Both - - 2020 - 1.0 - 242 - - 3385 -
Seg. 1 - Both 144.3 0.0 938 - 1.0 - 242 - 242 1572 0.60
Seg. 2 - Both 144.3 0.0 1082 - 1.0 - 242 - 242 1814 0.60
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
Ln1, Lev1 - Both - - 3663 - - - - - - 7912 -
Wall 1-1 1 Both - - 3663 - 1.0 - 242 - - 7912 -
Seg. 1 - Both 87.1 0.0 305 - .78 - 188 - 188 658 0.46
Seg. 2 - Both 111.9 0.0 2071 - 1.0 - 242 - 242 4473 0.46
Seg. 3 - Both 111.9 0.0 1287 - 1.0 - 242 - 242 2781 0.46
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Line 3
Ln3, Lev1 - Both - - 2811 - - - - - - 3869 -
Wall 3-2 1^Both 175.7 - 2811 - 1.0 - 242 - 242 3869 0.73
Line 5
Level 2
Ln5, Lev2 - Both - - 1964 - - - - - - 3687 -
Wall 5-1 1 Both - - 1964 - 1.0 - 242 - - 3687 -
Seg. 1 - Both 96.6 0.0 290 - .75 - 181 - 181 544 0.53
Seg. 2 - Both 128.8 0.0 1674 - 1.0 - 242 - 242 3143 0.53
Level 1
Ln5, Lev1 - Both - - 3744 - - - - - - 8910 -
Wall 5-1 1 Both - - 3744 - 1.0 - 242 - - 8910 -
Seg. 1 - Both 101.6 0.0 1499 - 1.0 - 242 - 242 3567 0.42
Seg. 2 - Both 101.6 0.0 533 - 1.0 - 242 - 242 1269 0.42
Seg. 3 - Both 101.6 0.0 796 - 1.0 - 242 - 242 1894 0.42
Seg. 4 - Both 101.6 0.0 508 - 1.0 - 242 - 242 1209 0.42
Seg. 5 - Both 96.0 0.0 408 - .94 - 228 - 228 971 0.42
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 2
LnA, Lev2 - Both - - 2025 - - - - - - 4103 -
Wall A-1 1 Both - - 645 - 1.0 - 242 - - 1307 -
Seg. 1 - Both 111.9 0.0 419 - .94 - 227 - 227 850 0.49
Seg. 2 - Both 82.0 0.0 226 - .69 - 166 - 166 457 0.49
Wall A-2 1 Both - - 537 - 1.0 - 242 - - 1088 -
Seg. 1 - Both 89.5 0.0 268 - .75 - 181 - 181 544 0.49
Seg. 2 - Both 89.5 0.0 268 - .75 - 181 - 181 544 0.49
Wall A-3 1 Both - - 843 - 1.0 - 242 - - 1708 -
Seg. 1 - Both 119.3 0.0 477 - 1.0 - 242 - 242 967 0.49
Seg. 2 - Both 104.4 0.0 365 - .88 - 212 - 212 741 0.49
Line B
Level 1
LnB, Lev1 - Both - - 3198 - - - - - - 4987 -
Wall B-1 1 Both 0.0 -0 - 1.0 - 242 - - - -
Wall B-2 2^Both - - 3198 1.01.0 456 456 -A - 4987 -
Seg. 1 - Both 422.0
5917256
0956005
5
1372 .72.72 329 329 - 658 2139 0.64
Seg. 2 - Both 486.9
5917256
0956005
5
1826 .83.83 380 380 - 760 2848 0.64
Line C
Level 2
LnC, Lev2 1 Both 44.5 - 1959 - 1.0 - 242 - 242 10639 0.18
Level 1
LnC, Lev1 - Both - - 4414 - - - - - - 5468 -
Wall C-1 3^Both 367.8 - 4414 - 1.0 - 456 - 456 5468 0.81
Line D
LnD, Lev1 - Both - - 1990 - - - - - - 2385 -
Wall D-1 4^Both - - 1990 - 1.0 - 353 - - 2385 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - -
Seg. 2 - Both 294.8 0.0 1990 - 1.0 - 353 - 353 2385 0.83
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - -
Seg. 4 - Both 0.0 0.0 0 -1.0 -353 -353 - -
Page 19 of 60
WoodWorks® Shearwalls 220281 - LATERAL ANALYSIS.wsw May. 23, 2022
13:18:02
SHEAR RESULTS (flexible seismic design, continued)
Line E
LnE, Lev1 - Both - - 615 - - - - - - 1162 -
Wall E-1 1 Both - - 615 - 1.0 - 242 - - 1162 -
Seg. 1 - Both 78.3 0.0 215 - .61 - 148 - 148 406 0.53
Seg. 2 - Both 106.7 0.0 400 - .83 - 202 - 202 756 0.53
Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
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 Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
Page 20 of 60
ROOF FRAMING
Member Name Results Current Solution Comments
R1 Passed 1 piece(s) 4 x 8 DF No.2
R6 Passed 1 piece(s) 4 x 8 DF No.2
UPPER FLOOR FRAMING
Member Name Results Current Solution Comments
R2 Passed 1 piece(s) 4 x 8 DF No.2
R3 Passed 1 piece(s) 6 x 8 DF No.2
R4 Passed 1 piece(s) 6 x 8 DF No.2
R5 Passed 1 piece(s) 6 x 8 DF No.2
R7 Passed 1 piece(s) 4 x 10 DF No.2
U1 Passed 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
U2 Passed 1 piece(s) 4 x 8 DF No.2
U3 Passed 1 piece(s) 4 x 10 DF No.2
U4 Passed 1 piece(s) 4 x 8 DF No.2
U5 Passed 2 piece(s) 1 3/4" x 18" 2.0E Microllam® LVL
U6 Passed 1 piece(s) 6 x 10 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
MAIN FLOOR FRAMING
Member Name Results Current Solution Comments
M1 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC
M2 Passed 1 piece(s) 4 x 10 DF No.2
M3 Passed 1 piece(s) 2 x 8 HF No.2 @ 16" OC
M4 Passed 1 piece(s) 4 x 10 HF No.2
220281 - BEAM CALCULATIONS
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2
File Name: 220281 - BEAM CALCULATIONS
Page 1 / 21Page 21 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)470 @ 0 3281 (1.50")Passed (14%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)387 @ 8 3/4"3502 Passed (11%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)970 @ 4' 1 1/2"3438 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.037 @ 4' 1 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.067 @ 4' 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/5/16").
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"212 258 470 None
2 - Trimmer - HF 1.50"1.50"1.50"212 258 470 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 3" o/c
Bottom Edge (Lu)8' 3" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 8' 3"2' 6"18.0 25.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 2 / 21Page 22 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1387 @ 0 3281 (1.50")Passed (42%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1002 @ 8 3/4"3502 Passed (29%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1821 @ 2' 7 1/2"3438 Passed (53%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.030 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.051 @ 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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"567 820 1387 None
2 - Trimmer - HF 1.50"1.50"1.50"567 820 1387 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"12' 6"16.8 25.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R6
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 3 / 21Page 23 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1304 @ 0 3281 (1.50")Passed (40%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)797 @ 8 3/4"3502 Passed (23%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1223 @ 1' 10 1/2"3438 Passed (36%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.010 @ 1' 10 1/2"0.125 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.017 @ 1' 10 1/2"0.188 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"531 773 1304 None
2 - Trimmer - HF 1.50"1.50"1.50"531 773 1304 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 9" o/c
Bottom Edge (Lu)3' 9" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 9"16' 6"16.8 25.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, R2
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 4 / 21Page 24 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1281 @ 10' 4"12251 (5.50")Passed (10%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1021 @ 1' 1"5376 Passed (19%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3002 @ 5' 4"3706 Passed (81%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.123 @ 5' 4"0.500 Passed (L/975)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.215 @ 5' 4"0.667 Passed (L/558)--1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column Cap - steel 5.50"5.50"1.50"548 733 1281 Blocking
2 - Stud wall - HF 5.50"5.50"1.50"548 733 1281 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 8" o/c
Bottom Edge (Lu)10' 8" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 10' 8"N/A 10.4 --
1 - Uniform (PSF)0 to 10' 8" (Top)5' 6"16.8 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, R3
1 piece(s) 6 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 5 / 21Page 25 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1010 @ 11' 8 1/2"5156 (1.50")Passed (20%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)899 @ 11' 1"5376 Passed (17%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2871 @ 6' 1/4"3706 Passed (77%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.150 @ 6' 1/4"0.569 Passed (L/911)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.266 @ 6' 1/4"0.758 Passed (L/513)--1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• 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 Snow Total Accessories
1 - Column Cap - steel 5.50"5.50"1.50"467 602 1069 Blocking
2 - Hanger on 7 1/2" DF beam 5.50"Hanger¹1.50"472 615 1087 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 9" o/c
Bottom Edge (Lu)11' 9" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger U66 2.00"N/A 8-10d 4-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 11' 8 1/2"N/A 10.4 --
1 - Uniform (PSF)0 to 12' 2" (Top)4'16.8 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, R4
1 piece(s) 6 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 6 / 21Page 26 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)905 @ 5' 1 1/2"5156 (1.50")Passed (18%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1357 @ 1' 1"5376 Passed (25%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1400 @ 2' 3/8"3706 Passed (38%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.013 @ 2' 7 3/8"0.240 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.023 @ 2' 7 3/8"0.319 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• 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 Snow Total Accessories
1 - Column Cap - steel 5.50"5.50"1.50"700 929 1629 Blocking
2 - Hanger on 7 1/2" DF beam 5.50"Hanger¹1.50"437 597 1034 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 2" o/c
Bottom Edge (Lu)5' 2" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger U66 2.00"N/A 8-10d 4-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 1 1/2"N/A 10.4 --
1 - Uniform (PSF)1' 3" to 5' 7" (Top)1'16.8 25.0 ROOF
2 - Uniform (PSF)0 to 5' 7" (Top)5' 9"16.8 25.0 ROOF
3 - Point (lb)1' 3" (Back)N/A 472 615 Linked from: R4,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, R5
1 piece(s) 6 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 7 / 21Page 27 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)6235 @ 2' 3"6563 (3.00")Passed (95%)--1.0 D + 1.0 S (Adj Spans)
Shear (lbs)3256 @ 3' 1 3/4"3497 Passed (93%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)2326 @ 2' 11 1/4"4043 Passed (58%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.000 @ 5' 9 1/16"0.075 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)0.004 @ 3' 3 3/4"0.112 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•-515 lbs uplift at support located at 0". Strapping or other restraint may be required.
•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"-515 59 59/-515 None
2 - Trimmer - HF 3.00"3.00"2.85"5901 334 6235 None
3 - Trimmer - HF 3.00"3.00"1.89"3067 1070 4137 None
4 - Trimmer - HF 1.50"1.50"1.50"-104 384 384/-
104 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 9" o/c
Bottom Edge (Lu)6' 9" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 9"N/A 8.2 --
1 - Uniform (PSF)2' 11 1/4" to 6' 9"16' 6"16.8 25.0 Roof
2 - Point (lb)2' 11 1/4"N/A 7115 -B3
3 - Uniform (PSF)0 to 2' 11 1/4"2' 6"16.8 25.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, R7
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 8 / 21Page 28 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)9140 @ 14' 3"10024 (4.50")Passed (91%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)7212 @ 13'15085 Passed (48%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)30252 @ 7' 4 11/16"38424 Passed (79%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.280 @ 7' 3 13/16"0.467 Passed (L/600)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.522 @ 7' 3 7/16"0.700 Passed (L/322)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14'.
•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 - Stud wall - HF 4.50"4.50"3.58"3901 1405 4018 9324 Blocking
2 - Stud wall - HF 4.50"4.50"4.10"4131 2662 4018 10811 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' 6" o/c
Bottom Edge (Lu)14' 6" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 14' 6"N/A 18.0 ----
1 - Uniform (PSF)4' 4" to 14' 6" (Top)10'10.0 40.0 -FLOOR
2 - Point (lb)4' 4" (Top)N/A 203 --F05
3 - Uniform (PLF)0 to 14' 6" (Top)N/A 80.0 --WALL ABOVE
4 - Uniform (PSF)0 to 14' 6" (Top)22' 2"16.8 -25.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U1
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 9 / 21Page 29 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)242 @ 0 3281 (1.50")Passed (7%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)85 @ 8 3/4"3502 Passed (2%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)136 @ 1' 1 1/2"3438 Passed (4%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.000 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.001 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"156 45 70 271 None
2 - Trimmer - HF 1.50"1.50"1.50"156 45 70 271 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 2' 3"2' 6"16.8 -25.0 Roof
2 - Uniform (PSF)0 to 2' 3"1'10.0 40.0 -FLOOR
3 - Uniform (PLF)0 to 2' 3"N/A 80.0 --WALL ABOVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U2
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 10 / 21Page 30 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)6086 @ 2' 3"6563 (3.00")Passed (93%)--1.0 D + 1.0 S (Adj Spans)
Shear (lbs)2748 @ 1' 4 1/4"3497 Passed (79%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)1754 @ 1' 7 1/2"4043 Passed (43%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.000 @ 1' 7/8"0.075 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)0.003 @ 1' 1 11/16"0.112 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•-461 lbs uplift at support located at 4' 6". Strapping or other restraint may be required.
•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"1316 41/-5 267 1624/-5 None
2 - Trimmer - HF 3.00"3.00"2.78"5734 108 352 6194 None
3 - Trimmer - HF 3.00"3.00"1.50"-461 108 142 250/-
461 None
4 - Trimmer - HF 1.50"1.50"1.50"261 41/-5 66 368/-5 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 9" o/c
Bottom Edge (Lu)6' 9" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 9"N/A 8.2 ----
1 - Uniform (PSF)1' 7 1/2" to 6' 9"2' 6"16.8 -25.0 Roof
2 - Uniform (PSF)0 to 6' 9"1'10.0 40.0 -FLOOR
3 - Uniform (PLF)0 to 6' 9"N/A 80.0 --WALL ABOVE
4 - Point (lb)1' 7 1/2"N/A 5658 --E1
5 - Uniform (PSF)0 to 1' 7 1/2"11' 6"16.8 -25.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U3
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 11 / 21Page 31 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)876 @ 0 3281 (1.50")Passed (27%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)411 @ 8 3/4"3045 Passed (14%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)602 @ 1' 4 1/2"2989 Passed (20%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.003 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.005 @ 1' 4 1/2"0.138 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"353 523 155 1031 None
2 - Trimmer - HF 1.50"1.50"1.50"353 523 155 1031 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 9" o/c
Bottom Edge (Lu)2' 9" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 ----
1 - Uniform (PSF)0 to 2' 9"4' 6"16.8 -25.0 Roof
2 - Uniform (PSF)0 to 2' 9"9' 6"10.0 40.0 -FLOOR
3 - Uniform (PLF)0 to 2' 9"N/A 80.0 --WALL ABOVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 12 / 21Page 32 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1339 @ 4"7796 (5.50")Passed (17%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)751 @ 1' 11 1/2"13766 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)2556 @ 4' 5 1/2"44566 Passed (6%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.006 @ 4' 5 1/2"0.206 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.014 @ 4' 5 1/2"0.412 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• 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 - Stud wall - HF 5.50"5.50"1.50"802 327 390 1519 Blocking
2 - Beam - DF 5.50"5.50"1.50"802 327 390 1519 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 11" o/c
Bottom Edge (Lu)8' 11" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 11"N/A 18.4 ----
1 - Uniform (PSF)0 to 8' 11" (Top)1' 10"10.0 40.0 -FLOOR
2 - Uniform (PSF)0 to 8' 11" (Top)3' 6"18.0 -25.0 Roof
3 - Uniform (PLF)0 to 8' 11" (Top)N/A 80.0 --WALL ABOVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U5
2 piece(s) 1 3/4" x 18" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 13 / 21Page 33 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2912 @ 10'12031 (3.50")Passed (24%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2264 @ 9' 1"6810 Passed (33%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4677 @ 6' 1 7/8"6937 Passed (67%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.078 @ 5' 2 13/16"0.328 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.162 @ 5' 3 1/2"0.492 Passed (L/730)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Column - DF 3.50"3.50"1.50"777 68 828 1673 Blocking
2 - Column - DF 3.50"3.50"1.50"1601 339 1311 3251 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 2" o/c
Bottom Edge (Lu)10' 2" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 10' 2"N/A 13.2 ----
1 - Uniform (PSF)8' 2" to 10' 2" (Top)1'10.0 40.0 -FLOOR
2 - Uniform (PLF)8' 2" to 10' 2" (Top)N/A 80.0 --WALL ABOVE
3 - Uniform (PSF)8' 2" to 10' 2" (Top)11' 6"18.0 -25.0 Roof
4 - Uniform (PSF)0 to 8' 2" (Top)5' 9"18.0 -25.0 Roof
5 - Point (lb)8' 2" (Top)N/A 802 327 390 Linked from: U5,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U6
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 14 / 21Page 34 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1917 @ 1 1/2"6563 (3.00")Passed (29%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1413 @ 10 1/4"3045 Passed (46%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2880 @ 3' 3"2989 Passed (96%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.090 @ 3' 3"0.208 Passed (L/832)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.114 @ 3' 3"0.313 Passed (L/659)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"400 1517 1917 None
2 - Trimmer - HF 3.00"3.00"1.50"400 1517 1917 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 6" o/c
Bottom Edge (Lu)6' 6" o/c
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 6"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 6"11' 8"10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U7
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 15 / 21Page 35 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)14456 @ 3"16088 (4.50")Passed (90%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)11178 @ 16' 7 1/2"18365 Passed (61%)0.90 1.0 D (All Spans)
Pos Moment (Ft-lbs)64392 @ 7' 1 1/2"69286 Passed (93%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.055 @ 8' 3 13/16"0.608 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.543 @ 9' 1 15/16"0.913 Passed (L/403)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 18' 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 - DF 4.50"4.50"4.04"11199 2672 1670 15541 None
2 - Trimmer - DF 4.50"4.50"4.04"13750 562 351 14663 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)18' 9" o/c
Bottom Edge (Lu)18' 9" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 18' 9"N/A 28.1 ----
1 - Uniform (PSF)0 to 6' 10"11' 10"16.8 -25.0 Roof
2 - Uniform (PSF)0 to 6' 10"11' 10"10.0 40.0 -FLOOR
3 - Point (lb)6' 10"N/A 6325 --F09
4 - Point (lb)7' 1 1/2"N/A 2198 --F10
5 - Point (lb)9' 1 1/2"N/A 2198 --F10
6 - Point (lb)11' 1 1/2"N/A 2198 --F10
7 - Point (lb)13' 1 1/2"N/A 2198 --F10
8 - Point (lb)15' 1 1/2"N/A 2198 --F10
9 - Point (lb)17' 1 1/2"N/A 2198 --F10
10 - Point (lb)18' 1 1/2"N/A 2198 --F10
11 - Uniform (PLF)0 to 6' 10"N/A 80.0 --WALL ABOVE
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U8
1 piece(s) 5 1/2" x 21" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 16 / 21Page 36 of 60
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 17 / 21Page 37 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)419 @ 2 1/2"2126 (3.50")Passed (20%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)349 @ 1' 3/4"1388 Passed (25%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1234 @ 6' 3 1/2"1917 Passed (64%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.204 @ 6' 3 1/2"0.304 Passed (L/714)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.256 @ 6' 3 1/2"0.608 Passed (L/571)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• 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"84 336 420 Blocking
2 - Beam - DF 5.50"4.25"1.50"86 344 430 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 11" o/c
Bottom Edge (Lu)12' 8" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 12' 9"16"10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M1
1 piece(s) 2 x 10 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 18 / 21Page 38 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2002 @ 2"7656 (3.50")Passed (26%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1356 @ 1' 3/4"3885 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2970 @ 3' 3 1/2"4492 Passed (66%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.045 @ 3' 3 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.057 @ 3' 3 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - DF 3.50"3.50"1.50"422 1580 2002 Blocking
2 - Column - DF 3.50"3.50"1.50"422 1580 2002 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 7" o/c
Bottom Edge (Lu)6' 7" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 7"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 7" (Top)12'10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M2
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 19 / 21Page 39 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)377 @ 3 1/2"911 (1.50")Passed (41%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)301 @ 10 3/4"1088 Passed (28%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)686 @ 4' 1 1/2"1284 Passed (53%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.107 @ 4' 1 1/2"0.192 Passed (L/862)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.123 @ 4' 1 1/2"0.383 Passed (L/745)--1.0 D + 0.75 L + 0.75 S (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Hanger on 7 1/4" HF beam 3.50"Hanger¹1.50"55 330 138 523 See note ¹
2 - Beam - DF 5.50"4.25"1.50"56 337 140 533 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 11" o/c
Bottom Edge (Lu)7' 11" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•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 8' 4"16"10.0 60.0 25.0 DECK
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M3
1 piece(s) 2 x 8 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 20 / 21Page 40 of 60
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1472 @ 3 1/2"2126 (1.50")Passed (69%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1177 @ 1' 3/4"3238 Passed (36%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3395 @ 5' 1 3/4"4242 Passed (80%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.170 @ 5' 1 3/4"0.324 Passed (L/686)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.202 @ 5' 1 3/4"0.485 Passed (L/577)--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).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"246 1235 515 1996 See note ¹
2 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"246 1235 515 1996 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' 9" o/c
Bottom Edge (Lu)9' 9" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger HUC48 2.50"N/A 14-10dx1.5 6-10d
2 - Face Mount Hanger HUC48 2.50"N/A 14-10dx1.5 6-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)3 1/2" to 10'N/A 8.2 ----
1 - Uniform (PSF)0 to 10' 3 1/2" (Top)4'10.0 60.0 25.0 DECK
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
MAIN FLOOR FRAMING, M4
1 piece(s) 4 x 10 HF No.2
ForteWEB Software Operator Job Notes 5/23/2022 8:14:53 PM UTCIan Hodge
Hodge Engineering
(253) 857-7055
ian@hodgeengineering.com
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 220281 - BEAM CALCULATIONS
Page 21 / 21Page 41 of 60
Page 42 of 60
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
=
Page 43 of 60
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
Page 44 of 60
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
=
Page 45 of 60
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
Page 46 of 60
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
=
Page 47 of 60
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
Page 48 of 60
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
=
Page 49 of 60
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
Page 50 of 60
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
.
Page 51 of 60
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
Page 52 of 60
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
.
Page 53 of 60
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
Page 54 of 60
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
Page 55 of 60
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.
Page 56 of 60
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
Page 57 of 60
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.
Page 58 of 60
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
Page 59 of 60
Hodge Engineering, Inc.
3733 Rosedale St. Ste. 200
Gig Harbor, WA. 98335
Title :10' Unrestrained 40 psf Surcharge Page : 2
Dsgnr:JEH Date: 11 JUN 2021
Description....
10' Unrestrained wall with 40 psf surcharge
This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING
Project Name/Number : unrestrained
Concrete Stem Rebar Area Details
3rd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.1121 in2/ft
(4/3) * As :0.1495 in2/ft Min Stem T&S Reinf Area 1.344 in2
200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
2nd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.2858 in2/ft
(4/3) * As :0.3811 in2/ft Min Stem T&S Reinf Area 0.480 in2
200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.2858 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.3878 in2/ft
(4/3) * As :0.5171 in2/ft Min Stem T&S Reinf Area 0.192 in2
200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options :
============One layer of : Two layers of :
Required Area :0.3878 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in
2.80
3.46
12.00
Footing Torsion, Tu ==ft-lbs0 .00Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
= 2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
8.00
14.00
2.80ft
Footing Thickness =in
6.26=
Cover @ Top =2.00 in@ Btm.=3.00in
Total Footing Width
=150.00pcfFooting Concrete Density
Fy=60,000psi
Footing Design Results
Key:
=
#4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
=# 4 @ 13.88 in
=
=
=
=
=
2,014
83,819
14,633
5,766
28.73
75.00
Heel:
492
2,808
6,113
3,305
17.96
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 4 @ 9.26 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 4 @ 9.25 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
1.62
0.26
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
supplemental design for footing torsion.
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