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TABLE OF CONTENTS
Project and Site Information ...........................................................................................................
-Engineering Methods Explanation (2018 IBC Lateral and Gravity Engineering Calculations
Package For Plans Examiner)
-Wind Speed Determination - Applied Technology Council
-Seismic1 Spectral Response - Applied Technology Council
-Satellite Image of Building Site and Surrounding Area
-Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf)
Lateral Analysis ................................................................................................................................
-Project Lateral Information - Design Settings and Site Information
-Woodworks® Shearwall Lateral Analysis - Layout and Uplift by Floor
-Design Summary - Shear Wall Design and Hold Downs
-Shear Results for Wind - Critical Response Summary
-Shear Results for Seismic - Critical Response Summary
-Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified)
-Plan Specific Lateral Items
Gravity Load Analysis .....................................................................................................................
-Forte® Job Summary Report - List of Beams and Headers
-Member Reports - Individual Beams and Headers
-Post Capacities Tables
-Plan Specific Gravity Items
Foundation ........................................................................................................................................
-1500 PSF Reinforced Concrete Pad Calculations
-Continuous Concrete Footing with Stem Point Load Engineering
-Restrained Retaining Walls if Present
-Unrestrained Retaining Walls if Present
-Plan Specific Foundation Items
1 2018 International Building Code (IBC)
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2018 IBC Lateral and Gravity Engineering Calculations
Package For Plans Examiner
This engineering calculations package contains the lateral and gravity load engineering as
noted in the engineering scope.
All engineered load bearing structural members are specified on the full size engineering
sheets. The enclosed engineering calculations document the engineering analysis. The
engineering calculations are not required to be referenced onsite for construction. These
calculations are to demonstrate to the Plans Examiner that the engineering was completed
following the 2018 IBC. The cover sheet of the engineering specifies the engineering scope
as lateral and gravity load engineering.
LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and
wind loads are according to ASCE 7-16. Applying these loads to the structure, and
determining the design of the lateral structural elements to resist these loads. The structural
elements are sheathing, nailing, holdowns, and the connections between loaded members
and shear resisting elements.
Lateral load modeling was completed with Wood Works Design Office 12 (www.woodworks-
software.com 800-844-1275). Wood Works was developed in conjunction with the American
Forest & Paper Association. The AF&PA is the same professional organization that produces
the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design
(ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM)
for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD)
manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers
use.
Seismic: Seismic load engineering follows the ASCE 7-16 12.8 equivalent lateral force
procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral
forces to a linear mathematical model of the structure. The total forces applied in each
direction are the total base shear. Refer to ASCE 7-16 12.8 for a detailed description of this
procedure. The engineering calculations include a USGS determination of the seismic
spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to
determine seismic loading to the shearwalls. Woodworks Design Office was used to make
the linear mathematical model specified by ASCE 7-16 section 12.8.
Wind: Wind load engineering follows the ASCE 7-16 Directional method for all heights. The
wind loading is determined from the wind exposure and wind speed. This loading is applied
to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full
height shearwall are determined. Required shear strengths for each shearwall are calculated
then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied
where the nailing of the OSB sheathing to the mudsill or lower floor is not adequate to resist
shear panel overturning.
GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc.
meeting the requirements of the 2018 IBC have been traced through the structure. Refer to
the legend on the engineering sheets showing how the point and line loads are depicted.
All loads are supported and traced through the structure. Load supporting members have
been numbered for reference back to the engineering calculations. Loads to the foundation
or soil have reinforced footings specified where required.
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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: 15534 Bergh CT SE, Yelm, WA 98597
Plan: Hampton – Meadows Lot 13
Job: 230202
Three resources for determining snow load:
1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association
of Washington (SEAW). “This edition provides a large color map for each half of the
state, with normalized ground snow load isolines and elevation contours to help readily
determine the ground snow load anywhere in the state”.
2. WABO/SEAW White Paper #8 “Guidelines for Determining Snow Loads in Washington
State” available on www.seaw.org/publications
3. ASCE 7-16 Chapter 7 Snow Loads
Ground Snow Load pg:
(ASCE 7-16 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded)
Normalized ground snow load (NGSL) = 0.050
Lot Elevation = 355 ft. from Google Earth
1. Ground snow load = NGSL x elevation = 0.050 * 355 = 18 psf = pg
2. SEAW Snow Load Analysis for Washington Appendix A = Yelm – 18 PSF (@340 FT)
Roof Snow Load pf:
ASCE 7-16 7.3 Flat roof snow load pf = 0.7CeCtIspg
ASCE 7-16 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.3-1)
ASCE 7-16 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3-2)
ASCE 7-16 7.3.3 Is is the importance factor = 1.0 for residences (table 1.5-1)
ASCE 7-16 7.4 Sloped roof snow loads - no roof slope reduction Cs taken unless noted otherwise
ASCE 7-16 7.6 Trussed roof or slope exceeding 7:12 – no unbalanced snow loading
pf = 0.7CeCtIpg
= 0.7 * 1.0 * 1.1 * 1.0 * 18 pg = 14 psf Flat Roof Snow Load
Minimum roof snow load 25 psf., U.N.O. “Snow load to be approved by the authority having
jurisdiction…” ASCE 7-16 7.2
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WoodWorks® Shearwalls 2019 (Update 3)230202 - LATERAL ANALYSIS.wsw May 17, 2023 10:29:19
0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
E-1
5-1:SW1 6 2A-1:SW1 6 21-1:SW1 6 2B-1:SW4 2
C-2
2-1:SW1 6 23-1:OFF 24-1:OFF 2D-1:SW1 6 2
C-1:SW2 2
261 416429416429133150250558250250558244150225025055822943502250250558244125022845246124612423246124232461705732732267959596717421018967174210185951957967208717421445101825529672087174214451018
3237124312437299759921243729975124399212541028102833307217211416133772114167211337Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
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0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
E-1
5-1:SW1 6 2A-1:SW1 6 21-1:SW1 6 2B-1:SW4 2
C-2
2-1:SW1 6 23-1:OFF 24-1:OFF 2D-1:SW1 6 2
C-1:SW2 2
3163165055215055211230123027123112733142549271231127331423823113316
3316 2230282422302824230514921492 1549154923052305450730131676945016837301796131612437692151759179613671243798
266526659459456008038179456008039458172274227418631863327232725275271391131352713915271313Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
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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"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
E-1:SW1 6 2
5-1:SW1 6 2C-1:SW2 21-1:SW1 6 2B-2
B-1:SW1 6 22-1:OFF 24-1:SW1 6 2675 5025055824415025055824412055 2461246121845959671742101859596717421018
2432124312432482721721Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
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0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
E-1:SW1 6 2
5-1:SW1 6 2C-1:SW2 21-1:SW1 6 2B-2
B-1:SW1 6 22-1:OFF 24-1:SW1 6 2365
365 2712733142382712733142381925 22302305171445073013167694677591367798
1848184894594518141814527527Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
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WoodWorks® Shearwalls 2019 (Update 3)
230202 - LATERAL ANALYSIS.wsw May. 17, 2023 10:30:08
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Hodge Engineering Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA 98335
DESIGN SETTINGS
Design Code
IBC 2018/AWC SDPWS 2015
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design (ASD)
0.70 Seismic
0.60 Wind
For Deflection (Strength)
1.00 Seismic
1.00 Wind
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
4.00
Elevation
(between stories)
1.50
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: Not allowed
Deflection Equation: 4-term from SDPWS C4.3.2-1
Drift limit for wind design: 1 / 500 story height
Force-transfer strap: Continuous at top of highest opening and bottom of lowest
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-16 Directional (All heights)
Seismic
ASCE 7-16 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 97 mph
Exposure Exposure B
Enclosure Enclosed
Structure Type Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 355ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.470g Ss: 1.290g
Fundamental Period E-W N-S
T Used 0.211s 0.211s
Approximate Ta 0.211s 0.211s
Maximum T 0.295s 0.295s
Response Factor R 6.50 6.50
Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 77 mph
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Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in]
Ceiling 21.00 0.0
Level 2 13.00 1'-6.0 8.00 22.0 22.5
Level 1 2.50 4.0 9.00 8.0 8.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story N-S Ridge
Location X,Y =13.50 9.50 North Gable 90.0 1.00
Extent X,Y =26.50 36.50 South Gable 90.0 1.00
Ridge X Location, Offset 26.50 0.00 East Side 33.7 1.00
Ridge Elevation, Height 30.00 9.00 West Side 33.7 1.00
Block 2 2 Story N-S Ridge
Location X,Y =13.50 8.00 North Joined 90.0 1.00
Extent X,Y =15.50 1.50 South Gable 90.0 1.00
Ridge X Location, Offset 21.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 26.00 5.00 West Side 33.7 1.00
Block 3 2 Story E-W Ridge
Location X,Y =0.00 14.50 North Side 26.6 1.00
Extent X,Y =13.50 31.00 South Side 26.6 1.00
Ridge Y Location, Offset 30.00 0.00 East Joined 146.3 1.00
Ridge Elevation, Height 29.00 8.00 West Gable 90.0 1.00
Block 4 1 Story N-S Ridge
Location X,Y =0.00 7.50 North Joined 90.0 1.00
Extent X,Y =13.00 7.00 South Joined 90.0 1.00
Ridge X Location, Offset 10.00 3.50 East Side 52.3 1.00
Ridge Elevation, Height 16.50 4.00 West Side 20.6 1.00
Block 5 1 Story N-S Ridge
Location X,Y =0.00 4.00 North Joined 90.0 1.00
Extent X,Y =20.00 3.50 South Gable 90.0 1.00
Ridge X Location, Offset 10.00 0.00 East Side 30.2 1.00
Ridge Elevation, Height 19.00 6.00 West Side 30.2 1.00
Block 6 1 Story N-S Ridge
Location X,Y =0.00 0.00 North Joined 90.0 1.00
Extent X,Y =14.00 4.00 South Gable 90.0 1.00
Ridge X Location, Offset 7.00 0.00 East Side 30.2 1.00
Ridge Elevation, Height 17.00 4.00 West Side 30.2 1.00
Block 7 1 Story E-W Ridge
Location X,Y =20.00 7.00 North Side 90.0 1.00
Extent X,Y =20.00 1.00 South Side 30.2 1.00
Ridge Y Location, Offset 8.00 0.50 East Gable 90.0 1.00
Ridge Elevation, Height 13.50 0.50 West Joined 149.8 1.00
Block 8 1 Story E-W Ridge
Location X,Y =28.50 8.00 North Side 90.0 1.00
Extent X,Y =11.50 1.50 South Side 30.2 1.00
Ridge Y Location, Offset 9.50 0.50 East Gable 90.0 1.00
Ridge Elevation, Height 13.50 1.00 West Joined 90.0 1.00
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SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes
in in lbs/in in in
1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3
2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 2 12 Y 1,2,3
3 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 4 12 Y 1,2,3
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 SW1 6 2
1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 OFF 2
2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW4 2
3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW2 2
4 Hem-Fir Stud 1.50 5.50 16 0.43 1.20
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
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SHEARLINE, WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft]
Line 1
Level 2
Line 1 1 0.00 14.67 45.75 31.08 24.83 - 8.08
Wall 1-1 Seg 1 0.00 14.67 45.75 31.08 24.83 - -
Segment 1 -- 14.67 15.67 1.00 - 8.08 -
Opening 1 -- 15.67 20.92 5.25 - - 2.00
Segment 2 -- 20.92 45.75 24.83 - 0.33 -
Level 1
Line 1 1 0.00 0.00 44.25 44.25 31.50 - 9.08
Wall 1-1 Seg 1 0.00 0.00 44.25 44.25 31.50 - -
Segment 1 -- 0.00 3.17 3.17 - 2.87 -
Opening 1 -- 3.17 9.67 6.50 - - 2.00
Segment 2 -- 9.67 29.58 19.92 - 0.46 -
Opening 2 -- 29.58 31.58 2.00 - - 2.00
Segment 3 -- 31.58 40.00 8.42 - 1.08 -
Opening 3 -- 40.00 42.00 2.00 - - 2.00
Segment 4 -- 42.00 44.25 2.25 - 4.04 -
Line 2
Level 2
Line 2 NSW 14.00 0.00 14.67 14.67 0.00 - 8.08
Wall 2-1 NSW 13.50 8.00 14.67 6.67 0.00 1.00 -
Level 1
Line 2 Seg 1 14.00 0.00 44.25 44.25 11.33 - 9.08
Wall 2-1 Seg 1 14.00 0.00 11.33 11.33 11.33 0.80 -
Line 3
Level 1
Line 3 NSW 20.00 6.83 11.33 4.50 0.00 - 9.08
Wall 3-1 NSW 20.00 6.83 11.33 4.50 0.00 1.00 -
Line 4
Level 2
Line 4 Seg 1 28.50 8.00 45.75 37.75 0.00 - 8.08
Wall 4-1 Seg 1 28.50 8.00 9.50 1.50 0.00 5.39 -
Level 1
Line 4 28.50 8.00 44.25 36.25 0.00 - 9.08
Wall 4-1 NSW 31.00 31.92 44.25 12.33 0.00 - -
Segment 1 -- 31.92 38.58 6.67 - - -
Opening 1 -- 38.58 41.25 2.67 - - 2.00
Segment 2 -- 41.25 44.25 3.00 - - -
Line 5
Level 2
Line 5 1 40.00 9.50 45.75 36.25 28.08 - 8.08
Wall 5-1 Seg 1 40.00 9.50 45.75 36.25 28.08 - -
Segment 1 -- 9.50 37.58 28.08 - 0.29 -
Opening 1 -- 37.58 44.08 6.50 - - 2.00
Segment 2 -- 44.08 45.75 1.67 - 4.85 -
Level 1
Line 5 1 40.00 6.83 31.92 25.08 22.08 - 9.08
Wall 5-1 Seg 1 40.00 6.83 31.92 25.08 22.08 - -
Segment 1 -- 6.83 24.83 18.00 - 0.50 -
Opening 1 -- 24.83 27.83 3.00 - - 2.00
Segment 2 -- 27.83 31.92 4.08 - 2.22 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft]
Line A
Level 1
Line A 1 0.00 0.00 13.75 13.75 7.75 - 9.08
Wall A-1 Seg 1 0.00 0.00 13.75 13.75 7.75 - -
Segment 1 -- 0.00 3.83 3.83 - 2.37 -
Opening 1 -- 3.83 9.83 6.00 - - 2.00
Segment 2 -- 9.83 13.75 3.92 - 2.32 -
Line B
Level 2
Line B 1 8.50 13.25 40.00 26.75 14.75 - 8.08
Wall B-1 Seg 1 8.00 13.25 28.50 15.25 8.25 - -
Segment 1 -- 13.25 17.33 4.08 - 1.98 -
Opening 1 -- 17.33 24.33 7.00 - - 2.00
Segment 2 -- 24.33 28.50 4.17 - 1.94 -
Wall B-2 Seg 1 9.50 28.50 40.00 11.50 6.50 - -
Segment 1 -- 28.50 31.42 2.92 - 2.77 -
4 16 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS.wsw May. 17, 2023
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Opening 1 -- 31.42 36.42 5.00 - - 2.00
Segment 2 -- 36.42 40.00 3.58 - 2.26 -
Level 1
Line B 2 7.00 20.00 40.00 20.00 5.33 - 9.08
Wall B-1 Seg 2 7.00 20.00 40.00 20.00 5.33 - -
Segment 1 -- 20.00 22.67 2.67 - 3.41 -
Opening 1 -- 22.67 37.33 14.67 - - 2.00
Segment 2 -- 37.33 40.00 2.67 - 3.41 -
Line C
Level 2
Line C 3 14.50 0.00 40.00 40.00 7.00 - 8.08
Wall C-1 Seg 3 14.50 0.00 13.25 13.25 7.00 - -
Segment 1 -- 0.00 1.00 1.00 - 8.08 -
Opening 1 -- 1.00 6.25 5.25 - - 2.00
Segment 2 -- 6.25 13.25 7.00 - 1.15 -
Level 1
Line C 3 13.50 0.00 40.00 40.00 10.92 - 9.08
Wall C-1 Seg 3 14.50 0.00 10.92 10.92 10.92 0.83 -
Wall C-2 Seg 3 11.50 13.75 20.00 6.25 0.00 - -
Segment 1 -- 13.75 14.75 1.00 - 9.08 -
Opening 1 -- 14.75 19.00 4.25 - - 2.00
Segment 2 -- 19.00 20.00 1.00 - 9.08 -
Line D
Level 1
Line D Seg 1 32.00 0.00 40.00 40.00 9.00 - 9.08
Wall D-1 Seg 1 32.00 31.00 40.00 9.00 9.00 1.01 -
Line E
Level 2
Line E 1 46.00 0.00 40.00 40.00 22.50 - 8.08
Wall E-1 Seg 1 46.00 0.00 40.00 40.00 22.50 - -
Segment 1 -- 0.00 2.67 2.67 - 3.03 -
Opening 1 -- 2.67 8.67 6.00 - - 2.00
Segment 2 -- 8.67 19.92 11.25 - 0.72 -
Opening 2 -- 19.92 24.42 4.50 - - 2.00
Segment 3 -- 24.42 28.92 4.50 - 1.80 -
Opening 3 -- 28.92 35.92 7.00 - - 2.00
Segment 4 -- 35.92 40.00 4.08 - 1.98 -
Level 1
Line E 4 44.50 0.00 31.00 31.00 13.50 - 9.08
Wall E-1 Seg 4 44.50 0.00 31.00 31.00 13.50 - -
Segment 1 -- 0.00 4.17 4.17 - 2.18 -
Opening 1 -- 4.17 16.67 12.50 - - 2.00
Segment 2 -- 16.67 23.00 6.33 - 1.43 -
Opening 2 -- 23.00 28.00 5.00 - - 2.00
Segment 3 -- 28.00 31.00 3.00 - 3.03 -
Legend:
Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall
Location - Dimension perpendicular to wall
FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS
4.3.4.3
Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier
Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall
5 17 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS.wsw May. 17, 2023
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
HOLDDOWN DESIGN
Wind Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass.
6 18 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS.wsw May. 17, 2023
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Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 - Both - - 1848 - - - 339 - - 8407 -
Wall 1-1 1 Both - - 1848 - 1.0 - 339 - - 8407 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Seg. 2 - Both 74.4 0.0 1848 - 1.0 - 339 - 339 8407 0.22
Level 1
Ln1, Lev1 - Both - - 2665 - - - 339 - - 10339 -
Wall 1-1 1 Both - - 2665 - 1.0 - 339 - - 10339 -
Seg. 1 - Both 60.8 0.0 193 - .70 - 236 - 236 747 0.26
Seg. 2 - Both 87.3 0.0 1738 - 1.0 - 339 - 339 6742 0.26
Seg. 3 - Both 87.3 0.0 734 - 1.0 - 339 - 339 2849 0.26
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Line 2
Ln2, Lev1 - Both - - 2274 - - - 339 - - 3837 -
Wall 2-1 1 Both 200.6 - 2274 - 1.0 - 339 - 339 3837 0.59
Line 5
Level 2
Ln5, Lev2 - Both - - 1814 - - - 339 - - 9507 -
Wall 5-1 1 Both - - 1814 - 1.0 - 339 - - 9507 -
Seg. 1 - Both 64.6 0.0 1814 - 1.0 - 339 - 339 9507 0.19
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Level 1
Ln5, Lev1 - Both - - 3272 - - - 339 - - 7336 -
Wall 5-1 1 Both - - 3272 - 1.0 - 339 - - 7336 -
Seg. 1 - Both 151.0 0.0 2717 - 1.0 - 339 - 339 6093 0.45
Seg. 2 - Both 135.7 0.0 554 - .90 - 304 - 304 1243 0.45
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - Both - - 316 - - - 339 - - 2239 -
Wall A-1 1 Both - - 316 - 1.0 - 339 - - 2239 -
Seg. 1 - Both 40.4 0.0 155 - .84 - 286 - 286 1095 0.14
Seg. 2 - Both 41.3 0.0 162 - .86 - 292 - 292 1143 0.14
Line B
Level 2
LnB, Lev2 - Both - - 365 - - - 339 - - 4581 -
Wall B-1 1 Both - - 222 - 1.0 - 339 - - 2793 -
Seg. 1 - Both 26.9 0.0 110 - 1.0 - 339 - 339 1382 0.08
Seg. 2 - Both 26.9 0.0 112 - 1.0 - 339 - 339 1411 0.08
Wall B-2 1 Both - - 142 - 1.0 - 339 - - 1788 -
Seg. 1 - Both 19.4 0.0 57 - .72 - 244 - 244 713 0.08
Seg. 2 - Both 23.9 0.0 86 - .89 - 300 - 300 1075 0.08
Level 1
LnB, Lev1 - Both - - 1230 - - - 833 - - 2609 -
Wall B-1 2 Both - - 1230 - 1.0 - 833 - - 2609 -
Seg. 1 - Both 230.5 0.0 615 - .59 - 489 - 489 1305 0.47
Seg. 2 - Both 230.5 0.0 615 - .59 - 489 - 489 1305 0.47
Line C
Level 2
LnC, Lev2 - W->E - - 1925 - - - 495 - - 3463 -
- E->W - - 1862 - - - 495 - - 3463 -
Wall C-1 3 W->E - - 1925 - 1.0 - 495 - - 3463 -
3 E->W - - 1862 - 1.0 - 495 - - 3463 -
Seg. 1 - W->E 0.0 0.0 0 - 1.0 - 495 - 495 - -
- E->W 0.0 0.0 0 - 1.0 - 495 - 495 - -
Seg. 2 - W->E 275.0 0.0 1925 - 1.0 - 495 - 495 3463 0.56
- E->W 266.0 0.0 1862 - 1.0 - 495 - 495 3463 0.54
Level 1
LnC, Lev1 - Both - - 3316 - - - 495 - - 5401 -
Wall C-1 3 Both 303.8 - 3316 - 1.0 - 495 - 495 5401 0.61
Wall C-2 3 Both 0.0 - 0 - 1.0 - 495 - - - -
Line D
7 19 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS.wsw May. 17, 2023
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SHEAR RESULTS (flexible wind design, continued)
LnD, Lev1 - Both - - 1492 - - - 339 - - 3047 -
Wall D-1 1 Both 165.8 - 1492 - 1.0 - 339 - 339 3047 0.49
Line E
Level 2
LnE, Lev2 - W->E - - 1714 - - - 339 - - 7310 -
- E->W - - 1650 - - - 339 - - 7310 -
Wall E-1 1 W->E - - 1714 - 1.0 - 339 - - 7310 -
1 E->W - - 1650 - 1.0 - 339 - - 7310 -
Seg. 1 - W->E 52.4 0.0 140 - .66 - 223 - 223 596 0.23
- E->W 50.4 0.0 134 - .66 - 223 - 223 596 0.23
Seg. 2 - W->E 79.4 0.0 893 - 1.0 - 339 - 339 3808 0.23
- E->W 76.4 0.0 860 - 1.0 - 339 - 339 3808 0.23
Seg. 3 - W->E 79.4 0.0 357 - 1.0 - 339 - 339 1523 0.23
- E->W 76.4 0.0 344 - 1.0 - 339 - 339 1523 0.23
Seg. 4 - W->E 79.4 0.0 324 - 1.0 - 339 - 339 1382 0.23
- E->W 76.4 0.0 312 - 1.0 - 339 - 339 1382 0.23
Level 1
LnE, Lev1 - Both - - 2305 - - - 495 - - 6005 -
Wall E-1 4 Both - - 2305 - 1.0 - 495 - - 6005 -
Seg. 1 - Both 174.2 0.0 726 - .92 - 454 - 454 1891 0.38
Seg. 2 - Both 189.9 0.0 1203 - 1.0 - 495 - 495 3133 0.38
Seg. 3 - Both 125.4 0.0 376 - .66 - 327 - 327 980 0.38
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment
from SDPWS 4.3.3.4.1
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
8 20 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS.wsw May. 17, 2023
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Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear [lbs]Diaphragm Force [lbs]
[lbs][sq.ft]E-W N-S E-W: Fpx Design N-S:Fpx Design
2 34443 1404.5 7021 7021 4976 4976 4976 4976
1 35933 1451.5 4153 4153 5192 5192 5192 5192
All 70376 - 11174 11174 - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by
overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 7 12.3.4.2.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144
compression.
9 21 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS.wsw May. 17, 2023
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SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 - Both - - 2432 - - - 242 - - 6005 -
Wall 1-1 1 Both - - 2432 - 1.0 - 242 - - 6005 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Seg. 2 - Both 97.9 0.0 2432 - 1.0 - 242 - 242 6005 0.41
Level 1
Ln1, Lev1 - Both - - 3237 - - - 242 - - 7385 -
Wall 1-1 1 Both - - 3237 - 1.0 - 242 - - 7385 -
Seg. 1 - Both 73.9 0.0 234 - .70 - 169 - 169 534 0.44
Seg. 2 - Both 106.0 0.0 2111 - 1.0 - 242 - 242 4816 0.44
Seg. 3 - Both 106.0 0.0 892 - 1.0 - 242 - 242 2035 0.44
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Line 2
Ln2, Lev1 - Both - - 1254 - - - 242 - - 2740 -
Wall 2-1 1 Both 110.7 - 1254 - 1.0 - 242 - 242 2740 0.46
Line 5
Level 2
Ln5, Lev2 - Both - - 2482 - - - 242 - - 6791 -
Wall 5-1 1 Both - - 2482 - 1.0 - 242 - - 6791 -
Seg. 1 - Both 88.4 0.0 2482 - 1.0 - 242 - 242 6791 0.37
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Level 1
Ln5, Lev1 - Both - - 3330 - - - 242 - - 5240 -
Wall 5-1 1^Both - - 3330 - 1.0 - 242 - - 5240 -
Seg. 1 - Both 153.7 0.0 2766 - 1.0 - 242 - 242 4352 0.64
Seg. 2 - Both 138.2 0.0 564 - .90 - 217 - 217 888 0.64
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - Both - - 261 - - - 242 - - 1599 -
Wall A-1 1 Both - - 261 - 1.0 - 242 - - 1599 -
Seg. 1 - Both 33.3 0.0 128 - .84 - 204 - 204 782 0.16
Seg. 2 - Both 34.0 0.0 133 - .86 - 209 - 209 817 0.16
Line B
Level 2
LnB, Lev2 - Both - - 675 - - - 242 - - 3272 -
Wall B-1 1 Both - - 411 - 1.0 - 242 - - 1995 -
Seg. 1 - Both 49.9 0.0 204 - 1.0 - 242 - 242 987 0.21
Seg. 2 - Both 49.9 0.0 208 - 1.0 - 242 - 242 1008 0.21
Wall B-2 1 Both - - 263 - 1.0 - 242 - - 1277 -
Seg. 1 - Both 36.0 0.0 105 - .72 - 174 - 174 509 0.21
Seg. 2 - Both 44.2 0.0 158 - .89 - 214 - 214 768 0.21
Level 1
LnB, Lev1 - Both - - 1331 - - - 595 - - 1864 -
Wall B-1 2^Both - - 1331 - 1.0 - 595 - - 1864 -
Seg. 1 - Both 249.6 0.0 666 - .59 - 349 - 349 932 0.71
Seg. 2 - Both 249.6 0.0 666 - .59 - 349 - 349 932 0.71
Line C
Level 2
LnC, Lev2 - Both - - 2055 - - - 353 - - 2474 -
Wall C-1 3^Both - - 2055 - 1.0 - 353 - - 2474 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - -
Seg. 2 - Both 293.6 0.0 2055 - 1.0 - 353 - 353 2474 0.83
Level 1
LnC, Lev1 - Both - - 2845 - - - 353 - - 3858 -
Wall C-1 3 Both 260.6 - 2845 - 1.0 - 353 - 353 3858 0.74
Wall C-2 3 Both 0.0 - 0 - 1.0 - 353 - - - -
Line D
LnD, Lev1 - Both - - 705 - - - 242 - - 2176 -
Wall D-1 1 Both 78.4 - 705 - 1.0 - 242 - 242 2176 0.32
Line E
Level 2
LnE, Lev2 - Both - - 2184 - - - 242 - - 5221 -
Wall E-1 1 Both - - 2184 - 1.0 - 242 - - 5221 -
Seg. 1 - Both 66.7 0.0 178 - .66 - 160 - 160 425 0.42
Seg. 2 - Both 101.2 0.0 1138 - 1.0 - 242 - 242 2720 0.42
10 22 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS.wsw May. 17, 2023
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SHEAR RESULTS (flexible seismic design, continued)
Seg. 3 - Both 101.2 0.0 455 - 1.0 - 242 - 242 1088 0.42
Seg. 4 - Both 101.2 0.0 413 - 1.0 - 242 - 242 987 0.42
Level 1
LnE, Lev1 - Both - - 2679 - - - 353 - - 4289 -
Wall E-1 4^Both - - 2679 - 1.0 - 353 - - 4289 -
Seg. 1 - Both 202.5 0.0 844 - .92 - 324 - 324 1351 0.62
Seg. 2 - Both 220.7 0.0 1398 - 1.0 - 353 - 353 2238 0.62
Seg. 3 - Both 145.8 0.0 437 - .66 - 233 - 233 700 0.62
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.
11 23 of 104
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230202 - LATERAL ANALYSIS - 3rd Car Option.wsw May 17, 2023 10:32:12
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"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
E-1
6-1:SW1 6 2A-1:SW1 6 21-1:SW1 6 2B-1:SW4 2
C-2
2-1:SW1 6 23-1:OFF 24-1:OFF 2D-1:SW1 6 2
C-1:SW2 2
5-1:OFFB-2
3653655846025846021272
127227122452733142610271224527331423823713400
3400 2230289522302895230516081608968968230523054507301316769450168373017961316124376921517591796136712437982665
266594594560080381794560080394581732963296270127015275275275273147314713091309Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230202 - LATERAL ANALYSIS - 3rd Car Option.wsw May 17, 2023 10:32:12
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"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
E-1
6-1:SW1 6 2A-1:SW1 6 21-1:SW1 6 2B-1:SW4 2
C-2
2-1:SW1 6 23-1:OFF 24-1:OFF 2D-1:SW1 6 2
C-1:SW2 2
5-1:OFFB-2
3632
311 497512497512143951451859651451859645251425415185963135514254151859645226843159252125212690252126902521994599599274561099117851043991178510436102005991213917851480104326159912139178514801043
3315127312737469991016127374699912731016228018681868738738738738305312701270Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)230202 - LATERAL ANALYSIS - 3rd Car Option.wsw May 17, 2023 10:32:12
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"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
E-1:SW1 6 2
5-1:SW1 6 2C-1:SW2 21-1:SW1 6 2B-2
B-1:SW1 6 22-1:OFF 24-1:SW1 6 2365
365 2712733142382712733142381925 22302305171445073013167694677591367798
1848184894594518141814527527Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
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WoodWorks® Shearwalls 2019 (Update 3)230202 - LATERAL ANALYSIS - 3rd Car Option.wsw May 17, 2023 10:32:12
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"
-6' 8"
-5'
-3' 4"
-1' 8"
0'
1' 8"
3' 4"
5'
6' 8"
8' 4"
10'
11' 8"
13' 4"
15'
16' 8"
18' 4"
20'
21' 8"
23' 4"
25'
26' 8"
28' 4"
30'
31' 8"
33' 4"
35'
36' 8"
38' 4"
40'
41' 8"
43' 4"
45'
46' 8"
48' 4"
E-1:SW1 6 2
5-1:SW1 6 2C-1:SW2 21-1:SW1 6 2B-2
B-1:SW1 6 22-1:OFF 24-1:SW1 6 2691 5145185964525145185964522105 2521252122386109911785104361099117851043
2491127312732543738738Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
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WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 3)
230202 - LATERAL ANALYSIS - 3rd Car
Option.wsw May. 17, 2023 10:32:46
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Hodge Engineering Inc
3733 Rosedale St. Suite 200
Gig Harbor, WA 98335
DESIGN SETTINGS
Design Code
IBC 2018/AWC SDPWS 2015
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design (ASD)
0.70 Seismic
0.60 Wind
For Deflection (Strength)
1.00 Seismic
1.00 Wind
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
4.00
Elevation
(between stories)
1.50
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: Not allowed
Deflection Equation: 4-term from SDPWS C4.3.2-1
Drift limit for wind design: 1 / 500 story height
Force-transfer strap: Continuous at top of highest opening and bottom of lowest
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-16 Directional (All heights)
Seismic
ASCE 7-16 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 97 mph
Exposure Exposure B
Enclosure Enclosed
Structure Type Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 355ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.465g Ss: 1.286g
Fundamental Period E-W N-S
T Used 0.211s 0.211s
Approximate Ta 0.211s 0.211s
Maximum T 0.295s 0.295s
Response Factor R 6.50 6.50
Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 77 mph
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Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in]
Ceiling 21.00 0.0
Level 2 13.00 1'-6.0 8.00 22.0 22.5
Level 1 2.50 4.0 9.00 8.0 8.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story N-S Ridge
Location X,Y =13.50 9.50 North Gable 90.0 1.00
Extent X,Y =26.50 36.50 South Gable 90.0 1.00
Ridge X Location, Offset 26.50 0.00 East Side 33.7 1.00
Ridge Elevation, Height 30.00 9.00 West Side 33.7 1.00
Block 2 2 Story N-S Ridge
Location X,Y =13.50 8.00 North Joined 90.0 1.00
Extent X,Y =15.50 1.50 South Gable 90.0 1.00
Ridge X Location, Offset 21.00 0.00 East Side 33.7 1.00
Ridge Elevation, Height 26.00 5.00 West Side 33.7 1.00
Block 3 2 Story E-W Ridge
Location X,Y =0.00 14.50 North Side 26.6 1.00
Extent X,Y =13.50 31.00 South Side 26.6 1.00
Ridge Y Location, Offset 30.00 0.00 East Joined 146.3 1.00
Ridge Elevation, Height 29.00 8.00 West Gable 90.0 1.00
Block 4 1 Story N-S Ridge
Location X,Y =0.00 7.50 North Joined 90.0 1.00
Extent X,Y =13.00 7.00 South Joined 90.0 1.00
Ridge X Location, Offset 10.00 3.50 East Side 52.3 1.00
Ridge Elevation, Height 16.50 4.00 West Side 20.6 1.00
Block 5 1 Story N-S Ridge
Location X,Y =0.00 4.00 North Joined 90.0 1.00
Extent X,Y =20.00 3.50 South Gable 90.0 1.00
Ridge X Location, Offset 10.00 0.00 East Side 30.2 1.00
Ridge Elevation, Height 19.00 6.00 West Side 30.2 1.00
Block 6 1 Story N-S Ridge
Location X,Y =0.00 0.00 North Joined 90.0 1.00
Extent X,Y =14.00 4.00 South Gable 90.0 1.00
Ridge X Location, Offset 7.00 0.00 East Side 30.2 1.00
Ridge Elevation, Height 17.00 4.00 West Side 30.2 1.00
Block 7 1 Story E-W Ridge
Location X,Y =20.00 7.00 North Side 90.0 1.00
Extent X,Y =20.00 1.00 South Side 30.2 1.00
Ridge Y Location, Offset 8.00 0.50 East Gable 90.0 1.00
Ridge Elevation, Height 13.50 0.50 West Joined 149.8 1.00
Block 8 1 Story E-W Ridge
Location X,Y =28.50 8.00 North Side 90.0 1.00
Extent X,Y =11.50 1.50 South Side 30.2 1.00
Ridge Y Location, Offset 9.50 0.50 East Gable 90.0 1.00
Ridge Elevation, Height 13.50 1.00 West Joined 90.0 1.00
Block 9 1 Story E-W Ridge
Location X,Y =40.00 10.00 North Side 26.6 1.00
Extent X,Y =10.00 22.00 South Side 26.6 1.00
Ridge Y Location, Offset 21.00 0.00 East Gable 90.0 1.00
Ridge Elevation, Height 26.50 5.50 West Joined 90.0 1.00
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SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes
in in lbs/in in in
1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3
2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 2 12 Y 1,2,3
3 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 4 12 Y 1,2,3
4 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 4 12 Y 1,2,3
5 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3
Legend:
Grp – Wall Design Group number, used to reference wall in other tables (created by program)
Surf – Exterior or interior surface when applied to exterior wall
Ratng – Span rating, see SDPWS Table C4.2.2.2C
Thick – Nominal panel thickness
GU - Gypsum underlay thickness
Ply – Number of plies (or layers) in construction of plywood sheets
Or – Orientation of longer dimension of sheathing panels
Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B
Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for
GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw –
drywall screw
Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes).
Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1-
1/8”.
Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4” long.
5/8” gypsum sheathing can also use 6d cooler or GWB nail
Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity
Eg – Panel edge fastener spacing
Fd – Field spacing interior to panels
Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes – Notes below table legend which apply to sheathing side
Notes:
1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3.
2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel
orientation is horizontal. See SDPWS T4.3A Note 2.
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall Species Grade b d Spcg SG E Standard Wall
Grp in in in psi^6
1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 6 2
1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 OFF 2
2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW4 2
3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW2 2
4 Hem-Fir Stud 1.50 5.50 16 0.43 1.20
5 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 OFF
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
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SHEARLINE, WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft]
Line 1
Level 2
Line 1 1 0.00 14.67 45.75 31.08 24.83 - 8.08
Wall 1-1 Seg 1 0.00 14.67 45.75 31.08 24.83 - -
Segment 1 -- 14.67 15.67 1.00 - 8.08 -
Opening 1 -- 15.67 20.92 5.25 - - 2.00
Segment 2 -- 20.92 45.75 24.83 - 0.33 -
Level 1
Line 1 1 0.00 0.00 44.25 44.25 31.50 - 9.08
Wall 1-1 Seg 1 0.00 0.00 44.25 44.25 31.50 - -
Segment 1 -- 0.00 3.17 3.17 - 2.87 -
Opening 1 -- 3.17 9.67 6.50 - - 2.00
Segment 2 -- 9.67 29.58 19.92 - 0.46 -
Opening 2 -- 29.58 31.58 2.00 - - 2.00
Segment 3 -- 31.58 40.00 8.42 - 1.08 -
Opening 3 -- 40.00 42.00 2.00 - - 2.00
Segment 4 -- 42.00 44.25 2.25 - 4.04 -
Line 2
Level 2
Line 2 NSW 14.00 0.00 14.67 14.67 0.00 - 8.08
Wall 2-1 NSW 13.50 8.00 14.67 6.67 0.00 1.00 -
Level 1
Line 2 Seg 1 14.00 0.00 44.25 44.25 11.33 - 9.08
Wall 2-1 Seg 1 14.00 0.00 11.33 11.33 11.33 0.80 -
Line 3
Level 1
Line 3 NSW 20.00 6.83 11.33 4.50 0.00 - 9.08
Wall 3-1 NSW 20.00 6.83 11.33 4.50 0.00 1.00 -
Line 4
Level 2
Line 4 Seg 1 28.50 8.00 45.75 37.75 0.00 - 8.08
Wall 4-1 Seg 1 28.50 8.00 9.50 1.50 0.00 5.39 -
Level 1
Line 4 28.50 8.00 44.25 36.25 0.00 - 9.08
Wall 4-1 NSW 31.00 31.92 44.25 12.33 0.00 - -
Segment 1 -- 31.92 38.58 6.67 - - -
Opening 1 -- 38.58 41.25 2.67 - - 2.00
Segment 2 -- 41.25 44.25 3.00 - - -
Line 5
Level 2
Line 5 1 40.00 9.50 45.75 36.25 28.08 - 8.08
Wall 5-1 Seg 1 40.00 9.50 45.75 36.25 28.08 - -
Segment 1 -- 9.50 37.58 28.08 - 0.29 -
Opening 1 -- 37.58 44.08 6.50 - - 2.00
Segment 2 -- 44.08 45.75 1.67 - 4.85 -
Level 1
Line 5 NSW 40.00 6.83 45.75 38.92 0.00 - 9.08
Wall 5-1 NSW 40.00 6.83 9.83 3.00 0.00 1.00 -
Line 6
Level 1
Line 6 Seg 1 50.00 9.83 31.92 22.08 22.08 - 9.08
Wall 6-1 Seg 1 50.00 9.83 31.92 22.08 22.08 0.41 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft] Start End [ft] [ft]Ratio [ft]
Line A
Level 1
Line A 1 0.00 0.00 13.75 13.75 7.75 - 9.08
Wall A-1 Seg 1 0.00 0.00 13.75 13.75 7.75 - -
Segment 1 -- 0.00 3.83 3.83 - 2.37 -
Opening 1 -- 3.83 9.83 6.00 - - 2.00
Segment 2 -- 9.83 13.75 3.92 - 2.32 -
Line B
Level 2
Line B 1 8.50 13.25 40.00 26.75 14.75 - 8.08
Wall B-1 Seg 1 8.00 13.25 28.50 15.25 8.25 - -
Segment 1 -- 13.25 17.33 4.08 - 1.98 -
Opening 1 -- 17.33 24.33 7.00 - - 2.00
Segment 2 -- 24.33 28.50 4.17 - 1.94 -
Wall B-2 Seg 1 9.50 28.50 40.00 11.50 6.50 - -
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SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Segment 1 -- 28.50 31.42 2.92 - 2.77 -
Opening 1 -- 31.42 36.42 5.00 - - 2.00
Segment 2 -- 36.42 40.00 3.58 - 2.26 -
Level 1
Line B 2 8.00 20.00 50.00 30.00 5.50 - 9.08
Wall B-1 Seg 2 7.00 20.00 40.00 20.00 5.50 - -
Segment 1 -- 20.00 22.67 2.67 - 3.41 -
Opening 1 -- 22.67 37.17 14.50 - - 2.00
Segment 2 -- 37.17 40.00 2.83 - 3.21 -
Wall B-2 Seg 2 10.00 40.00 50.00 10.00 0.00 - -
Segment 1 -- 40.00 40.75 0.75 - 12.11 -
Opening 1 -- 40.75 48.75 8.00 - - 2.00
Segment 2 -- 48.75 50.00 1.25 - 7.27 -
Line C
Level 2
Line C 3 14.50 0.00 40.00 40.00 7.00 - 8.08
Wall C-1 Seg 3 14.50 0.00 13.25 13.25 7.00 - -
Segment 1 -- 0.00 1.00 1.00 - 8.08 -
Opening 1 -- 1.00 6.25 5.25 - - 2.00
Segment 2 -- 6.25 13.25 7.00 - 1.15 -
Level 1
Line C 3 13.50 0.00 50.00 50.00 10.92 - 9.08
Wall C-1 Seg 3 14.50 0.00 10.92 10.92 10.92 0.83 -
Wall C-2 Seg 3 11.50 13.75 20.00 6.25 0.00 - -
Segment 1 -- 13.75 14.75 1.00 - 9.08 -
Opening 1 -- 14.75 19.00 4.25 - - 2.00
Segment 2 -- 19.00 20.00 1.00 - 9.08 -
Line D
Level 1
Line D 1 32.00 0.00 50.00 50.00 15.33 - 9.08
Wall D-1 Seg 1 32.00 31.00 50.00 19.00 15.33 - -
Segment 1 -- 31.00 46.33 15.33 - 0.59 -
Opening 1 -- 46.33 49.00 2.67 - - 2.00
Segment 2 -- 49.00 50.00 1.00 - 9.08 -
Line E
Level 2
Line E 1 46.00 0.00 40.00 40.00 22.50 - 8.08
Wall E-1 Seg 1 46.00 0.00 40.00 40.00 22.50 - -
Segment 1 -- 0.00 2.67 2.67 - 3.03 -
Opening 1 -- 2.67 8.67 6.00 - - 2.00
Segment 2 -- 8.67 19.92 11.25 - 0.72 -
Opening 2 -- 19.92 24.42 4.50 - - 2.00
Segment 3 -- 24.42 28.92 4.50 - 1.80 -
Opening 3 -- 28.92 35.92 7.00 - - 2.00
Segment 4 -- 35.92 40.00 4.08 - 1.98 -
Level 1
Line E 4 44.50 0.00 31.00 31.00 13.50 - 9.08
Wall E-1 Seg 4 44.50 0.00 31.00 31.00 13.50 - -
Segment 1 -- 0.00 4.17 4.17 - 2.18 -
Opening 1 -- 4.17 16.67 12.50 - - 2.00
Segment 2 -- 16.67 23.00 6.33 - 1.43 -
Opening 2 -- 23.00 28.00 5.00 - - 2.00
Segment 3 -- 28.00 31.00 3.00 - 3.03 -
Legend:
Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall
Location - Dimension perpendicular to wall
FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS
4.3.4.3
Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier
Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
HOLDDOWN DESIGN
Wind Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass.
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Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 - Both - - 1848 - - - 339 - - 8407 -
Wall 1-1 1 Both - - 1848 - 1.0 - 339 - - 8407 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Seg. 2 - Both 74.4 0.0 1848 - 1.0 - 339 - 339 8407 0.22
Level 1
Ln1, Lev1 - Both - - 2665 - - - 339 - - 10339 -
Wall 1-1 1 Both - - 2665 - 1.0 - 339 - - 10339 -
Seg. 1 - Both 60.8 0.0 193 - .70 - 236 - 236 747 0.26
Seg. 2 - Both 87.3 0.0 1738 - 1.0 - 339 - 339 6742 0.26
Seg. 3 - Both 87.3 0.0 734 - 1.0 - 339 - 339 2849 0.26
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Line 2
Ln2, Lev1 - Both - - 3296 - - - 339 - - 3837 -
Wall 2-1 1^Both 290.8 - 3296 - 1.0 - 339 - 339 3837 0.86
Line 5
Level 2
Ln5, Lev2 - Both - - 1814 - - - 339 - - 9507 -
Wall 5-1 1 Both - - 1814 - 1.0 - 339 - - 9507 -
Seg. 1 - Both 64.6 0.0 1814 - 1.0 - 339 - 339 9507 0.19
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Line 6
Level 1
Ln6, Lev1 1 Both 142.5 - 3147 - 1.0 - 339 - 339 7476 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 1
LnA, Lev1 - Both - - 365 - - - 339 - - 2239 -
Wall A-1 1 Both - - 365 - 1.0 - 339 - - 2239 -
Seg. 1 - Both 46.6 0.0 179 - .84 - 286 - 286 1095 0.16
Seg. 2 - Both 47.6 0.0 187 - .86 - 292 - 292 1143 0.16
Line B
Level 2
LnB, Lev2 - Both - - 365 - - - 339 - - 4581 -
Wall B-1 1 Both - - 222 - 1.0 - 339 - - 2793 -
Seg. 1 - Both 26.9 0.0 110 - 1.0 - 339 - 339 1382 0.08
Seg. 2 - Both 26.9 0.0 112 - 1.0 - 339 - 339 1411 0.08
Wall B-2 1 Both - - 142 - 1.0 - 339 - - 1788 -
Seg. 1 - Both 19.4 0.0 57 - .72 - 244 - 244 713 0.08
Seg. 2 - Both 23.9 0.0 86 - .89 - 300 - 300 1075 0.08
Level 1
LnB, Lev1 - Both - - 1272 - - - 833 - - 2778 -
Wall B-1 2 Both - - 1272 - 1.0 - 833 - - 2778 -
Seg. 1 - Both 224.0 0.0 597 - .59 - 489 - 489 1305 0.46
Seg. 2 - Both 238.0 0.0 674 - .62 - 520 - 520 1473 0.46
Wall B-2 2 Both 0.0 - 0 - 1.0 - 833 - - - -
Line C
Level 2
LnC, Lev2 - W->E - - 1925 - - - 495 - - 3463 -
- E->W - - 1862 - - - 495 - - 3463 -
Wall C-1 3 W->E - - 1925 - 1.0 - 495 - - 3463 -
3 E->W - - 1862 - 1.0 - 495 - - 3463 -
Seg. 1 - W->E 0.0 0.0 0 - 1.0 - 495 - 495 - -
- E->W 0.0 0.0 0 - 1.0 - 495 - 495 - -
Seg. 2 - W->E 275.0 0.0 1925 - 1.0 - 495 - 495 3463 0.56
- E->W 266.0 0.0 1862 - 1.0 - 495 - 495 3463 0.54
Level 1
LnC, Lev1 - Both - - 3400 - - - 495 - - 5401 -
Wall C-1 3 Both 311.4 - 3400 - 1.0 - 495 - 495 5401 0.63
Wall C-2 3 Both 0.0 - 0 - 1.0 - 495 - - - -
Line D
LnD, Lev1 - Both - - 1608 - - - 339 - - 5191 -
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May. 17, 2023 10:32:46
SHEAR RESULTS (flexible wind design, continued)
Wall D-1 1 Both - - 1608 - 1.0 - 339 - - 5191 -
Seg. 1 - Both 104.9 0.0 1608 - 1.0 - 339 - 339 5191 0.31
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - -
Line E
Level 2
LnE, Lev2 - W->E - - 1714 - - - 339 - - 7310 -
- E->W - - 1650 - - - 339 - - 7310 -
Wall E-1 1 W->E - - 1714 - 1.0 - 339 - - 7310 -
1 E->W - - 1650 - 1.0 - 339 - - 7310 -
Seg. 1 - W->E 52.4 0.0 140 - .66 - 223 - 223 596 0.23
- E->W 50.4 0.0 134 - .66 - 223 - 223 596 0.23
Seg. 2 - W->E 79.4 0.0 893 - 1.0 - 339 - 339 3808 0.23
- E->W 76.4 0.0 860 - 1.0 - 339 - 339 3808 0.23
Seg. 3 - W->E 79.4 0.0 357 - 1.0 - 339 - 339 1523 0.23
- E->W 76.4 0.0 344 - 1.0 - 339 - 339 1523 0.23
Seg. 4 - W->E 79.4 0.0 324 - 1.0 - 339 - 339 1382 0.23
- E->W 76.4 0.0 312 - 1.0 - 339 - 339 1382 0.23
Level 1
LnE, Lev1 - Both - - 2305 - - - 495 - - 6005 -
Wall E-1 4 Both - - 2305 - 1.0 - 495 - - 6005 -
Seg. 1 - Both 174.2 0.0 726 - .92 - 454 - 454 1891 0.38
Seg. 2 - Both 189.9 0.0 1203 - 1.0 - 495 - 495 3133 0.38
Seg. 3 - Both 125.4 0.0 376 - .66 - 327 - 327 980 0.38
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment
from SDPWS 4.3.3.4.1
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
8 35 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS - 3rd Car Option.wsw
May. 17, 2023 10:32:46
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 34443 1404.5 7192 7192 5034 5034 5034 5034
1 43616 1672.5 5163 5163 6282 6282 6282 12639
All 78059 - 12355 12355 - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by
overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 7 12.3.4.2.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144
compression.
9 36 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS - 3rd Car Option.wsw
May. 17, 2023 10:32:46
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 - - 2491 - - - 242 - - 6005 -
Wall 1-1 1 Both - - 2491 - 1.0 - 242 - - 6005 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Seg. 2 - Both 100.3 0.0 2491 - 1.0 - 242 - 242 6005 0.41
Level 1
Ln1, Lev1 - Both - - 3315 - - - 242 - - 7385 -
Wall 1-1 1 Both - - 3315 - 1.0 - 242 - - 7385 -
Seg. 1 - Both 75.7 0.0 240 - .70 - 169 - 169 534 0.45
Seg. 2 - Both 108.6 0.0 2162 - 1.0 - 242 - 242 4816 0.45
Seg. 3 - Both 108.6 0.0 914 - 1.0 - 242 - 242 2035 0.45
Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Line 2
Ln2, Lev1 - Both - - 2280 - - - 242 - - 2740 -
Wall 2-1 1 Both 201.2 - 2280 - 1.0 - 242 - 242 2740 0.83
Line 5
Level 2
Ln5, Lev2 - Both - - 2543 - - - 242 - - 6791 -
Wall 5-1 1 Both - - 2543 - 1.0 - 242 - - 6791 -
Seg. 1 - Both 90.5 0.0 2543 - 1.0 - 242 - 242 6791 0.37
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Line 6
Level 1
Ln6, Lev1 1 Both 138.3 - 3053 - 1.0 - 242 - 242 5340 0.57
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - Both - - 311 - - - 242 - - 1599 -
Wall A-1 1 Both - - 311 - 1.0 - 242 - - 1599 -
Seg. 1 - Both 39.7 0.0 152 - .84 - 204 - 204 782 0.19
Seg. 2 - Both 40.6 0.0 159 - .86 - 209 - 209 817 0.19
Line B
Level 2
LnB, Lev2 - Both - - 691 - - - 242 - - 3272 -
Wall B-1 1 Both - - 421 - 1.0 - 242 - - 1995 -
Seg. 1 - Both 51.1 0.0 209 - 1.0 - 242 - 242 987 0.21
Seg. 2 - Both 51.1 0.0 213 - 1.0 - 242 - 242 1008 0.21
Wall B-2 1 Both - - 270 - 1.0 - 242 - - 1277 -
Seg. 1 - Both 36.9 0.0 108 - .72 - 174 - 174 509 0.21
Seg. 2 - Both 45.3 0.0 162 - .89 - 214 - 214 768 0.21
Level 1
LnB, Lev1 - Both - - 1439 - - - 595 - - 1984 -
Wall B-1 2^Both - - 1439 - 1.0 - 595 - - 1984 -
Seg. 1 - Both 253.5 0.0 676 - .59 - 349 - 349 932 0.73
Seg. 2 - Both 269.4 0.0 763 - .62 - 371 - 371 1052 0.73
Wall B-2 2 Both 0.0 - 0 - 1.0 - 595 - - - -
Line C
Level 2
LnC, Lev2 - Both - - 2105 - - - 353 - - 2474 -
Wall C-1 3^Both - - 2105 - 1.0 - 353 - - 2474 -
Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - -
Seg. 2 - Both 300.8 0.0 2105 - 1.0 - 353 - 353 2474 0.85
Level 1
LnC, Lev1 - Both - - 3159 - - - 353 - - 3858 -
Wall C-1 3 Both 289.4 - 3159 - 1.0 - 353 - 353 3858 0.82
Wall C-2 3 Both 0.0 - 0 - 1.0 - 353 - - - -
Line D
LnD, Lev1 - Both - - 994 - - - 242 - - 3708 -
Wall D-1 1 Both - - 994 - 1.0 - 242 - - 3708 -
Seg. 1 - Both 64.8 0.0 994 - 1.0 - 242 - 242 3708 0.27
Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - -
Line E
Level 2
LnE, Lev2 - Both - - 2238 - - - 242 - - 5221 -
Wall E-1 1 Both - - 2238 - 1.0 - 242 - - 5221 -
Seg. 1 - Both 68.4 0.0 182 - .66 - 160 - 160 425 0.43
10 37 of 104
WoodWorks® Shearwalls 230202 - LATERAL ANALYSIS - 3rd Car Option.wsw
May. 17, 2023 10:32:46
SHEAR RESULTS (flexible seismic design, continued)
Seg. 2 - Both 103.6 0.0 1166 - 1.0 - 242 - 242 2720 0.43
Seg. 3 - Both 103.6 0.0 466 - 1.0 - 242 - 242 1088 0.43
Seg. 4 - Both 103.6 0.0 423 - 1.0 - 242 - 242 987 0.43
Level 1
LnE, Lev1 - Both - - 2745 - - - 353 - - 4289 -
Wall E-1 4^Both - - 2745 - 1.0 - 353 - - 4289 -
Seg. 1 - Both 207.5 0.0 864 - .92 - 324 - 324 1351 0.64
Seg. 2 - Both 226.1 0.0 1432 - 1.0 - 353 - 353 2238 0.64
Seg. 3 - Both 149.4 0.0 448 - .66 - 233 - 233 700 0.64
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.
11 38 of 104
ROOF
Member Name Results Current Solution Comments
R1 Passed 1 piece(s) 4 x 8 DF No.2
R2 Passed 1 piece(s) 4 x 8 DF No.2
R3 Passed 1 piece(s) 4 x 8 DF No.2
R4 Passed 1 piece(s) 4 x 8 DF No.2
UPPER FLOOR
Member Name Results Current Solution Comments
R5 Passed 1 piece(s) 4 x 12 DF No.2
R6 Passed 1 piece(s) 6 x 8 DF No.2
U1 Passed 1 piece(s) 4 x 8 DF No.2
U2 Passed 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
FJ1 Passed 1 piece(s) 18" TJI® 360
FJ2 Passed 1 piece(s) 18" TJI® 360
U3 Passed 1 piece(s) 6 x 12 DF No.2
U4 Passed 1 piece(s) 4 x 8 DF No.2
U5 Passed 1 piece(s) 4 x 8 DF No.2
U6 Passed 1 piece(s) 4 x 8 DF No.2
U7 Passed 1 piece(s) 4 x 10 DF No.2
U8 Passed 1 piece(s) 4 x 8 DF No.2
U9 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
FJ3 Passed 1 piece(s) 18" TJI® 360
U10 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
FJ4 Passed 1 piece(s) 18" TJI® 360
U11 Passed 1 piece(s) 6 x 10 DF No.2
U12 Passed 1 piece(s) 6 x 10 DF No.2
U13 Passed 1 piece(s) 6 x 10 DF No.2
FJ5 Passed 1 piece(s) 18" TJI® 360 Web Stiffeners
Required
U14 Passed 1 piece(s) 6 x 10 DF No.2
U15 Passed 1 piece(s) 4 x 8 DF No.2
U16 Passed 1 piece(s) 6 x 12 DF No.2
U17 Passed 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam
U18 Passed 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
U19 Passed 1 piece(s) 4 x 12 DF No.2
U20 Passed 1 piece(s) 4 x 8 DF No.2
MAIN FLOOR
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 8 DF No.2
M3 Passed 1 piece(s) 4 x 8 DF No.2
M4 Passed 1 piece(s) 4 x 8 DF No.2
M5 Passed 1 piece(s) 4 x 8 DF No.2
M6 Passed 1 piece(s) 4 x 12 DF No.2
M7 Passed 1 piece(s) 4 x 12 DF No.2
M8 Passed 1 piece(s) 4 x 12 DF No.2
M9 Passed 1 piece(s) 4 x 12 DF No.2
M10 Passed 1 piece(s) 2 x 8 HF No.2 @ 16" OC
M11 Passed 1 piece(s) 6 x 12 HF No.2
230202 - Hampton - BEAM CALCULATIONS
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 1 / 4739 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)324 @ 1 1/2"6563 (3.00")Passed (5%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)250 @ 10 1/4"3502 Passed (7%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)568 @ 3' 9"3438 Passed (17%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.017 @ 3' 9"0.242 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.030 @ 3' 9"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 (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 Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.50"137 188 324 None
2 - Trimmer - HF 3.00"3.00"1.50"137 188 324 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 6" o/c
Bottom Edge (Lu)7' 6" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 7' 6"N/A 6.4 --
1 - Uniform (PSF)0 to 7' 6"2'15.0 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 DESIGNER
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, R1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 2 / 4740 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2261 @ 1 1/2"6563 (3.00")Passed (34%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1667 @ 10 1/4"3502 Passed (48%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3397 @ 3' 3"3438 Passed (99%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.080 @ 3' 3"0.208 Passed (L/942)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.134 @ 3' 3"0.313 Passed (L/558)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.50"920 1341 2261 None
2 - Trimmer - HF 3.00"3.00"1.50"920 1341 2261 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 Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 6"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 6"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 DESIGNER
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, R2
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 3 / 4741 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)957 @ 0 3281 (1.50")Passed (29%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)449 @ 8 3/4"3502 Passed (13%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)658 @ 1' 4 1/2"3438 Passed (19%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.003 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.005 @ 1' 4 1/2"0.138 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"389 567 957 None
2 - Trimmer - HF 1.50"1.50"1.50"389 567 957 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 9" o/c
Bottom Edge (Lu)2' 9" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 9"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 DESIGNER
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, R3
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 4 / 4742 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)701 @ 0 3281 (1.50")Passed (21%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)247 @ 8 3/4"3502 Passed (7%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)394 @ 1' 1 1/2"3438 Passed (11%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.001 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.002 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"298 403 701 None
2 - Trimmer - HF 1.50"1.50"1.50"298 403 701 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 Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 3"14' 4"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 DESIGNER
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, R4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 5 / 4743 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1078 @ 16' 4 1/2"6563 (3.00")Passed (16%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)915 @ 15' 3 3/4"5434 Passed (17%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4104 @ 8' 7 5/8"7004 Passed (59%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.158 @ 8' 4 5/16"0.542 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.291 @ 8' 4 3/16"0.813 Passed (L/671)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.50"421 488 908 None
2 - Trimmer - HF 3.00"3.00"1.50"490 587 1078 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)16' 6" o/c
Bottom Edge (Lu)16' 6" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 16' 6"N/A 10.0 --
1 - Uniform (PSF)0 to 6' 6"2'17.4 25.0 Roof
2 - Uniform (PSF)6' 6" to 16' 6"3'17.4 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 DESIGNER
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, R5
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 6 / 4744 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)251 @ 2' 1 1/2"12251 (5.50")Passed (2%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)30 @ 1' 1"5376 Passed (1%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)82 @ 1' 2 3/4"3706 Passed (2%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.000 @ 1' 2 3/4"0.090 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.000 @ 1' 2 3/4"0.119 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Column Cap - steel 5.50"5.50"1.50"113 138 251 Blocking
2 - Stud wall - HF 5.50"5.50"1.50"113 138 251 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 6" o/c
Bottom Edge (Lu)2' 6" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 5 1/2"N/A 10.4 --
1 - Uniform (PSF)0 to 2' 5 1/2" (Front)4' 6"18.0 25.0 Default Load
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 DESIGNER
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, R6
1 piece(s) 6 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 7 / 4745 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)997 @ 4"6024 (4.25")Passed (17%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)722 @ 1' 3/4"3502 Passed (21%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)1513 @ 3' 7"3438 Passed (44%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.030 @ 3' 7"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.065 @ 3' 7"0.325 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.
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"4.25"1.50"542 287 358 1026 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"1.50"542 287 358 1026 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' o/c
Bottom Edge (Lu)7' o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)1 1/4" to 7' 3/4"N/A 6.4 ----
1 - Uniform (PSF)0 to 7' 2" (Back)1'15.0 -25.0 Roof
2 - Uniform (PSF)0 to 7' 2" (Front)2'10.0 40.0 -Floor
3 - Uniform (PSF)0 to 7' 2" (Top)2'15.0 -25.0 Roof
4 - Uniform (PLF)0 to 7' 2" (Top)N/A 80.0 -25.0 Wall
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, U1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 8 / 4746 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)7944 @ 19' 8"12251 (5.50")Passed (65%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)10078 @ 1' 11 1/2"17490 Passed (58%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)48597 @ 8' 6"57109 Passed (85%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.151 @ 10' 6 11/16"0.644 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.646 @ 9' 8 5/8"0.967 Passed (L/359)--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.
•Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 19' 4".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - DF 5.50"5.50"2.95"8931 1193 202 10125 Blocking
2 - Stud wall - HF 5.50"5.50"3.57"4883 3062 517 7944 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)20' o/c
Bottom Edge (Lu)20' o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 20'N/A 24.1 ----
1 - Uniform (PSF)8' 6" to 20' (Top)9' 3"10.0 40.0 -Floor
2 - Point (lb)8' 6" (Top)N/A 2138 --F21
3 - Point (lb)2' (Top)N/A 2513 --F10
4 - Point (lb)4' (Top)N/A 2513 --F10
5 - Point (lb)6' (Top)N/A 1859 --F11
6 - Uniform (PLF)8' 6" to 20' (Top)N/A 80.0 --Wall Above
7 - Uniform (PSF)8' 6" to 20' (Top)2' 6"16.2 -25.0 Roof
8 - Point (lb)8' (Top)N/A 1859 --F11
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 DESIGNER
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, U2
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 9 / 4747 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)924 @ 19' 7"1505 (3.50")Passed (61%)1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)931 @ 1' 11 1/2"2425 Passed (38%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3904 @ 10' 10 7/8"9465 Passed (41%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.206 @ 10' 7 7/8"0.446 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.253 @ 10' 8 15/16"0.893 Passed (L/847)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (2L/480) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"3.50"684 796 453 1621 Blocking
2 - Stud wall - HF 5.50"4.25"1.75"193 741 -26 934 1 1/4" Rim Board
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' o/c
Bottom Edge (Lu)9' 7" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 9 3/4"N/A 3.7 ----
1 - Uniform (PLF)0 to 1' 6"N/A 80.0 --Wall Above
2 - Uniform (PSF)0 to 1' 6"9' 8"18.0 -25.0 Roof
3 - Uniform (PSF)0 to 1' 6"1'10.0 40.0 -Floor
4 - Uniform (PSF)1' 6" to 19' 11"2'10.0 40.0 -Floor
5 - Point (lb)0 N/A 20 -32
2ft * 15psf * 1.3ft
= 39/2=19.5
2ft * 25psf * 1.3ft
= 64/2=32
6 - Point (lb)0 N/A 20 -32
2ft * 15psf * 1.3ft
= 39/2=19.5
2ft * 25psf * 1.3ft
= 64/2=32
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 DESIGNER
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, FJ1
1 piece(s) 18" TJI® 360
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 10 / 4748 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1396 @ 19' 7"1505 (3.50")Passed (93%)1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)1394 @ 1' 11 1/2"2425 Passed (57%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)5942 @ 10' 10 3/16"9465 Passed (63%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.310 @ 10' 7 7/8"0.446 Passed (L/692)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.385 @ 10' 8 11/16"0.893 Passed (L/557)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (2L/480) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"3.50"686 1289 312 1974 Blocking
2 - Stud wall - HF 5.50"4.25"3.05"301 1111 -28 1412 1 1/4" Rim Board
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 9" o/c
Bottom Edge (Lu)9' 7" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 9 3/4"N/A 3.7 ----
1 - Uniform (PSF)0 to 19' 11"1'12.0 40.0 -Default Load
2 - Uniform (PSF)0 to 19' 11"2'10.0 40.0 -Floor
3 - Point (lb)0 N/A 100 -32
2ft * 15psf * 1.3ft
= 39/2+80 Wall
above
2ft * 25psf * 1.3ft
= 64/2
4 - Point (lb)0 N/A 39 -64
2ft * 15psf * 1.3ft
= 39
2ft * 25psf * 1.3ft
= 64
5 - Point (lb)0 N/A 137 -188 Linked from: R1,
Support 1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR, FJ2
1 piece(s) 18" TJI® 360
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 11 / 4749 of 104
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 DESIGNER
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 12 / 4750 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2736 @ 4"12251 (5.50")Passed (22%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1916 @ 1' 5"7168 Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)5590 @ 4' 8 3/4"8840 Passed (63%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.067 @ 4' 8 3/4"0.293 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.086 @ 4' 8 3/4"0.440 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.
•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 Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.50"608 2128 2736 Blocking
2 - Stud wall - HF 5.50"5.50"1.50"608 2128 2736 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' 6" o/c
Bottom Edge (Lu)9' 6" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 9' 5 1/2"N/A 16.0 --
1 - Uniform (PSF)0 to 9' 5 1/2" (Front)11' 3"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 DESIGNER
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, U3
1 piece(s) 6 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 13 / 4751 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)173 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)95 @ 8 3/4"3045 Passed (3%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)141 @ 1' 7 1/2"2989 Passed (5%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.002 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"43 130 173 None
2 - Trimmer - HF 1.50"1.50"1.50"43 130 173 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"2'10.0 40.0 Floor
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, U4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 14 / 4752 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1171 @ 0 3281 (1.50")Passed (36%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)645 @ 8 3/4"3502 Passed (18%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)951 @ 1' 7 1/2"3438 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.005 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.010 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"581 65 589 1171 None
2 - Trimmer - HF 1.50"1.50"1.50"581 65 589 1171 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 3' 3"1'10.0 40.0 -Floor
2 - Uniform (PSF)0 to 3' 3"14' 6"18.0 -25.0 Roof
3 - Uniform (PLF)0 to 3' 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 DESIGNER
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, U5
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 15 / 4753 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1139 @ 0 3281 (1.50")Passed (35%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)770 @ 8 3/4"3045 Passed (25%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1282 @ 2' 3"2989 Passed (43%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.021 @ 2' 3"0.150 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.026 @ 2' 3"0.225 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"239 900 1139 None
2 - Trimmer - HF 1.50"1.50"1.50"239 900 1139 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 6" o/c
Bottom Edge (Lu)4' 6" o/c
Dead Floor Live
Vertical Loads Location Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 4' 6"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 6"10'10.0 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 DESIGNER
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, U6
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 16 / 4754 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2187 @ 0 3281 (1.50")Passed (67%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1441 @ 10 3/4"3885 Passed (37%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2871 @ 2' 7 1/2"4492 Passed (64%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.031 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.039 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"455 1733 2187 None
2 - Trimmer - HF 1.50"1.50"1.50"455 1733 2187 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 8.2 --
1 - Uniform (PSF)0 to 5' 3" (Front)16' 6"10.0 40.0 Floor
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, U7
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 17 / 4755 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)645 @ 0 3281 (1.50")Passed (20%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)303 @ 8 3/4"3045 Passed (10%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)443 @ 1' 4 1/2"2989 Passed (15%)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)0.003 @ 1' 4 1/2"0.138 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"136 509 645 None
2 - Trimmer - HF 1.50"1.50"1.50"136 509 645 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
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 9" (Front)9' 3"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 DESIGNER
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, U8
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 18 / 4756 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4243 @ 4"12251 (5.50")Passed (35%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)3427 @ 1' 2 1/2"10057 Passed (34%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)11992 @ 6' 3 3/4"17078 Passed (70%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.285 @ 6' 4 11/16"0.404 Passed (L/510)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.520 @ 6' 4 5/8"0.606 Passed (L/280)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 1 1/2".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.91"1947 256 2297 4243 Blocking
2 - Column Cap - steel 5.50"5.50"1.50"1924 256 2309 4232 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 10" o/c
Bottom Edge (Lu)12' 10" o/c
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR, U9
1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 19 / 4757 of 104
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 9 1/2"N/A 12.0 ----
1 - Uniform (PSF)0 to 12' 9 1/2" (Top)1'10.0 40.0 -Floor
2 - Uniform (PLF)0 to 4' (Top)N/A 80.0 --Wall Above
3 - Uniform (PSF)0 to 4' (Top)14' 4"15.0 -25.0 Roof
4 - Uniform (PLF)10' 8 1/4" to 12' 9
1/2" (Top)N/A 80.0 --Wall Above
5 - Uniform (PSF)10' 8 1/4" to 12' 9
1/2" (Top)14' 4"15.0 -25.0 Roof
6 - Point (lb)4' (Top)N/A 298 -403 Linked from: R4,
Support 1
7 - Point (lb)6' 2 1/4" (Top)N/A 298 -403 Linked from: R4,
Support 2
8 - Point (lb)6' 3 3/4" (Top)N/A 298 -403 Linked from: R4,
Support 1
9 - Point (lb)8' 5 1/4" (Top)N/A 298 -403 Linked from: R4,
Support 1
10 - Point (lb)8' 6 3/4" (Top)N/A 298 -403 Linked from: R4,
Support 2
11 - Point (lb)10' 8 1/4" (Top)N/A 298 -403 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 DESIGNER
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 20 / 4758 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1258 @ 4' 2 3/16"3000 (5.25")Passed (42%)1.00 1.0 D + 1.0 L (Adj Spans)
Shear (lbs)684 @ 4' 4 7/8"2425 Passed (28%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1351 @ 4' 2 3/16"9465 Passed (14%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.039 @ 10' 11 1/16"0.307 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.016 @ 18' 2 3/8"0.200 Passed (2L/999+)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (2L/480) and TL (0.2").
•Allowed moment does not reflect the adjustment for the beam stability factor.
•-288 lbs uplift at support located at 4". Strapping or other restraint may be required.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.75"10 183/-299 38 194/-288 Blocking
2 - Stud wall - HF 5.35"5.35"3.50"208 1050 -80 1258 None
3 - Stud wall - HF 5.50"5.50"3.50"473 550 263 1082 Blocking
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' 7" o/c
Bottom Edge (Lu)9' 7" 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' 2 3/8"N/A 3.7 ----
1 - Uniform (PSF)0 to 18' 2 3/8"2'10.0 40.0 -Floor
2 - Point (lb)18' 2 1/4"N/A 124 -32
2ft * 15psf * 1.3ft
= 39/2+80*1.3
Wall above
2ft * 25psf * 1.3ft
= 64/2
3 - Point (lb)18' 2 1/4"N/A 137 -188 Linked from: R1,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, FJ3
1 piece(s) 18" TJI® 360
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 21 / 4759 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2803 @ 8' 9"5363 (1.50")Passed (52%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)2918 @ 1'7871 Passed (37%)0.90 1.0 D (All Spans)
Pos Moment (Ft-lbs)6598 @ 3' 3"14850 Passed (44%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.022 @ 4' 7 13/16"0.287 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.151 @ 4' 4 13/16"0.431 Passed (L/684)--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 = 8' 7 1/2".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.50"2930 223 107 3178 None
2 - Hanger on 9" HF beam 3.50"Hanger¹1.50"2441 327 156 2803 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 9" o/c
Bottom Edge (Lu)8' 9" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger Connector not found N/A N/A N/A N/A
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 9"N/A 12.0 ----
1 - Point (lb)1' 3" (Top)N/A 1597 --F13
2 - Point (lb)3' 3" (Top)N/A 1597 --F13
3 - Point (lb)7' 3" (Top)N/A 1599 --F13
4 - Point (lb)5' 3" (Top)N/A 473 550 263 Linked from: FJ3,
Support 3
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR, U10
1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 22 / 4760 of 104
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 DESIGNER
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 23 / 4761 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)846 @ 4"1505 (3.50")Passed (56%)1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)855 @ 16' 4"2425 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3175 @ 8' 1 7/8"9465 Passed (34%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.146 @ 8' 5 3/8"0.406 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.177 @ 8' 4 3/16"0.811 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (2L/480) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.75"170 676/-7 -23 846 Blocking
2 - Stud wall - HF 5.50"5.50"3.50"524 795 243 1319 Blocking
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 9" o/c
Bottom Edge (Lu)9' 7" 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' 3 1/2"N/A 3.7 ----
1 - Uniform (PSF)0 to 18' 3 1/2"2'10.0 40.0 -Floor
2 - Point (lb)18' 3"N/A 124 -32
2ft * 15psf * 1.3ft
= 39/2+80*1.3
Wall above
2ft * 25psf * 1.3ft
= 64/2
3 - Point (lb)18' 3"N/A 137 -188 Linked from: R1,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, FJ4
1 piece(s) 18" TJI® 360
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 24 / 4762 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3816 @ 5' 4 1/2"10313 (3.00")Passed (37%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)3630 @ 1' 1/2"5922 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4642 @ 1' 9"6032 Passed (77%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.007 @ 2' 5 15/16"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.044 @ 2' 7 5/8"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.50"3095 549 168 3644 None
2 - Trimmer - HF 3.00"3.00"1.50"3570 246 75 3816 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 6" o/c
Bottom Edge (Lu)5' 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 5' 6"N/A 13.2 ----
1 - Point (lb)1' 3" (Top)N/A 2518 --F10
2 - Point (lb)3' 3" (Top)N/A 1775 --F11
3 - Point (lb)5' 3" (Top)N/A 1775 --F11
4 - Point (lb)1' 9" (Top)N/A 524 795 243 Linked from: FJ4,
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 DESIGNER
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, U11
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 25 / 4763 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3940 @ 1 1/2"10313 (3.00")Passed (38%)--1.0 D (All Spans)
Shear (lbs)1868 @ 3' 8 1/2"5330 Passed (35%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)3635 @ 2' 3 1/2"5429 Passed (67%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.000 @ 0 0.150 Passed (2L/999+)--1.0 D (All Spans)
Total Load Defl. (in)0.023 @ 2' 4 9/16"0.225 Passed (L/999+)--1.0 D (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.
Bearing Length Loads to Supports
(lbs)
Supports Total Available Required Dead Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.50"3940 3940 None
2 - Trimmer - DF 3.00"3.00"1.50"3760 3760 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 9" o/c
Bottom Edge (Lu)4' 9" o/c
Dead
Vertical Loads Location (Side)Tributary Width (0.90)Comments
0 - Self Weight (PLF)0 to 4' 9"N/A 13.2
1 - Point (lb)4 1/2" (Top)N/A 2539 F03
2 - Point (lb)2' 3 1/2" (Top)N/A 2549 F04
3 - Point (lb)4' 3 1/2" (Top)N/A 2549 F04
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 DESIGNER
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, U12
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 26 / 4764 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)8170 @ 1 1/2"10313 (3.00")Passed (79%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)3502 @ 1' 1/2"5330 Passed (66%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)4617 @ 1' 9 1/4"5429 Passed (85%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.001 @ 1' 11 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.029 @ 2' 2"0.213 Passed (L/999+)--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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - DF 3.00"3.00"2.38"6741 374 1430 8170 None
2 - Trimmer - DF 3.00"3.00"1.50"3770 23 89 3859 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 6" o/c
Bottom Edge (Lu)4' 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 4' 6"N/A 13.2 ----
1 - Point (lb)7 1/2" (Top)N/A 4061 --F07
2 - Point (lb)1' 9 1/4" (Top)N/A 2549 --F05
3 - Point (lb)3' 9 1/2" (Top)N/A 2549 --F05
4 - Point (lb)4 1/2" (Front)N/A 1292 397 1519 Linked from: FJ5,
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 DESIGNER
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, U13
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 27 / 4765 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2812 @ 16' 6 3/4"3450 (5.25")Passed (82%)1.15 1.0 D + 1.0 S (All Spans)
Shear (lbs)2439 @ 16' 9 1/2"2789 Passed (87%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)-4202 @ 16' 6 3/4"10885 Passed (39%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.067 @ 18' 3 1/2"0.200 Passed (2L/616)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.112 @ 18' 3 1/2"0.200 Passed (2L/370)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (0.2") and TL (0.2").
•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 Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.75"3 338/-4 -146 341/-143 Blocking
2 - Stud wall - HF 5.50"5.50"3.50"1292 397 1519 2812 Blocking
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' 7" o/c
Bottom Edge (Lu)5' 10" o/c
• Web stiffeners required at location 18' 3" due to loads.
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 18' 3 1/2"N/A 3.7 ----
1 - Uniform (PSF)0 to 18' 3 1/2"1'10.0 40.0 -Floor
2 - Point (lb)18' 3"N/A 125 -32
2ft * 15psf * 1.3ft
= 39/2+80*1.3
Wall above
2ft * 25psf * 1.3ft
= 64/2
3 - Point (lb)18' 3"N/A 920 -1341 Linked from: R2,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, FJ5
1 piece(s) 18" TJI® 360
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 28 / 4766 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)12354 @ 3"15469 (4.50")Passed (80%)--1.0 D (All Spans)
Shear (lbs)3189 @ 1' 2"5330 Passed (60%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)4441 @ 1' 5"5429 Passed (82%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.000 @ 0 0.150 Passed (2L/999+)--1.0 D (All Spans)
Total Load Defl. (in)0.031 @ 2' 4 1/2"0.225 Passed (L/999+)--1.0 D (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.
Bearing Length Loads to Supports
(lbs)
Supports Total Available Required Dead Factored Accessories
1 - Trimmer - DF 4.50"4.50"3.59"12354 12354 None
2 - Trimmer - HF 3.00"3.00"1.50"2265 2265 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 11" o/c
Bottom Edge (Lu)4' 11" o/c
Dead
Vertical Loads Location (Side)Tributary Width (0.90)Comments
0 - Self Weight (PLF)0 to 4' 10 1/2"N/A 13.2
1 - Point (lb)6" (Top)N/A 10865 F06
2 - Point (lb)1' 5" (Top)N/A 1776 F09
3 - Point (lb)3' (Top)N/A 1913 F08
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 DESIGNER
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, U14
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 29 / 4767 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1552 @ 0 3281 (1.50")Passed (47%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)281 @ 8 3/4"3045 Passed (9%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)417 @ 1' 3 1/2"2989 Passed (14%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.002 @ 1' 3 1/2"0.086 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.003 @ 1' 3 1/2"0.129 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"1042 510 1552 None
2 - Trimmer - HF 1.50"1.50"1.50"136 510 646 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 7" o/c
Bottom Edge (Lu)2' 7" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 2' 7"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 7" (Top)9' 10 1/2"10.0 40.0 Floor
2 - Point (lb)0 (Front)N/A 906 -F07
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 DESIGNER
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, U15
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 30 / 4768 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2507 @ 9'5156 (1.50")Passed (49%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1953 @ 8' 1/2"7168 Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)5432 @ 4' 8"8840 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.063 @ 4' 8"0.289 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.081 @ 4' 8"0.433 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.
•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.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.50"600 2100 2700 Blocking
2 - Hanger on 11 1/2" HF beam 5.50"Hanger¹1.50"608 2156 2765 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' o/c
Bottom Edge (Lu)9' o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger HU612 2.50"N/A 22-16d 8-16d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 9'N/A 16.0 --
1 - Uniform (PSF)0 to 9' 5 1/2" (Front)11' 3"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 DESIGNER
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, U16
1 piece(s) 6 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 31 / 4769 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)9670 @ 22' 1"12251 (5.50")Passed (79%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)8403 @ 20' 7"18437 Passed (46%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)47024 @ 11' 2 3/4"55016 Passed (85%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.517 @ 11' 2 13/16"0.725 Passed (L/505)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)1.089 @ 11' 2 1/2"1.087 Passed (L/240)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 21' 9".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"3.94"5120 837 3656 8775 Blocking
2 - Stud wall - HF 5.50"5.50"4.34"4774 2216 4312 9670 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)22' 5" o/c
Bottom Edge (Lu)22' 5" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 22' 5"N/A 22.1 ----
1 - Uniform (PSF)0 to 22' 5" (Front)1'10.0 40.0 -Floor
2 - Uniform (PSF)0 to 22' 5" (Back)1'15.0 -25.0 Lower Roof
3 - Uniform (PSF)0 to 2' 6" (Top)3'16.8 -25.0 Roof Above
4 - Uniform (PLF)0 to 22' 5" (Top)N/A 80.0 --Wall Above
5 - Point (lb)2' 6" (Top)N/A 1468 --B4 Point Load
6 - Uniform (PSF)2' 6" to 22' 5" (Top)14' 6"16.8 -25.0 Roof Above
7 - Point (lb)18' 2" (Front)N/A 608 2156 -Linked from: U16,
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 DESIGNER
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, U17
1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 32 / 4770 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)7716 @ 19' 6 1/2"7716 (2.16")Passed (100%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)10027 @ 1' 11 1/2"17490 Passed (57%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)48188 @ 8' 6"57146 Passed (84%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.146 @ 10' 6"0.640 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.632 @ 9' 7 15/16"0.960 Passed (L/365)--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.
•Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 19' 2 1/2".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - DF 5.50"5.50"2.93"8900 1174 198 10075 Blocking
2 - Hanger on 18" HF beam 5.50"Hanger¹2.16"4903 3081 520 7984 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)19' 7" o/c
Bottom Edge (Lu)19' 7" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger UA18 W=5.625 2.56"N/A 26-SDS25300 20-SDS25300
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 6 1/2"N/A 24.1 ----
1 - Uniform (PSF)8' 6" to 20' (Top)9' 3"10.0 40.0 -Floor
2 - Point (lb)8' 6" (Top)N/A 2138 --F21
3 - Point (lb)2' (Top)N/A 2513 --F10
4 - Point (lb)4' (Top)N/A 2513 --F10
5 - Point (lb)6' (Top)N/A 1859 --F11
6 - Uniform (PLF)8' 6" to 20' (Top)N/A 80.0 --Wall Above
7 - Uniform (PSF)8' 6" to 20' (Top)2' 6"16.2 -25.0 Roof
8 - Point (lb)8' (Top)N/A 1859 --F11
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR, U18
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 33 / 4771 of 104
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 DESIGNER
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 34 / 4772 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2173 @ 1 1/2"6563 (3.00")Passed (33%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1566 @ 1' 2 1/4"5434 Passed (29%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4349 @ 4' 3"7004 Passed (62%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.047 @ 4' 3"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.080 @ 4' 3"0.412 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.50"898 1275 2173 None
2 - Trimmer - HF 3.00"3.00"1.50"898 1275 2173 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 6" o/c
Bottom Edge (Lu)8' 6" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 10.0 --
1 - Uniform (PSF)0 to 8' 6"12'16.8 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 DESIGNER
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, U19
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 35 / 4773 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)740 @ 0 3281 (1.50")Passed (23%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)370 @ 8 3/4"3502 Passed (11%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)540 @ 1' 5 1/2"3438 Passed (16%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.003 @ 1' 5 1/2"0.097 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.005 @ 1' 5 1/2"0.146 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"303 438 740 None
2 - Trimmer - HF 1.50"1.50"1.50"303 438 740 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 11" o/c
Bottom Edge (Lu)2' 11" o/c
Dead Snow
Vertical Loads Location Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 11"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 11"12'16.8 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 DESIGNER
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, U20
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 36 / 4774 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)301 @ 2 1/2"1367 (2.25")Passed (22%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)238 @ 1' 3/4"1388 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)650 @ 4' 7 1/2"1917 Passed (34%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.057 @ 4' 7 1/2"0.221 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.071 @ 4' 7 1/2"0.442 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 3.50"2.25"1.50"62 247 308 1 1/4" Rim Board
2 - Stud wall - HF 3.50"2.25"1.50"62 247 308 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)9' 1" o/c
Bottom Edge (Lu)9' 1" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 9' 3"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 DESIGNER
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, M1
1 piece(s) 2 x 10 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 37 / 4775 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1136 @ 2"7656 (3.50")Passed (15%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)780 @ 10 3/4"3045 Passed (26%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1438 @ 2' 10 1/4"2989 Passed (48%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.033 @ 2' 10 1/4"0.179 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.042 @ 2' 10 1/4"0.269 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Column - HF 3.50"3.50"1.50"242 894 1136 Blocking
2 - Column - HF 3.50"3.50"1.50"242 894 1136 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 9" o/c
Bottom Edge (Lu)5' 9" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 8 1/2"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 8 1/2" (Front)7' 10"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 DESIGNER
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, M2
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 38 / 4776 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1698 @ 5' 6 1/2"7656 (3.50")Passed (22%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1131 @ 4' 9 3/4"3045 Passed (37%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2005 @ 3' 5/16"2989 Passed (67%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.041 @ 2' 10 5/8"0.179 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.058 @ 2' 10 11/16"0.269 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Column - HF 3.50"3.50"1.50"338 921 1259 Blocking
2 - Column - HF 3.50"3.50"1.50"515 1183 1698 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 9" o/c
Bottom Edge (Lu)5' 9" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 8 1/2"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 8 1/2" (Top)6' 3"10.0 40.0 Floor
2 - Uniform (PLF)2' 1" to 5' 8 1/2" (Top)N/A 80.0 -Wall Above
3 - Uniform (PSF)2' 1" to 5' 8 1/2" (Top)4' 8"10.0 40.0 Floor 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 DESIGNER
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, M3
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 39 / 4777 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1535 @ 2"7656 (3.50")Passed (20%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)969 @ 10 3/4"3045 Passed (32%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1616 @ 2' 5 1/8"2989 Passed (54%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.034 @ 2' 9 5/8"0.179 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.047 @ 2' 9 1/2"0.269 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Column - HF 3.50"3.50"1.50"449 1086 1535 Blocking
2 - Column - HF 3.50"3.50"1.50"261 808 1069 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 9" o/c
Bottom Edge (Lu)5' 9" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 8 1/2"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 8 1/2" (Top)6' 3"10.0 40.0 Floor
2 - Uniform (PLF)0 to 2' 6" (Top)N/A 80.0 -Wall Above
3 - Uniform (PSF)0 to 2' 6" (Top)4' 8"10.0 40.0 Floor 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 DESIGNER
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, M4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 40 / 4778 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)910 @ 2"7656 (3.50")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)625 @ 10 3/4"3045 Passed (21%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1152 @ 2' 10 1/4"2989 Passed (39%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.026 @ 2' 10 1/4"0.179 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.034 @ 2' 10 1/4"0.269 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Column - HF 3.50"3.50"1.50"197 714 910 Blocking
2 - Column - HF 3.50"3.50"1.50"197 714 910 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 9" o/c
Bottom Edge (Lu)5' 9" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 8 1/2"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 8 1/2" (Top)6' 3"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 DESIGNER
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, M5
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 41 / 4779 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3894 @ 5' 5"4961 (3.50")Passed (78%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1863 @ 4' 4 1/4"4725 Passed (39%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3962 @ 3' 2 3/4"6091 Passed (65%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.021 @ 2' 10 15/16"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.028 @ 2' 10 13/16"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 3.50"3.50"1.57"645 1576 2221 Blocking
2 - Stud wall - HF 3.50"3.50"2.75"980 2914 3894 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 7" o/c
Bottom Edge (Lu)5' 7" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 10.0 --
1 - Uniform (PSF)0 to 5' 7" (Top)8' 7 1/2"10.0 40.0 Floor
2 - Uniform (PLF)0 to 5' 7" (Top)N/A 80.0 -Wall Above
3 - Uniform (PSF)2' 9" to 5' 7" (Top)12' 9"10.0 40.0 Floor Above
4 - Uniform (PSF)2' 9" to 5' 7" (Top)9' 10 1/2"10.0 40.0 Floor 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 DESIGNER
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, M6
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 42 / 4780 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2833 @ 2"4961 (3.50")Passed (57%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1586 @ 1' 2 3/4"4725 Passed (34%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3497 @ 2' 9 1/2"6091 Passed (57%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.019 @ 2' 9 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.026 @ 2' 9 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 3.50"3.50"2.00"768 2066 2833 Blocking
2 - Stud wall - HF 3.50"3.50"2.00"768 2066 2833 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 7" o/c
Bottom Edge (Lu)5' 7" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 10.0 --
1 - Uniform (PSF)0 to 5' 7" (Top)8' 7 1/2"10.0 40.0 Floor
2 - Uniform (PLF)0 to 5' 7" (Top)N/A 80.0 -Wall Above
3 - Uniform (PSF)0 to 5' 7" (Top)9' 10 1/2"10.0 40.0 Floor 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 DESIGNER
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, M7
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 43 / 4781 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4179 @ 2"4961 (3.50")Passed (84%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2532 @ 1' 2 3/4"4725 Passed (54%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)5120 @ 2' 1"6091 Passed (84%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.026 @ 2' 8 1/8"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.034 @ 2' 8 1/16"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 3.50"3.50"2.95"980 3199 4179 Blocking
2 - Stud wall - HF 3.50"3.50"1.65"520 1825 2345 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 7" o/c
Bottom Edge (Lu)5' 7" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 10.0 --
1 - Uniform (PSF)0 to 5' 7" (Top)8' 7 1/2"10.0 40.0 Floor
2 - Uniform (PLF)0 to 2' 1" (Top)N/A 80.0 -Wall Above
3 - Uniform (PSF)0 to 2' 1" (Top)16' 4 1/2"10.0 40.0 Floor Above
4 - Point (lb)2' 1" (Top)N/A 455 1733 Linked from: U7,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, M8
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 44 / 4782 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3331 @ 2"4961 (3.50")Passed (67%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2789 @ 1' 2 3/4"4725 Passed (59%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4859 @ 2' 1"6091 Passed (80%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.027 @ 2' 8 7/16"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.035 @ 2' 8 7/16"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - HF 3.50"3.50"2.35"761 2571 3331 Blocking
2 - Stud wall - HF 3.50"3.50"1.83"605 1987 2592 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 7" o/c
Bottom Edge (Lu)5' 7" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 10.0 --
1 - Uniform (PSF)0 to 5' 7" (Top)8' 7 1/2"10.0 40.0 Floor
2 - Uniform (PLF)1' 10" to 3' 7" (Top)N/A 80.0 -Wall Above
3 - Uniform (PSF)1' 10" to 2' 4" (Top)16' 4 1/2"10.0 40.0 Floor Above
4 - Uniform (PSF)3' 5" to 3' 7" (Top)9' 4"10.0 40.0 Floor Above
5 - Point (lb)1' 10" (Top)N/A 455 1733 Linked from: U7,
Support 2
6 - Point (lb)3' 5" (Top)N/A 136 509 Linked from: U8,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, M9
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 45 / 4783 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)426 @ 3 1/2"911 (1.50")Passed (47%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)348 @ 10 3/4"1088 Passed (32%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)876 @ 4' 7 1/2"1284 Passed (68%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.174 @ 4' 7 1/2"0.217 Passed (L/597)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.202 @ 4' 7 1/2"0.433 Passed (L/516)--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.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Hanger on HF studWall 3.50"Hanger¹1.50"62 370 154 455 See note ¹
2 - Beam - GLB 3.50"3.50"1.50"61 363 151 447 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 8" o/c
Bottom Edge (Lu)8' 11" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Top Mount Hanger BA28 3.00"6-10d 8-10d 2-10dx1.5
•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 9' 2"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 DESIGNER
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, M10
1 piece(s) 2 x 8 HF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 46 / 4784 of 104
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2095 @ 12' 4 1/2"3341 (1.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1676 @ 11' 5"5903 Passed (28%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)6000 @ 6' 4 1/4"6819 Passed (88%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.177 @ 6' 4 1/4"0.401 Passed (L/816)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.215 @ 6' 4 1/4"0.602 Passed (L/673)--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.
•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.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Stud wall - HF 5.50"5.50"1.50"388 1716 715 2211 Blocking
2 - Hanger on 11 1/2" HF beam 3.50"Hanger¹1.50"381 1704 710 2191 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 5" o/c
Bottom Edge (Lu)12' 5" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger HU610 2.50"N/A 18-16d 8-16d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 4 1/2"N/A 16.0 ----
1 - Uniform (PSF)0 to 12' 8" (Top)4' 6"10.0 60.0 25.0 DECK
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by DESIGNER
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, M11
1 piece(s) 6 x 12 HF No.2
ForteWEB Software Operator Job Notes 5/17/2023 5:31:16 PM UTCZack Culbreath
Hodge Engineering
(253) 857-7055
zack@hodgeengineering.com
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 230202 - Hampton - BEAM CALCULATIONS
Page 47 / 4785 of 104
86 of 104
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
=
87 of 104
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
88 of 104
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
=
89 of 104
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
90 of 104
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
=
91 of 104
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
92 of 104
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
=
93 of 104
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
94 of 104
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
.
95 of 104
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
96 of 104
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
.
97 of 104
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
98 of 104
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
99 of 104
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.
100 of 104
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
101 of 104
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.
102 of 104
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
103 of 104
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.
104 of 104