2021.0009 16404 CalculationsPage 1 of 68
TABLE OF CONTENTS
Project and Site Information ...........................................................................................................
-Engineering Methods Explanation (2015 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 2015 International Building Code (IBC)
Page 2 of 68
2015 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 2015 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 7-10. 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 10 (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 7-10 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 7-10 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 7-10 section 12.8.
Wind: Wind load engineering follows the ASCE 7-10 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 2015 IBC have been traced through the structure. Refer to
the legend on the engineering sheets showing how the point and line loads are depicted.
All loads are supported and traced through the structure. Load supporting members have
been numbered for reference back to the engineering calculations. Loads to the foundation
or soil have reinforced footings specified where required.
Page 3 of 68
Page 4 of 68
Hodge Engineering, Inc.
John E. Hodge P. E.
3733 Rosedale St, Suite 200, Gig Harbor, WA 98335
(253) 857-7055
Snow Loading Calculation
Site: Parcel# 64303500503, Yelm, WA 98587
Plan: Yelm
Job: 200691
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 7-10 Chapter 7 Snow Loads
Ground Snow Load pg:
(ASCE 7-10 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded)
Normalized ground snow load (NGSL) = 0.050
Lot Elevation = 350 ft. from Google Earth
1. Ground snow load = NGSL x elevation = 0.050 * 350 = 18 psf = pg
2. SEAW Snow Load Analysis for Washington Appendix A = 18 psf (@340 FT)
Roof Snow Load pf:
ASCE 7-10 7.3 Flat roof snow load pf = 0.7CeCtIpg
ASCE 7-10 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.2)
ASCE 7-10 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3)
ASCE 7-10 7.3.3 I is the importance factor = 1.0 for residences (table 1.5-2)
ASCE 7-10 7.4 Sloped roof snow loads - no roof slope reduction Cs taken
ASCE 7-10 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
Use minimum roof snow load 25 psf. “Snow load to be approved by the authority having
jurisdiction…” ASCE 7-10 7.2
Page 5 of 68
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 11.1
200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
HODGE ENGINEERING
2615 JAHN AVE NW SUITE E5
GIG HARBOR, WA 98335
DESIGN SETTINGS
Design Code
IBC 2015/AWC SDPWS 2015
Wind Standard
ASCE 7-10 Directional (All heights)
Seismic Standard
ASCE 7-10
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)
4.00
Maximum Height-to-width Ratio
Wood panels
Wind Seismic
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 3.5 - - - - -
Ignore non-wood-panel shear resistance contribution...
Wind Seismic
when comb'd w/ wood panels Always
Collector 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: 3-term from SDPWS 4.2-1
Drift limit for wind design: 1 / 500 story height
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-10 Directional (All heights)
Seismic
ASCE 7-10 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 110 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: 350ft Avg Air density: 0.0757 lb/cu ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.500g Ss: 1.250g
Fundamental Period E-W N-S
T Used 0.194s 0.194s
Approximate Ta 0.194s 0.194s
Maximum T 0.272s 0.272s
Response Factor R 6.50 6.50
Fa: 1.00 Fv: 1.50 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 85 mph
1 Page 6 of 68
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 11.1200691 - Lateral Analysis.wsw Jan. 4, 2021 09:38:12
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"
-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"
E-1
2-1B-11-11347 7137017097137017091347 95892795892713475345341347586541586541Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.83; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
Page 7 of 68
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 11.1200691 - Lateral Analysis.wsw Jan. 4, 2021 09:38:12
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"
-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"
E-1
2-1B-11-112771277676664672676664672127712779088799088791243124349349312431243540499540499
Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 2 of 2
Page 8 of 68
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 11.1200691 - Lateral Analysis.wsw Jan. 4, 2021 09:38:12
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"
-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"
E-1
4-1A-11-1B-1
2-12-3C-1
D-1
3-12-234950750750750723377011779701154224822073215622757264944943216856851604209920312099203120076431054117752022135865415805725861119580115854157867310721072444241241
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.83; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
Page 9 of 68
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 11.1200691 - Lateral Analysis.wsw Jan. 4, 2021 09:38:12
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"
-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"
E-1
4-1A-11-1B-1
2-12-3C-1
D-1
3-12-227640140137037026986641967664182427192135226323781368932835778166016401701170121182049211820492689861119012856413039540499797785540129374812784997461019101916231623608608330330
Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Compression force exists
Factored holddown force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 2
Page 10 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in]
Ceiling 20.00 0.0
Level 2 12.00 12.0 8.00 15.5 16.5
Level 1 3.00 12.0 8.00 15.5 16.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y =0.00 8.00 North Side 26.6 2.00
Extent X,Y =24.00 30.00 South Side 26.6 2.00
Ridge Y Location, Offset 23.00 0.00 East Gable 90.0 2.00
Ridge Elevation, Height 27.50 7.50 West Gable 90.0 2.00
Block 2 1 Story E-W Ridge
Location X,Y =24.00 0.00 North Side 26.6 2.00
Extent X,Y =8.00 29.00 South Side 26.6 2.00
Ridge Y Location, Offset 14.50 0.00 East Gable 90.0 2.00
Ridge Elevation, Height 19.50 7.50 West Joined 90.0 2.00
Block 3 1 Story E-W Ridge
Location X,Y =32.00 0.00 North Side 26.6 2.00
Extent X,Y =12.00 22.00 South Side 26.6 2.00
Ridge Y Location, Offset 11.00 0.00 East Gable 90.0 2.00
Ridge Elevation, Height 17.50 5.50 West Joined 90.0 2.00
Block 4 1 Story E-W Ridge
Location X,Y =0.00 4.00 North Side 90.0 2.00
Extent X,Y =24.00 4.00 South Side 26.6 2.00
Ridge Y Location, Offset 8.00 2.00 East Joined 90.0 2.00
Ridge Elevation, Height 14.00 2.00 West Gable 90.0 2.00
2 Page 11 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
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 -3 Vert 83500 8d Nail N 6 12 Y 1,3
Legend:
Grp – Wall Design Group number, used to reference wall in other tables
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.
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 No.2 1.50 6.00 16 0.43 1.30
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
3 Page 12 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
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 Seg 1 0.00 8.00 38.00 30.00 30.00 - 8.00
Wall 1-1 Seg 1 0.00 8.00 38.00 30.00 30.00 0.27 -
Level 1
Line 1 1 0.00 8.00 38.00 30.00 26.00 - 8.00
Wall 1-1 Seg 1 0.00 8.00 38.00 30.00 26.00 - -
Segment 1 -- 8.00 31.00 23.00 - 0.35 -
Opening 1 -- 31.00 35.00 4.00 - - 8.00
Segment 2 -- 35.00 38.00 3.00 - 2.67 -
Line 2
Level 2
Line 2 1 24.00 8.00 38.00 30.00 28.00 - 8.00
Wall 2-1 Seg 1 24.00 8.00 38.00 30.00 28.00 - -
Segment 1 -- 8.00 24.00 16.00 - 0.50 -
Opening 1 -- 24.00 26.00 2.00 - - 8.00
Segment 2 -- 26.00 38.00 12.00 - 0.67 -
Level 1
Line 2 1 24.00 0.00 38.00 38.00 31.50 - 8.00
Wall 2-1 Seg 1 24.00 0.00 8.00 8.00 8.00 1.00 -
Wall 2-2 Seg 1 24.00 8.00 22.50 14.50 14.50 0.55 -
Wall 2-3 Seg 1 24.00 29.00 38.00 9.00 9.00 0.89 -
Line 3
Level 1
Line 3 Seg 1 32.00 0.00 29.00 29.00 7.00 - 8.00
Wall 3-1 Seg 1 32.00 22.00 29.00 7.00 7.00 1.14 -
Line 4
Level 1
Line 4 Seg 1 44.00 0.00 22.00 22.00 22.00 - 8.00
Wall 4-1 Seg 1 44.00 0.00 22.00 22.00 22.00 0.36 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft]
Line A
Level 1
Line A 1 0.00 24.00 44.00 20.00 6.00 - 8.00
Wall A-1 Seg 1 0.00 24.00 44.00 20.00 6.00 - -
Segment 1 -- 24.00 27.00 3.00 - 2.67 -
Opening 1 -- 27.00 41.00 14.00 - - 8.00
Segment 2 -- 41.00 44.00 3.00 - 2.67 -
Line B
Level 2
Line B 1 8.00 0.00 24.00 24.00 16.00 - 8.00
Wall B-1 Seg 1 8.00 0.00 24.00 24.00 16.00 - -
Segment 1 -- 0.00 4.50 4.50 - 1.78 -
Opening 1 -- 4.50 9.50 5.00 - - 8.00
Segment 2 -- 9.50 16.00 6.50 - 1.23 -
Opening 2 -- 16.00 19.00 3.00 - - 8.00
Segment 3 -- 19.00 24.00 5.00 - 1.60 -
Level 1
Line B 1 8.00 0.00 44.00 44.00 12.00 - 8.00
Wall B-1 Seg 1 8.00 0.00 24.00 24.00 12.00 - -
Segment 1 -- 0.00 3.00 3.00 - 2.67 -
Opening 1 -- 3.00 12.00 9.00 - - 8.00
Segment 2 -- 12.00 17.00 5.00 - 1.60 -
Opening 2 -- 17.00 20.00 3.00 - - 8.00
Segment 3 -- 20.00 24.00 4.00 - 2.00 -
Line C
Level 1
Line C Seg 1 22.00 0.00 44.00 44.00 12.00 - 8.00
Wall C-1 Seg 1 22.00 32.00 44.00 12.00 12.00 0.67 -
Line D
Level 1
Line D 1 29.00 0.00 32.00 32.00 4.00 - 8.00
Wall D-1 Seg 1 29.00 24.00 32.00 8.00 4.00 - -
Segment 1 -- 24.00 26.00 2.00 - 4.00 -
Opening 1 -- 26.00 28.00 2.00 - - 8.00
Segment 2 -- 28.00 32.00 4.00 - 2.00 -
Line E
Level 2
4 Page 13 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Line E 1 38.00 0.00 24.00 24.00 12.00 - 8.00
Wall E-1 Seg 1 38.00 0.00 24.00 24.00 12.00 - -
Segment 1 -- 0.00 4.00 4.00 - 2.00 -
Opening 1 -- 4.00 8.00 4.00 - - 8.00
Segment 2 -- 8.00 16.00 8.00 - 1.00 -
Opening 2 -- 16.00 22.00 6.00 - - 8.00
Segment 3 -- 22.00 24.00 2.00 - 4.00 -
Level 1
Line E 1 38.00 0.00 24.00 24.00 12.00 - 8.00
Wall E-1 Seg 1 38.00 0.00 24.00 24.00 12.00 - -
Segment 1 -- 0.00 4.00 4.00 - 2.00 -
Opening 1 -- 4.00 8.00 4.00 - - 8.00
Segment 2 -- 8.00 16.00 8.00 - 1.00 -
Opening 2 -- 16.00 22.00 6.00 - - 8.00
Segment 3 -- 22.00 24.00 2.00 - 4.00 -
Legend:
Type - Seg = segmented, Prf = perforated, 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)
Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall
5 Page 14 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
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.
This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic).
Refer to Story Drift table in this report to verify this design criterion.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D).
6 Page 15 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
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 V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 1 Both 41.4 - 1243 - 1.0 - 339 - 339 10156 0.12
Level 1
Ln1, Lev1 - S->N - - 2474 - - - 339 - - 8548 -
- N->S - - 2689 - - - 339 - - 8548 -
Wall 1-1 1 S->N - - 2474 - 1.0 - 339 - - 8548 -
1 N->S - - 2689 - 1.0 - 339 - - 8548 -
Seg. 1 - S->N 98.0 - 2254 - 1.0 - 339 - 339 7786 0.29
- N->S 106.5 - 2450 - 1.0 - 339 - 339 7786 0.31
Seg. 2 - S->N 73.5 - 220 - .75 - 254 - 254 762 0.29
- N->S 79.9 - 240 - .75 - 254 - 254 762 0.31
Line 2
Level 2
Ln2, Lev2 - Both - - 1243 - - - 339 - - 9479 -
Wall 2-1 1 Both - - 1243 - 1.0 - 339 - - 9479 -
Seg. 1 - Both 44.4 - 710 - 1.0 - 339 - 339 5416 0.13
Seg. 2 - Both 44.4 - 533 - 1.0 - 339 - 339 4062 0.13
Level 1
Ln2, Lev1 - S->N - - 2855 - - - 339 - - 10663 -
- N->S - - 3039 - - - 339 - - 10663 -
Wall 2-1 1 S->N 90.6 - 725 - 1.0 - 339 - 339 2708 0.27
1 N->S 96.5 - 772 - 1.0 - 339 - 339 2708 0.28
Wall 2-2 1 S->N 90.6 - 1314 - 1.0 - 339 - 339 4909 0.27
1 N->S 96.5 - 1399 - 1.0 - 339 - 339 4909 0.28
Wall 2-3 1 S->N 90.6 - 816 - 1.0 - 339 - 339 3047 0.27
1 N->S 96.5 - 868 - 1.0 - 339 - 339 3047 0.28
Line 3
Ln3, Lev1 - Both - - 1019 - - - 339 - - 2370 -
Wall 3-1 1 Both 145.6 - 1019 - 1.0 - 339 - 339 2370 0.43
Line 4
Ln4, Lev1 1 Both 27.6 - 608 - 1.0 - 339 - 339 7447 0.08
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - W->E - - 254 - - - 339 - - 1523 -
- E->W - - 276 - - - 339 - - 1523 -
Wall A-1 1 W->E - - 254 - 1.0 - 339 - - 1523 -
1 E->W - - 276 - 1.0 - 339 - - 1523 -
Seg. 1 - W->E 42.4 - 127 - .75 - 254 - 254 762 0.17
- E->W 45.9 - 138 - .75 - 254 - 254 762 0.18
Seg. 2 - W->E 42.4 - 127 - .75 - 254 - 254 762 0.17
- E->W 45.9 - 138 - .75 - 254 - 254 762 0.18
Line B
Level 2
LnB, Lev2 - Both - - 1277 - - - 339 - - 5416 -
Wall B-1 1 Both - - 1277 - 1.0 - 339 - - 5416 -
Seg. 1 - Both 79.8 - 359 - 1.0 - 339 - 339 1523 0.24
Seg. 2 - Both 79.8 - 519 - 1.0 - 339 - 339 2200 0.24
Seg. 3 - Both 79.8 - 399 - 1.0 - 339 - 339 1693 0.24
Level 1
LnB, Lev1 - W->E - - 2508 - - - 339 - - 3808 -
- E->W - - 2698 - - - 339 - - 3808 -
Wall B-1 1 W->E - - 2508 - 1.0 - 339 - - 3808 -
1 E->W - - 2698 - 1.0 - 339 - - 3808 -
Seg. 1 - W->E 167.2 - 502 - .75 - 254 - 254 762 0.66
- E->W 179.9 - 540 - .75 - 254 - 254 762 0.71
Seg. 2 - W->E 222.9 - 1115 - 1.0 - 339 - 339 1693 0.66
- E->W 239.8 - 1199 - 1.0 - 339 - 339 1693 0.71
Seg. 3 - W->E 222.9 - 892 - 1.0 - 339 - 339 1354 0.66
- E->W 239.8 - 959 - 1.0 - 339 - 339 1354 0.71
Line C
LnC, Lev1 - W->E - - 1226 - - - 339 - - 4062 -
- E->W - - 1368 - - - 339 - - 4062 -
7 Page 16 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
SHEAR RESULTS (flexible wind design, continued)
Wall C-1 1 W->E 102.2 - 1226 - 1.0 - 339 - 339 4062 0.30
1 E->W 114.0 - 1368 - 1.0 - 339 - 339 4062 0.34
Line D
LnD, Lev1 - W->E - - 769 - - - 339 - - 1354 -
- E->W - - 778 - - - 339 - - 1354 -
Wall D-1 1 W->E - - 769 - 1.0 - 339 - - 1354 -
1 E->W - - 778 - 1.0 - 339 - - 1354 -
Seg. 1 - Both 0.0 - 0 - 1.0 - 339 - 339 - -
Seg. 2 - W->E 192.2 - 769 - 1.0 - 339 - 339 1354 0.57
- E->W 194.5 - 778 - 1.0 - 339 - 339 1354 0.57
Line E
Level 2
LnE, Lev2 - Both - - 1277 - - - 339 - - 4062 -
Wall E-1 1 Both - - 1277 - 1.0 - 339 - - 4062 -
Seg. 1 - Both 106.4 - 426 - 1.0 - 339 - 339 1354 0.31
Seg. 2 - Both 106.4 - 851 - 1.0 - 339 - 339 2708 0.31
Seg. 3 - Both 0.0 - 0 - 1.0 - 339 - 339 - -
Level 1
LnE, Lev1 - Both - - 1701 - - - 339 - - 4062 -
Wall E-1 1 Both - - 1701 - 1.0 - 339 - - 4062 -
Seg. 1 - Both 141.7 - 567 - 1.0 - 339 - 339 1354 0.42
Seg. 2 - Both 141.7 - 1134 - 1.0 - 339 - 339 2708 0.42
Seg. 3 - Both 0.0 - 0 - 1.0 - 339 - 339 - -
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD factored shear force per unit FHS
vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments
as per 4.3.4.3
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: 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 criterior 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 Page 17 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear [lbs]Diaphragm Force Fpx [lbs]
[lbs][sq.ft]E-W N-S E-W N-S
2 20853 720.0 3850 3850 3850 3850
1 38617 1216.0 3774 3774 6436 6436
All 59470 - 7624 7624 - -
Legend:
Building mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Storey shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see
12.10.2.1 Exception 2.
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 = 0.83; Ev = 0.167 D unfactored; 0.117 D factored; total dead load factor: 0.6 - 0.117 = 0.483 tension, 1.0 + 0.117 = 1.117
compression.
10 Page 18 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 1 Both 44.9 - 1347 - 1.0 - 242 - 242 7254 0.19
Level 1
Ln1, Lev1 - Both - - 2007 - - - 242 - - 6105 -
Wall 1-1 1 Both - - 2007 - 1.0 - 242 - - 6105 -
Seg. 1 - Both 79.5 - 1828 - 1.0 - 242 - 242 5561 0.33
Seg. 2 - Both 59.6 - 179 - .75 - 181 - 181 544 0.33
Line 2
Level 2
Ln2, Lev2 - Both - - 1347 - - - 242 - - 6770 -
Wall 2-1 1 Both - - 1347 - 1.0 - 242 - - 6770 -
Seg. 1 - Both 48.1 - 770 - 1.0 - 242 - 242 3869 0.20
Seg. 2 - Both 48.1 - 577 - 1.0 - 242 - 242 2902 0.20
Level 1
Ln2, Lev1 - Both - - 2213 - - - 242 - - 7617 -
Wall 2-1 1 Both 70.2 - 562 - 1.0 - 242 - 242 1934 0.29
Wall 2-2 1 Both 70.2 - 1019 - 1.0 - 242 - 242 3506 0.29
Wall 2-3 1 Both 70.2 - 632 - 1.0 - 242 - 242 2176 0.29
Line 3
Ln3, Lev1 - Both - - 673 - - - 242 - - 1693 -
Wall 3-1 1 Both 96.2 - 673 - 1.0 - 242 - 242 1693 0.40
Line 4
Ln4, Lev1 1 Both 20.2 - 444 - 1.0 - 242 - 242 5320 0.08
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - Both - - 349 - - - 242 - - 1088 -
Wall A-1 1 Both - - 349 - 1.0 - 242 - - 1088 -
Seg. 1 - Both 58.1 - 174 - .75 - 181 - 181 544 0.32
Seg. 2 - Both 58.1 - 174 - .75 - 181 - 181 544 0.32
Line B
Level 2
LnB, Lev2 - Both - - 1347 - - - 242 - - 3869 -
Wall B-1 1 Both - - 1347 - 1.0 - 242 - - 3869 -
Seg. 1 - Both 84.2 - 379 - 1.0 - 242 - 242 1088 0.35
Seg. 2 - Both 84.2 - 547 - 1.0 - 242 - 242 1572 0.35
Seg. 3 - Both 84.2 - 421 - 1.0 - 242 - 242 1209 0.35
Level 1
LnB, Lev1 - Both - - 2337 - - - 242 - - 2720 -
Wall B-1 1^Both - - 2337 - 1.0 - 242 - - 2720 -
Seg. 1 - Both 155.8 - 467 - .75 - 181 - 181 544 0.86
Seg. 2 - Both 207.7 - 1039 - 1.0 - 242 - 242 1209 0.86
Seg. 3 - Both 207.7 - 831 - 1.0 - 242 - 242 967 0.86
Line C
LnC, Lev1 - Both - - 726 - - - 242 - - 2902 -
Wall C-1 1 Both 60.5 - 726 - 1.0 - 242 - 242 2902 0.25
Line D
LnD, Lev1 - Both - - 321 - - - 242 - - 967 -
Wall D-1 1 Both - - 321 - 1.0 - 242 - - 967 -
Seg. 1 - Both 0.0 - 0 - 1.0 - 242 - 242 - -
Seg. 2 - Both 80.3 - 321 - 1.0 - 242 - 242 967 0.33
Line E
Level 2
LnE, Lev2 - Both - - 1347 - - - 242 - - 2902 -
Wall E-1 1 Both - - 1347 - 1.0 - 242 - - 2902 -
Seg. 1 - Both 112.3 - 449 - 1.0 - 242 - 242 967 0.46
Seg. 2 - Both 112.3 - 898 - 1.0 - 242 - 242 1934 0.46
Seg. 3 - Both 0.0 - 0 - 1.0 - 242 - 242 - -
Level 1
LnE, Lev1 - Both - - 1604 - - - 242 - - 2902 -
Wall E-1 1 Both - - 1604 - 1.0 - 242 - - 2902 -
Seg. 1 - Both 133.7 - 535 - 1.0 - 242 - 242 967 0.55
Seg. 2 - Both 133.7 - 1070 - 1.0 - 242 - 242 1934 0.55
Seg. 3 - Both 0.0 - 0 - 1.0 - 242 - 242 - -
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
11 Page 19 of 68
WoodWorks® Shearwalls 200691 - Lateral Analysis.wsw Jan. 25, 2021 13:51:04
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 FHS
vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments
as per 4.3.4.3
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: 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 criterior was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
12 Page 20 of 68
ROOF FRAMING
Member Name Results Current Solution Comments
R1 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
R2 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
R3 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
R4 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
R5 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
R6 Passed 1 piece(s) 3 1/2" x 15" 24F-V4 DF Glulam
R7 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
R8 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
UPPER FLOOR FRAMING
Member Name Results Current Solution Comments
U1 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U2 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U3 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U4 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
U5 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U6 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U7 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U8 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U9 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U10 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U11 Passed 1 piece(s) 11 7/8" TJI® 110 @ 19.2" OC
U12 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
U13 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
FLOOR FRAMING
Member Name Results Current Solution Comments
M1 Passed 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2
M2 Passed 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2
M3 Passed 1 piece(s) 11 7/8" TJI® 110 @ 19.2" OC
M4 Passed 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
M5 Passed 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2
BEAM CALCULATIONS 200691
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1
File Name: BEAM CALCULATIONS 200691
Page 1 / 27Page 21 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)100 @ 0 3281 (1.50")Passed (3%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)35 @ 8 3/4"3502 Passed (1%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)56 @ 1' 1 1/2"3438 Passed (2%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.000 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.000 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"44 56 100 None
2 - Trimmer - HF 1.50"1.50"1.50"44 56 100 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 (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 3"2'16.2 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R1
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 2 / 27Page 22 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1150 @ 0 3281 (1.50")Passed (35%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)634 @ 8 3/4"3502 Passed (18%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)934 @ 1' 7 1/2"3438 Passed (27%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.006 @ 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 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"459 691 1150 None
2 - Trimmer - HF 1.50"1.50"1.50"459 691 1150 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"17'16.2 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R2
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 3 / 27Page 23 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1504 @ 0 3281 (1.50")Passed (46%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)988 @ 8 3/4"3502 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1598 @ 2' 1 1/2"3438 Passed (46%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.018 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.029 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"601 903 1504 None
2 - Trimmer - HF 1.50"1.50"1.50"601 903 1504 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 3"17'16.2 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R3
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 4 / 27Page 24 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1858 @ 0 3281 (1.50")Passed (57%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1342 @ 8 3/4"3502 Passed (38%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2438 @ 2' 7 1/2"3438 Passed (71%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.041 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.068 @ 2' 7 1/2"0.262 Passed (L/926)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"742 1116 1858 None
2 - Trimmer - HF 1.50"1.50"1.50"742 1116 1858 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 5' 3"17'16.2 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R4
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 5 / 27Page 25 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)773 @ 0 3281 (1.50")Passed (24%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)272 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)435 @ 1' 1 1/2"3438 Passed (13%)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 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"309 464 773 None
2 - Trimmer - HF 1.50"1.50"1.50"309 464 773 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 (Side)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"16' 6"16.2 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R5
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 6 / 27Page 26 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4529 @ 1 1/2"6825 (3.00")Passed (66%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)3706 @ 1' 6"10666 Passed (35%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)18122 @ 8' 3"30188 Passed (60%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.288 @ 8' 3"0.542 Passed (L/678)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.486 @ 8' 3"0.813 Passed (L/401)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
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 = 16' 3".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.99"1848 2681 4529 None
2 - Trimmer - HF 3.00"3.00"1.99"1848 2681 4529 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 (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 16' 6"N/A 12.8 --
1 - Uniform (PSF)0 to 16' 6"13'16.2 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R6
1 piece(s) 3 1/2" x 15" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 7 / 27Page 27 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)736 @ 2"4961 (3.50")Passed (15%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)582 @ 10 3/4"3502 Passed (17%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1458 @ 4' 3 1/2"3438 Passed (42%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.059 @ 4' 3 1/2"0.412 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.100 @ 4' 3 1/2"0.550 Passed (L/985)--1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Stud wall - HF 3.50"3.50"1.50"307 429 736 Blocking
2 - Stud wall - HF 3.50"3.50"1.50"307 429 736 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 7" o/c
Bottom Edge (Lu)8' 7" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 7"N/A 6.4 --
1 - Uniform (PSF)0 to 8' 7" (Front)4'16.2 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R7
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 8 / 27Page 28 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)982 @ 0 3281 (1.50")Passed (30%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)542 @ 8 3/4"3502 Passed (15%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)798 @ 1' 7 1/2"3438 Passed (23%)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)0.009 @ 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 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"393 589 982 None
2 - Trimmer - HF 1.50"1.50"1.50"393 589 982 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"14' 6"16.2 25.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF FRAMING, R8
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 9 / 27Page 29 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)417 @ 0 3281 (1.50")Passed (13%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)274 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)443 @ 2' 1 1/2"3438 Passed (13%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.003 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.008 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"274 85 106 465 None
2 - Trimmer - HF 1.50"1.50"1.50"274 85 106 465 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 4' 3"2'16.2 -25.0 ROOF
2 - Uniform (PLF)0 to 4' 3"N/A 80.0 --WALL
3 - Uniform (PSF)0 to 4' 3"1'10.0 40.0 -FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U1
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 10 / 27Page 30 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1445 @ 0 3281 (1.50")Passed (44%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)973 @ 1' 6 1/4"3502 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1009 @ 1' 3"3438 Passed (29%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.003 @ 1' 1 3/8"0.075 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.005 @ 1' 1 5/16"0.112 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"648 315 747 1710 None
2 - Trimmer - HF 1.50"1.50"1.50"501 315 588 1404 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 1' 3"17'16.2 -25.0 ROOF
2 - Uniform (PLF)0 to 1' 3"N/A 80.0 --FLOOR
3 - Uniform (PSF)0 to 2' 3"7'10.0 40.0 -FLOOR
4 - Uniform (PSF)0 to 2' 3"2'16.2 -25.0 LOWER ROOF
5 - Point (lb)1' 3"N/A 459 -691 Linked from: R2,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U2
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 11 / 27Page 31 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1878 @ 3' 3"3281 (1.50")Passed (57%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1126 @ 2' 6 1/4"3502 Passed (32%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)1626 @ 1' 10"3438 Passed (47%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.009 @ 1' 7 7/8"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.015 @ 1' 7 15/16"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"487 455 514 1456 None
2 - Trimmer - HF 1.50"1.50"1.50"831 455 942 2228 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 (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ----
1 - Uniform (PSF)1' 10" to 3' 3"17'16.2 -25.0 ROOF
2 - Uniform (PLF)1' 10" to 3' 3"N/A 80.0 --FLOOR
3 - Uniform (PSF)0 to 3' 3"7'10.0 40.0 -FLOOR
4 - Uniform (PSF)0 to 3' 3"2'16.2 -25.0 LOWER ROOF
5 - Point (lb)1' 10"N/A 459 -691 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 ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U3
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 12 / 27Page 32 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2738 @ 4' 3"3281 (1.50")Passed (83%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)2003 @ 10 3/4"4468 Passed (45%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3367 @ 1' 9 1/2"5166 Passed (65%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.015 @ 2' 1 5/8"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.028 @ 2' 1 11/16"0.213 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"1029 595 1118 2742 None
2 - Trimmer - HF 1.50"1.50"1.50"1311 595 1308 3214 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 8.2 ----
1 - Uniform (PSF)1' 8" to 4' 3"17'16.2 -25.0 ROOF
2 - Uniform (PLF)1' 8" to 4' 3"N/A 80.0 --FLOOR
3 - Uniform (PSF)0 to 4' 3"7'10.0 40.0 -FLOOR
4 - Uniform (PSF)0 to 4' 3"2'16.2 -25.0 LOWER ROOF
5 - Uniform (PLF)1' 8" to 4' 3"N/A 80.0 --WALL
6 - Point (lb)1' 8"N/A 742 -1116 Linked from: R4,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U4
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 13 / 27Page 33 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2613 @ 0 3281 (1.50")Passed (80%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1861 @ 8 3/4"3502 Passed (53%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)2759 @ 1' 6"3438 Passed (80%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.025 @ 2' 7/8"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.044 @ 2' 13/16"0.213 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"1152 595 1353 3100 None
2 - Trimmer - HF 1.50"1.50"1.50"588 595 613 1796 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 1' 6"17'16.2 -25.0 ROOF
2 - Uniform (PLF)0 to 1' 6"N/A 80.0 --FLOOR
3 - Uniform (PSF)0 to 4' 3"7'10.0 40.0 -FLOOR
4 - Uniform (PSF)0 to 4' 3"2'16.2 -25.0 LOWER ROOF
5 - Uniform (PLF)0 to 1' 6"N/A ---WALL
6 - Point (lb)1' 6"N/A 742 -1116 Linked from: R4,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U5
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 14 / 27Page 34 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)943 @ 1 1/2"6563 (3.00")Passed (14%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)585 @ 10 1/4"3045 Passed (19%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)946 @ 2' 3"2989 Passed (32%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.014 @ 2' 3"0.142 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.017 @ 2' 3"0.213 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"200 743 943 None
2 - Trimmer - HF 3.00"3.00"1.50"200 743 943 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 (Side)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"8' 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 ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U6
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 15 / 27Page 35 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1901 @ 6' 4 1/2"3281 (1.50")Passed (58%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1233 @ 5' 7 3/4"3045 Passed (41%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2352 @ 3' 3 3/4"2989 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.066 @ 3' 2 15/16"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.095 @ 3' 3 1/8"0.313 Passed (L/793)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"691 1105 462 2258 None
2 - Trimmer - HF 1.50"1.50"1.50"722 1063 510 2295 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 5" o/c
Bottom Edge (Lu)6' 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 6' 4 1/2"N/A 6.4 ----
1 - Uniform (PSF)0 to 6' 4 1/2"8' 6"10.0 40.0 -FLOOR
2 - Uniform (PSF)0 to 1'15'16.2 -25.0 ROOF
3 - Uniform (PLF)0 to 1'N/A 80.0 --WALL
4 - Uniform (PSF)5' 1" to 6' 4 1/2"15'16.2 -25.0 ROOF
5 - Uniform (PLF)5' 1" to 6' 4 1/2"N/A 80.0 --WALL
6 - Point (lb)1'N/A 44 -56 Linked from: R1,
Support 1
7 - Point (lb)5' 1"N/A 44 -56 Linked from: R1,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U7
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 16 / 27Page 36 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1086 @ 0 3281 (1.50")Passed (33%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)510 @ 8 3/4"3045 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)747 @ 1' 4 1/2"2989 Passed (25%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.005 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.006 @ 1' 4 1/2"0.138 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"224 862 1086 None
2 - Trimmer - HF 1.50"1.50"1.50"224 862 1086 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"15' 8"10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U8
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 17 / 27Page 37 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1215 @ 0 3281 (1.50")Passed (37%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)743 @ 8 3/4"3045 Passed (24%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1139 @ 1' 10 1/2"2989 Passed (38%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.013 @ 1' 10 1/2"0.125 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.016 @ 1' 10 1/2"0.188 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"253 963 1216 None
2 - Trimmer - HF 1.50"1.50"1.50"253 963 1216 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 9" o/c
Bottom Edge (Lu)3' 9" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 3' 9"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 9"12' 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 ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U9
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 18 / 27Page 38 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)871 @ 0 3281 (1.50")Passed (27%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)409 @ 8 3/4"3502 Passed (12%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)598 @ 1' 4 1/2"3438 Passed (17%)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 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"332 539 871 None
2 - Trimmer - HF 1.50"1.50"1.50"332 539 871 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 (Side)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"15' 8"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 ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U10
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 19 / 27Page 39 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)635 @ 2 1/2"1041 (2.25")Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)620 @ 3 1/2"1560 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2454 @ 8' 1/2"3160 Passed (78%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.287 @ 8' 1/2"0.392 Passed (L/654)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.359 @ 8' 1/2"0.783 Passed (L/523)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 39 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
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 structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: None.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Stud wall - HF 3.50"2.25"1.75"129 515 644 1 1/4" Rim Board
2 - Stud wall - HF 3.50"2.25"1.75"129 515 644 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)3' 6" o/c
Bottom Edge (Lu)15' 11" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 16' 1"19.2"10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U11
1 piece(s) 11 7/8" TJI® 110 @ 19.2" OC
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 20 / 27Page 40 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)340 @ 0 3281 (1.50")Passed (10%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)170 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)248 @ 1' 5 1/2"3438 Passed (7%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.001 @ 1' 5 1/2"0.097 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.002 @ 1' 5 1/2"0.146 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"214 58 109 381 None
2 - Trimmer - HF 1.50"1.50"1.50"214 58 109 381 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 Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 11"N/A 6.4 ----
1 - Uniform (PSF)0 to 2' 11"2'16.8 -25.0 ROOF
2 - Uniform (PSF)0 to 2' 11"1'16.8 -25.0 LOWER ROOF
3 - Uniform (PLF)0 to 2' 11"N/A 80.0 --WALL
4 - Uniform (PSF)0 to 2' 11"1'10.0 40.0 -FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U12
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 21 / 27Page 41 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)318 @ 0 3281 (1.50")Passed (10%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)179 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)265 @ 1' 8"3438 Passed (8%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.001 @ 1' 8"0.111 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.003 @ 1' 8"0.167 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"214 104 318 None
2 - Trimmer - HF 1.50"1.50"1.50"214 104 318 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 4" o/c
Bottom Edge (Lu)3' 4" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 4"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 4"2' 6"16.8 25.0 ROOF
2 - Uniform (PLF)0 to 3' 4"N/A 80.0 -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 ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
UPPER FLOOR FRAMING, U13
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 22 / 27Page 42 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4041 @ 2"4961 (3.50")Passed (81%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2087 @ 1' 2 3/4"4725 Passed (44%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4484 @ 2' 6 1/2"6091 Passed (74%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.021 @ 2' 6 1/2"0.158 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.027 @ 2' 6 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Stud wall - HF 3.50"3.50"2.85"991 3050 4041 Blocking
2 - Stud wall - HF 3.50"3.50"2.85"991 3050 4041 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 1" o/c
Bottom Edge (Lu)5' 1" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 1"N/A 10.0 --
1 - Uniform (PSF)0 to 5' 1" (Front)15'10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 5' 1" (Top)N/A 80.0 -WALL
3 - Uniform (PSF)0 to 5' 1" (Front)15'10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR FRAMING, M1
1 piece(s) 4 x 12 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 23 / 27Page 43 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3737 @ 2"4961 (3.50")Passed (75%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2167 @ 3' 10 1/4"4725 Passed (46%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3726 @ 2' 3 9/16"6091 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.016 @ 2' 6 7/16"0.158 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.023 @ 2' 6 7/16"0.237 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
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 Snow Total Accessories
1 - Stud wall - HF 3.50"3.50"2.64"1089 2648 435 4172 Blocking
2 - Stud wall - HF 3.50"3.50"2.59"1102 2565 643 4310 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 1" o/c
Bottom Edge (Lu)5' 1" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 1"N/A 10.0 ----
1 - Uniform (PSF)0 to 5' 1" (Front)15'10.0 40.0 -FLOOR
2 - Uniform (PLF)0 to 2' (Top)N/A 80.0 --WALL
3 - Uniform (PSF)0 to 2' (Top)15'10.0 40.0 -UPPER FLOOR
4 - Point (lb)2' (Top)N/A 332 -539 Linked from: U10,
Support 1
5 - Point (lb)4' (Top)N/A 332 -539 Linked from: U10,
Support 2
6 - Point (lb)4' 3" (Top)N/A 253 963 -Linked from: U9,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR FRAMING, M2
1 piece(s) 4 x 12 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 24 / 27Page 44 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)635 @ 2 1/2"1041 (2.25")Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)620 @ 3 1/2"1560 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2454 @ 8' 1/2"3160 Passed (78%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.287 @ 8' 1/2"0.392 Passed (L/654)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.359 @ 8' 1/2"0.783 Passed (L/523)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 39 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
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 structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: None.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Stud wall - HF 3.50"2.25"1.75"129 515 644 1 1/4" Rim Board
2 - Stud wall - HF 3.50"2.25"1.75"129 515 644 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)3' 6" o/c
Bottom Edge (Lu)15' 11" o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 16' 1"19.2"10.0 40.0 FLOOR
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR FRAMING, M3
1 piece(s) 11 7/8" TJI® 110 @ 19.2" OC
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 25 / 27Page 45 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1244 @ 2"1595 (2.25")Passed (78%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1025 @ 1' 3 3/8"3948 Passed (26%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4083 @ 6' 9 1/2"8924 Passed (46%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.123 @ 6' 9 1/2"0.331 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.287 @ 6' 9 1/2"0.663 Passed (L/554)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Stud wall - HF 3.50"2.25"1.76"720 543 1263 1 1/4" Rim Board
2 - Beam - HF 3.50"2.25"1.76"720 543 1263 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 2" o/c
Bottom Edge (Lu)13' 5" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 13' 5 3/4"N/A 6.1 --
1 - Uniform (PSF)0 to 13' 7" (Front)2'10.0 40.0 FLOOR
2 - Uniform (PLF)0 to 13' 7" (Front)N/A 80.0 -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 ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR FRAMING, M4
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 26 / 27Page 46 of 68
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3400 @ 4' 10 1/2"4253 (3.00")Passed (80%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2498 @ 3' 9 3/4"4725 Passed (53%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4862 @ 3'6091 Passed (80%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.019 @ 2' 6 3/16"0.158 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.027 @ 2' 6 1/4"0.237 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Stud wall - HF 3.00"3.00"2.03"784 2094 2878 Blocking
2 - Stud wall - HF 3.00"3.00"2.40"989 2412 3401 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' o/c
Bottom Edge (Lu)5' o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5'N/A 10.0 --
1 - Uniform (PSF)0 to 5' (Front)15'10.0 40.0 FLOOR
2 - Point (lb)3' (Top)N/A 253 963 Linked from: U9,
Support 2
3 - Point (lb)3' (Front)N/A 720 543 Linked from: M4,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR FRAMING, M5
1 piece(s) 4 x 12 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 1/21/2021 11:08:13 PM UTCAlec Hodge
Hodge Engineering
(253) 857-7055
Alec@Hodgeengineering.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: BEAM CALCULATIONS 200691
Page 27 / 27Page 47 of 68
Page 48 of 68
General Footing
Residential Footing
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2015FO~1.EC6
ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30
Licensee : HODGE ENGINEERING INCLic. # : KW-06007122
Description :24" footing - 1500 psf soil
Hodge Engineering Inc.
2615 Jahn Ave NW Ste. E5
Gig Harbor, WA 98332
253-857-7055
John@HodgeEngineering.com
Project Title:
Engineer:Project ID:
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
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
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
Min. Sliding Safety Factor
=
=
: 1
Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
=
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.Edge Dist. = 3"2'-0"2'-0"Z
Z
X X
2 - # 4 Bars
3"X-X Section Looking to +Z
2 - # 4 Bars
3"Z-Z Section Looking to +X
#
Dimensions
Width parallel to X-X Axis 2.0 ft
Length parallel to Z-Z Axis
=
2.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
8.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4Number of Bars
=
2.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =2.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
2.50 3.0
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
Page 49 of 68
General Footing
Residential Footing
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2015FO~1.EC6
ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30
Licensee : HODGE ENGINEERING INCLic. # : KW-06007122
Description :24" footing - 1500 psf soil
Hodge Engineering Inc.
2615 Jahn Ave NW Ste. E5
Gig Harbor, WA 98332
253-857-7055
John@HodgeEngineering.com
Project Title:
Engineer:Project ID:
Project Descr:
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 0.0 deg CCW
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 0.2570 Z Flexure (+X)1.102k-ft 4.288k-ft +1.20D+0.50L+1.60S+1.60H
PASS 0.2570 Z Flexure (-X)1.102k-ft 4.288k-ft +1.20D+0.50L+1.60S+1.60H
PASS 0.2570 X Flexure (+Z)1.102k-ft 4.288k-ft +1.20D+0.50L+1.60S+1.60H
PASS 0.2570 X Flexure (-Z)1.102k-ft 4.288k-ft +1.20D+0.50L+1.60S+1.60H
PASS 0.2938 1-way Shear (+X)22.037psi 75.0psi +1.20D+0.50L+1.60S+1.60H
PASS 0.2775 1-way Shear (-X)20.813psi 75.0psi +1.20D+0.50L+1.60S+1.60H
PASS 0.2938 1-way Shear (+Z)22.037psi 75.0psi +1.20D+0.50L+1.60S+1.60H
PASS 0.2775 1-way Shear (-Z)20.813psi 75.0psi +1.20D+0.50L+1.60S+1.60H
PASS 0.5289 2-way Punching 79.334psi 150.0psi +1.20D+0.50L+1.60S+1.60H
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+H 0.000
, 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0
, +D+L+H 0.000
, 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0
, +D+Lr+H 0.000
, 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0
, +D+S+H 0.000
, 0.0 deg CCW 1.50 1.4721.472 1.472 1.472 0.9810.00.0
, +D+0.750Lr+0.750L+H 0.000
, 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0
, +D+0.750L+0.750S+H 0.000
, 0.0 deg CCW 1.50 1.2841.284 1.284 1.284 0.8560.00.0
, +D+0.60W+H 0.000
, 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0
, +D+0.70E+H 0.000
, 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0
, +D+0.750Lr+0.750L+0.450W+H 0.000
, 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0
, +D+0.750L+0.750S+0.450W+H 0.000
, 0.0 deg CCW 1.50 1.2841.284 1.284 1.284 0.8560.00.0
, +D+0.750L+0.750S+0.5250E+H 0.000
, 0.0 deg CCW 1.50 1.2841.284 1.284 1.284 0.8560.00.0
, +0.60D+0.60W+0.60H 0.000
, 0.0 deg CCW 1.50 0.43300.4330 0.4330 0.4330 0.2890.00.0
, +0.60D+0.70E+0.60H 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
Page 50 of 68
General Footing
Residential Footing
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2015FO~1.EC6
ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30
Licensee : HODGE ENGINEERING INCLic. # : KW-06007122
Description :30" footing - 1500 psf soil
Hodge Engineering Inc.
2615 Jahn Ave NW Ste. E5
Gig Harbor, WA 98332
253-857-7055
John@HodgeEngineering.com
Project Title:
Engineer:Project ID:
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
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
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
Min. Sliding Safety Factor
=
=
: 1
Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
=
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z
Z
X X
3 - # 4 Bars
3"X-X Section Looking to +Z
3 - # 4 Bars
3"Z-Z Section Looking to +X
#
Dimensions
Width parallel to X-X Axis 2.50 ft
Length parallel to Z-Z Axis
=
2.50 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
8.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4Number of Bars
=
3.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =3.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
3.0 5.50
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
Page 51 of 68
General Footing
Residential Footing
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2015FO~1.EC6
ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30
Licensee : HODGE ENGINEERING INCLic. # : KW-06007122
Description :30" footing - 1500 psf soil
Hodge Engineering Inc.
2615 Jahn Ave NW Ste. E5
Gig Harbor, WA 98332
253-857-7055
John@HodgeEngineering.com
Project Title:
Engineer:Project ID:
Project Descr:
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 0.0 deg CCW
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 0.3435 Z Flexure (+X)1.750k-ft 5.095k-ft +1.20D+0.50L+1.60S+1.60H
PASS 0.3435 Z Flexure (-X)1.750k-ft 5.095k-ft +1.20D+0.50L+1.60S+1.60H
PASS 0.3435 X Flexure (+Z)1.750k-ft 5.095k-ft +1.20D+0.50L+1.60S+1.60H
PASS 0.3435 X Flexure (-Z)1.750k-ft 5.095k-ft +1.20D+0.50L+1.60S+1.60H
PASS 0.4148 1-way Shear (+X)31.111psi 75.0psi +1.20D+0.50L+1.60S+1.60H
PASS 0.4148 1-way Shear (-X)31.111psi 75.0psi +1.20D+0.50L+1.60S+1.60H
PASS 0.4148 1-way Shear (+Z)31.111psi 75.0psi +1.20D+0.50L+1.60S+1.60H
PASS 0.4148 1-way Shear (-Z)31.111psi 75.0psi +1.20D+0.50L+1.60S+1.60H
PASS 0.8507 2-way Punching 127.604psi 150.0psi +1.20D+0.50L+1.60S+1.60H
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+H 0.000
, 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0
, +D+L+H 0.000
, 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0
, +D+Lr+H 0.000
, 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0
, +D+S+H 0.000
, 0.0 deg CCW 1.50 1.4571.457 1.457 1.457 0.9710.00.0
, +D+0.750Lr+0.750L+H 0.000
, 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0
, +D+0.750L+0.750S+H 0.000
, 0.0 deg CCW 1.50 1.2371.237 1.237 1.237 0.8250.00.0
, +D+0.60W+H 0.000
, 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0
, +D+0.70E+H 0.000
, 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0
, +D+0.750Lr+0.750L+0.450W+H 0.000
, 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0
, +D+0.750L+0.750S+0.450W+H 0.000
, 0.0 deg CCW 1.50 1.2371.237 1.237 1.237 0.8250.00.0
, +D+0.750L+0.750S+0.5250E+H 0.000
, 0.0 deg CCW 1.50 1.2371.237 1.237 1.237 0.8250.00.0
, +0.60D+0.60W+0.60H 0.000
, 0.0 deg CCW 1.50 0.34600.3460 0.3460 0.3460 0.2310.00.0
, +0.60D+0.70E+0.60H 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
Page 52 of 68
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 Street
Gig Harbor, WA. 98332
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2015 footing pad calcs.ec6 .
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
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
=1.0OLtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
E 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
\
I
.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 =>=180.0
Max 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+H 2.600 2.600
+D+L+H 3.300 3.300
+D+Lr+H 2.600 2.600
+D+S+H 7.225 7.225
+D+0.750Lr+0.750L+H 3.125 3.125
+D+0.750L+0.750S+H 6.594 6.594
+D+0.60W+H 2.600 2.600
+D+0.70E+H 2.600 2.600 Page 53 of 68
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 Street
Gig Harbor, WA. 98332
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2015 footing pad calcs.ec6 .
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegmentPhi*Mnxalong Beam
MAXimum BENDING Envelope
Span # 1 1 5.000 22.80 25.55 0.89
+1.40D+1.60H
Span # 1 1 5.000 7.17 25.55 0.28
+1.20D+0.50Lr+1.60L+1.60H
Span # 1 1 5.000 7.54 25.55 0.30
+1.20D+1.60L+0.50S+1.60H
Span # 1 1 5.000 12.61 25.55 0.49
+1.20D+1.60Lr+0.50L+1.60H
Span # 1 1 5.000 6.58 25.55 0.26
+1.20D+1.60Lr+0.50W+1.60H
Span # 1 1 5.000 6.14 25.55 0.24
+1.20D+0.50L+1.60S+1.60H
Span # 1 1 5.000 22.80 25.55 0.89
+1.20D+1.60S+0.50W+1.60H
Span # 1 1 5.000 22.37 25.55 0.88
+1.20D+0.50Lr+0.50L+W+1.60H
Span # 1 1 5.000 6.58 25.55 0.26
+1.20D+0.50L+0.50S+W+1.60H
Span # 1 1 5.000 11.65 25.55 0.46
+1.20D+0.50L+0.70S+E+1.60H
Span # 1 1 5.000 13.68 25.55 0.54
+0.90D+W+0.90H
Span # 1 1 5.000 4.61 25.55 0.18
+0.90D+E+0.90H
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+H 1 0.0063 2.500 0.0000 0.000
Page 54 of 68
Concrete Beam
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete
Hodge Engineering, Inc
3733 Rosedale Street
Gig Harbor, WA. 98332
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2015 footing pad calcs.ec6 .
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
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
=1.0OLtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
E 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
\
I
.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 =>=180.0
Max 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+H 2.706 2.706
+D+L+H 3.406 3.406
+D+Lr+H 2.706 2.706
+D+S+H 7.331 7.331
+D+0.750Lr+0.750L+H 3.231 3.231
+D+0.750L+0.750S+H 6.699 6.699
+D+0.60W+H 2.706 2.706
+D+0.70E+H 2.706 2.706 Page 55 of 68
Concrete Beam
HODGE ENGINEERING INCLic. # : KW-06007122
DESCRIPTION:15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete
Hodge Engineering, Inc
3733 Rosedale Street
Gig Harbor, WA. 98332
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2015 footing pad calcs.ec6 .
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegmentPhi*Mnxalong Beam
MAXimum BENDING Envelope
Span # 1 1 5.000 22.96 26.45 0.87
+1.40D+1.60H
Span # 1 1 5.000 7.35 26.45 0.28
+1.20D+0.50Lr+1.60L+1.60H
Span # 1 1 5.000 7.70 26.45 0.29
+1.20D+1.60L+0.50S+1.60H
Span # 1 1 5.000 12.77 26.45 0.48
+1.20D+1.60Lr+0.50L+1.60H
Span # 1 1 5.000 6.74 26.45 0.25
+1.20D+1.60Lr+0.50W+1.60H
Span # 1 1 5.000 6.30 26.45 0.24
+1.20D+0.50L+1.60S+1.60H
Span # 1 1 5.000 22.96 26.45 0.87
+1.20D+1.60S+0.50W+1.60H
Span # 1 1 5.000 22.52 26.45 0.85
+1.20D+0.50Lr+0.50L+W+1.60H
Span # 1 1 5.000 6.74 26.45 0.25
+1.20D+0.50L+0.50S+W+1.60H
Span # 1 1 5.000 11.81 26.45 0.45
+1.20D+0.50L+0.70S+E+1.60H
Span # 1 1 5.000 13.84 26.45 0.52
+0.90D+W+0.90H
Span # 1 1 5.000 4.73 26.45 0.18
+0.90D+E+0.90H
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+H 1 0.0036 2.500 0.0000 0.000
Page 56 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :4' Unrestrained 40 psf Surcharge
Job # :Dsgnr:JEH
Page : 1
Description....
4' Unrestrained wall with 40 psf surcharge
This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx
RetainPro (c) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
4.00
0.50
0.00
12.00
1,500.0
35.0
0.0
250.0
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 =1.67OK
Sliding =1.62OK
Total Bearing Load =628lbs
...resultant ecc. =3.88in
Soil Pressure @ Toe =900psf OK
Soil Pressure @ Heel =0psf OK
Allowable =1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =2,100psf
ACI Factored @ Heel =0psf
Footing Shear @ Toe =8.7psi OK
Footing Shear @ Heel =7.2psi OK
Allowable =75.0psi
Sliding Calcs
Lateral Sliding Force =440.5lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
366.6
347.2
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 3rd 2nd
Bar Lap/EmbStem OK Stem OK
Bottom
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 =0.001 0.101 0.183
Total Force @ Section
=l bs
Moment....Actual
=ft-#
Moment.....Allowable =3,387.6 3,387.6 3,387.6ft-#
Shear.....Actual
=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 2015,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
= 17.2 313.1lbs 423.7Strength Level
Service Level
Strength Level = 3.7 343.6 619.2ft-#
Service Level
Strength Level = 0.4 6.5 8.8psi
Design Method = LRFD LRFD LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page 57 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :4' Unrestrained 40 psf Surcharge
Job # :Dsgnr:JEH
Page : 2
Description....
4' Unrestrained wall with 40 psf surcharge
This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx
RetainPro (c) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
Concrete Stem Rebar Area Details
3rd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.0002 in2/ft
(4/3) * As :0.0003 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 :0.1728 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) :0.0207 in2/ft
(4/3) * As :0.0277 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) :0.0374 in2/ft
(4/3) * As :0.0498 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 :0.1728 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
0.67
1.34
8.00
0.00
0.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=0.79
Footing Thickness =in
2.01=
ft
Cover @ Top =2.00 in@ Btm.=3.00in
Total Footing Width
=150.00pcfFooting Concrete Density
Fy=60,000psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=# 4 @ 14.14 in
=
=
=
=
=
2,100
398
57
341
8.69
75.00
Heel:
0
0
161
161
7.21
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =None Spec'd
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.35
0.17
#4@ 13.89 in
#5@ 21.53 in
#6@ 30.56 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 27.78 in
#5@ 43.06 in
#6@ 61.11 in
Page 58 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :4' Unrestrained 40 psf Surcharge
Job # :Dsgnr:JEH
Page : 3
Description....
4' Unrestrained wall with 40 psf surcharge
This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx
RetainPro (c) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft
Heel Active Pressure = 381.1 1.56 592.8 Soil Over Heel =295.6 1.67 494.9
ft-#lbs
Sloped Soil Over Heel138.62.3359.4=Surcharge over Heel =
Surcharge Over Heel
=
26.9 1.67 45.0=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=*Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
73.9 0.34 24.8=
=
=
Stem Weight(s)
=
450.0 1.01 452.3
Earth @ Stem Transitions
=Footing Weight
=
201.0 1.01 202.1
Key Weight
=
0.79
Added Lateral Load
lbs
=
731.4
Vert. Component
Total
=
1,047.4 1,219.1
*Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
440.5 O.T.M.
=
Resisting/Overturning Ratio =1.67
Vertical Loads used for Soil Pressure =1,047.4lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.056 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page 59 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :6' Unrestrained 40 psf Surcharge
Job # :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) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
6.00
0.50
0.00
12.00
1,500.0
35.0
0.0
250.0
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 =2.01OK
Sliding =1.56OK
Total Bearing Load =1,270lbs
...resultant ecc. =4.54in
Soil Pressure @ Toe =847psf OK
Soil Pressure @ Heel =0psf OK
Allowable =1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =1,977psf
ACI Factored @ Heel =0psf
Footing Shear @ Toe =17.6psi OK
Footing Shear @ Heel =11.9psi 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=
740.7
632.8
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 3rd 2nd
Bar Lap/EmbStem OK Stem OK
Bottom
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 =0.062 0.420 0.563
Total Force @ Section
=l bs
Moment....Actual
=ft-#
Moment.....Allowable =3,387.6 3,387.6 3,387.6ft-#
Shear.....Actual
=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 2015,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 892.2Strength Level
Service Level
Strength Level = 209.5 1,421.2 1,906.5ft-#
Service Level
Strength Level = 4.7 16.7 18.6psi
Design Method = LRFD LRFD LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page 60 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :6' Unrestrained 40 psf Surcharge
Job # :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) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
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) :0.1151 in2/ft
(4/3) * As :0.1535 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 :0.1728 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
1.30
1.96
9.00
8.00
6.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=1.30
Footing Thickness =in
3.26=
ft
Cover @ Top =2.00 in@ Btm.=3.00in
Total Footing Width
=150.00pcfFooting Concrete Density
Fy=60,000psi
Footing Design Results
Key:
=
#4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in,
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=# 4 @ 13.89 in
=
=
=
=
=
1,977
1,421
224
1,197
17.64
75.00
Heel:
0
122
832
710
11.94
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =None Spec'd
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
Page 61 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :6' Unrestrained 40 psf Surcharge
Job # :Dsgnr:JEH
Page : 3
Description....
6' Unrestrained wall
This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx
RetainPro (c) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft
Heel Active Pressure = 797.3 2.25 1,794.0 Soil Over Heel =855.2 2.61 2,232.4
ft-#lbs
Sloped Soil Over Heel289.93.3885.9=Surcharge over Heel =
Surcharge Over Heel
=
51.8 2.61 135.3=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=*Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
142.5 0.65 92.3=
=
=
Stem Weight(s)
=
650.0 1.63 1,058.9
Earth @ Stem Transitions
=Footing Weight
=
366.6 1.63 597.2
Key Weight
=
50.0 1.63 81.5
Added Lateral Load
lbs
=
2,084.0
Vert. Component
Total
=
2,116.1 4,197.6
*Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
883.3 O.T.M.
=
Resisting/Overturning Ratio =2.01
Vertical Loads used for Soil Pressure =2,116.1lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.047 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page 62 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :8' Unrestrained 40 psf Surcharge
Job # :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) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
8.00
0.50
0.00
12.00
1,500.0
35.0
0.0
250.0
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 =2.34OK
Sliding =1.51OK
Total Bearing Load =2,253lbs
...resultant ecc. =4.83in
Soil Pressure @ Toe =874psf OK
Soil Pressure @ Heel =73psf OK
Allowable =1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =2,040psf
ACI Factored @ Heel =170psf
Footing Shear @ Toe =18.6psi OK
Footing Shear @ Heel =13.1psi 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=
1,314.0
1,003.5
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 3rd 2nd
Bar Lap/EmbStem OK Stem OK
Bottom
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 0.730 0.769
Total Force @ Section
=l bs
Moment....Actual
=ft-#
Moment.....Allowable =5,069.7 5,069.7 5,593.0ft-#
Shear.....Actual
=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 2015,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 1,531.8Strength Level
Service Level
Strength Level = 1,056.7 3,700.2 4,302.0ft-#
Service Level
Strength Level = 13.7 31.6 31.9psi
Design Method = LRFD LRFD LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page 63 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :8' Unrestrained 40 psf Surcharge
Job # :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) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
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) :0.2597 in2/ft
(4/3) * As :0.3463 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 :0.2597 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
8.00
10.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=2.05
Footing Thickness =in
4.76=
ft
Cover @ Top =2.00 in@ Btm.=3.00in
Total Footing Width
=150.00pcfFooting Concrete Density
Fy=60,000psi
Footing Design Results
Key:
=
#4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in,
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=# 4 @ 13.89 in
=
=
=
=
=
2,040
3,708
653
3,055
18.63
75.00
Heel:
170
916
2,721
1,805
13.07
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
Page 64 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :8' Unrestrained 40 psf Surcharge
Job # :Dsgnr:JEH
Page : 3
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) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft
Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel =1,800.3 3.74 6,725.0
ft-#lbs
Sloped Soil Over Heel515.54.50114.5=Surcharge over Heel =
Surcharge Over Heel
=
81.8 3.74 305.7=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=*Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
225.0 1.02 230.2=
=
=
Stem Weight(s)
=
850.0 2.38 2,022.3
Earth @ Stem Transitions
=Footing Weight
=
713.8 2.38 1,698.1
Key Weight
=
83.3 2.38 198.3
Added Lateral Load
lbs
=
4,768.0
Vert. Component
Total
=
3,754.3 11,179.6
*Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
1,532.0 O.T.M.
=
Resisting/Overturning Ratio =2.34
Vertical Loads used for Soil Pressure =3,754.3lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.043 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page 65 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :10' Unrestrained 40 psf Surcharge
Job # :Dsgnr:JEH
Page : 1
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) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
10.00
0.50
0.00
12.00
1,500.0
35.0
0.0
250.0
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 =2.65OK
Sliding =1.52OK
Total Bearing Load =3,375lbs
...resultant ecc. =4.54in
Soil Pressure @ Toe =865psf OK
Soil Pressure @ Heel =213psf OK
Allowable =1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =2,019psf
ACI Factored @ Heel =497psf
Footing Shear @ Toe =28.8psi OK
Footing Shear @ Heel =17.8psi 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=
1,968.8
1,459.2
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction 3rd 2nd
Bar Lap/EmbStem OK Stem OK
Bottom
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 = 10.00 10.00 9.00
Rebar Placed at =Edge Edge Edge
Design Data
fb/FB + fa/Fa =0.311 0.793 0.769
Total Force @ Section
=l bs
Moment....Actual
=ft-#
Moment.....Allowable =9,623.1 9,623.1 10,601.6ft-#
Shear.....Actual
=p si
Shear.....Allowable =75.0 75.0psi 75.0
Wall Weight = 100.0 100.0psf 100.0
Rebar Depth 'd'= 6.19in 6.19 6.19
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 2015,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 2,342.5Strength Level
Service Level
Strength Level = 2,993.3 7,628.7 8,147.8ft-#
Service Level
Strength Level = 17.7 33.0 31.5psi
Design Method = LRFD LRFD LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page 66 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :10' Unrestrained 40 psf Surcharge
Job # :Dsgnr:JEH
Page : 2
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) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
Concrete Stem Rebar Area Details
3rd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.1133 in2/ft
(4/3) * As :0.1511 in2/ft Min Stem T&S Reinf Area 1.344 in2
200bd/fy : 200(12)(6.1875)/60000 :0.2475 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 :0.372 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.8382 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
2nd Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.2889 in2/ft
(4/3) * As :0.3852 in2/ft Min Stem T&S Reinf Area 0.480 in2
200bd/fy : 200(12)(6.1875)/60000 :0.2475 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 :0.2889 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :0.372 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :0.8382 in2/ft #6@ 27.50 in #6@ 55.00 in
________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :0.3085 in2/ft
(4/3) * As :0.4114 in2/ft Min Stem T&S Reinf Area 0.192 in2
200bd/fy : 200(12)(6.1875)/60000 :0.2475 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 :0.3085 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 :0.8382 in2/ft #6@ 27.50 in #6@ 55.00 in
2.80
3.46
12.00
8.00
17.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c=2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=2.80
Footing Thickness =in
6.26=
ft
Cover @ Top =2.00 in@ Btm.=3.00in
Total Footing Width
=150.00pcfFooting Concrete Density
Fy=60,000psi
Footing Design Results
Key:
=
#4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in,
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
#4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
=# 5 @ 21.53 in
=
=
=
=
=
2,019
7,007
1,219
5,787
28.85
75.00
Heel:
497
2,829
6,113
3,283
17.82
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =None Spec'd
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =None Spec'd
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
Page 67 of 68
Hodge Engineering, Inc.
2615 Jahn Ave NW Gig Harbor, WA STe. E5
253-857-7055
Title :10' Unrestrained 40 psf Surcharge
Job # :Dsgnr:JEH
Page : 3
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) 1987-2016, Build 11.16.06.24 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13License : KW-06053958LicenseTo:HODGE ENGINEERING
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft
Heel Active Pressure = 2,117.5 3.67 7,764.2 Soil Over Heel =3,075.4 4.86 14,947.8
ft-#lbs
Sloped Soil Over Heel770.05.50140.0=Surcharge over Heel =
Surcharge Over Heel
=
111.8 4.86 543.6=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=*Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
307.5 1.40 429.9=
=
=
Stem Weight(s)
=
1,050.0 3.13 3,285.6
Earth @ Stem Transitions
=Footing Weight
=
938.8 3.13 2,937.5
Key Weight
=
141.7 3.13 443.3
Added Lateral Load
lbs
=
8,534.2
Vert. Component
Total
=
5,625.2 22,587.7
*Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
2,257.5 O.T.M.
=
Resisting/Overturning Ratio =2.65
Vertical Loads used for Soil Pressure =5,625.2lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.040 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page 68 of 68