2021.12.09_NHD #2668-AA_AnalysisGravity and Lateral Analysis
for
NHD #2668 -AA
Lot 27 - 15425 Prarie Wind Ct SE
Yelm, WA
for
C&E Development
PO Box 2983
Yelm, WA 98597
by
N.L. Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
360-876-2284
NL0#11884-21
December -21
Scope of Work:
Vertical and Lateral Engineering for new 2 -Story Plan
Materials:
Framing: HF #2 or better
Beams: DF #2 or better
Glulam: Douglas Fir 24F -V4 for simple supported and 24F -V8 for continuous or cantilevered beams
Reinforcing Steel: ASTM A615 Grade 60
Concrete: f = 2500 psi
Design Assumptions:
Foundation Bearing: 1500 psf
Design Wind: 110 MPH 3 sec gust Exp B
Seismic Zone D2 SS = 130%
S, = 47.0%
Site Class: D
Snow Load: 20 psf Ground
CONTENTS:
Page
1-2
Basic Design Criteria/Dimensions
Page
3-4
Lateral Loads
Page
5
Roof Diaphragm
Page
6-10
Shear wall Analysis
Page
11-25
Beam Analysis
Page
26-31
Post & Footing Pad Analysis
Basic Design Criteria
Basic Wind Speed = 110 mph
Seismic design category = D
Site Class = D
Ss = 130%
S, = 47.0%
Ground Snow Load = 20 psf
Importance Factor, Seismic IE = 1.0
Importance Factor, Snow IS = 1.0
Importance Factor, Wind IW = 1.0
Dead Loads
2nd Floor = 12 psf (2.5 joist, 3 subfloor, 2.5 ceiling, 5 finish)
Wall = 13.5 psf (1.5 sheathing, 12 studs, gypboard, insulation, siding)
Roof = 15 psf (2.5 psf truss, 4 insulation, 2.2 gypboard, 1.5 sheathing, 2.5 felt, 2 shingles)
Live Loads
Floor Live Load, Lf = 40 psf
Roof Live Load, Lr = 25 psf
Snow Loads
Ce = 1.0 for Partially exposed roof in exposure B (ASCE 7-16 Table 7-2)
Ct = 1.1 (ASCE 7-16 Table 7-3)
Pf = 0.7CeCtlspg = 15.4 psf (ASCE 7-16 Eq 7-1)
CS = 1.0
PS = CA = 15.4 psf
Use 20 psf
(ASCE 7-16 Figure 7-2)
Check Footing Load
Trib Floor = 6 ft Total Load (D+L+S) = 1154 plf
Trib Roof = 16.33 ft F000ting Width = 12 inches
Bearing Pressure = 1154 psf
Basic Dimensions
30.33 ft
1
11 ft
8 f
9ft
61 ft
61 ft
4 30 ft
garage door
30 ft
Main Roof Slope is 8:12
or 33.7 degrees
Side Elevation
Front Elevation
Plan View
Assumed N
Wind Loads
Main Force resisting System - ASCE7-16 Simplified Method
21
17
Basic Wind Speed, V = 110 mph
Exposure Category = B
Building is Enclosed
2a = 6 (ASCE 7-16 Table 26.6-1)
Topographic, Kit = 1.00 (ASCE 7-16 26.8.2)
Adjustment Factor Lambda = 1.00 psf (EQ 16-35)
a= 3
Pnet values shown below are based Cnet from IBC Table 1609.6.2
E -W
Diaphragm�Design Forces
Roof Shear = 4955 lbs
Main Floor Shear = 4610 lbs
Shearwall Design Forces (ASD)
Upper Floor Shear = 2973 lbs
Main Floor Shear = 5739 lbs
14.8 psf
11.8 psf
21.6 psf
17.2 psf
N -S
Diaphragm Design Forces
Roof Shear= 10432 lbs
Main Floor Shear = 6055 lbs
Shearwall Design Forces (ASD)
Upper Floor Shear= 6259 lbs
Main Floor Shear = 9892 lbs
Resisting Moment, Mr = 2362 k -ft
Overturning Moment, Mo = 232 k -ft
Safety Factor, Fo = 0.9D/W = 9.2
Equivalent lateral force method per ASCE 7-16
Base shear, V =CSW (ASCE 7-16 Eqn 12.8-1)
SS = 130% Ct = 0.02
Fa = 1.200 (ASCE 7-16 Table 11.4-1) X = 0.75
SDS = 2/3SMS = 2/3FaSS = 1.040 Ta =Ct hnX = 0.207 sec
S1 = 47.0%
Fv = 1.700 (ASCE 7-16 Table 11.4-2)
SD1 = 2/3SM1 = 2/3FvS1 = 0.533 Seismic Design Category = D
R = 6.5 (ASCE 7-16 Table 12.2-1) CS = SDS / (RI) = 0.16
K= 1
Max CS = SD1 /(T R/1) = 0.397 Min CS = 0.044SDS 1 = 0.046
W2 = 33363 lbs (dead load of roof + 1/2 walls only)
W1 = 44076 lbs (dead load of 1/2 walls+floor+garage roof)
Wtotai = 77.439 kips
Lateral Forces FX = CVX V
F2= 7291 lbs
F1 = 5099 lbs
Base Shear, V = 12.39 kips
Stability coefficient, 0 = PXA.NXhSXCa = 0.023 <0.1 threrefore no Pdelta calculated
Resisting Moment, Mr = 2362 k -ft
Overturning Moment, Mo = 169.8 k -ft
Safety Factor, Fo = 0.6D/0.7E = 11.9
Diaphragm Design Forces (ASD)
E = F2= 5104 lbs
E = F1 = 3570 lbs
Redundancy - 1st Floor Shear walls
USE p = 1.3
Shearwall Design Forces (ASD)
E = F2 = 5104 lbs
E = F1= 8673 lbs
Roof Diaphragm
Max diaphragm force per ASCE? 12.10.1.1 = 0.4Sps/wX = 13879 lbs
Min diaphragm force per ASCE7 12.10.1.1 = 0.2Sps/wX = 6940 lbs
1
30 ft
30 ft
61 ft
N -S Total Shear Force= 10432 lbs
N -S Shear Load = 171 plf
M max = W L2/8 = 79545.5 lb -ft
Max Tension in Chord = 2652 lbs
2015 SDPWS Table 4.2C Load Case #1
174 plf 7/16" OSB unblocked w/ 8d@6" gives 516 plf
Diaphragm Deflection check
OK for 7/16 unblocked w/ 8d nails at 6" edge
174 plf
5vL3 0.25vL E(OcX)
0 =-------- +----------------------- +---------
8EAW 1000Ga 2W
Use double 2x6 DF top plate w/ 4 splices and 8d nails loaded to 120 lbs each
4 = 0.041
61 ft
N 30 ft
61 ft
0.124 0.4 = 0.57 in
unblocked diaphrams = 2.5 0 = 1.41 in
E -W Total Shear Force=
7291 lbs
E -W Shear Load =
243 plf
Mmax = W L2/8 =
27341 Ib -ft
Max Tension in Chord =
448 lbs
2015 SDPWS Table 4.2C Load Case #3
60 plf 7/16 OSB unblocked w/ 8d nail @6" gives 272 plf
OK for 7/16 unblocked w/ 8d nails at 6" edge
60 plf
Diaphragm Deflection check 5vL" 0.25vL E(OcX)
0 =-------- +----------------------- +---------
8EAW 1000Ga 2W
Use double 2x6 DF top plate w/ 4 splices and 8d nails loaded to 120 lbs each
A = 0.003 0.214 0.4 = 0.62 in
unblocked diaphrams = 2.5 0 = 1.54 in
Use Segmented Shearwall design for East Exterior Upper Wall
Full length = 18 ft Wall Height = 8 ft
Length of Full height wall = 18 ft Max Height of opening = ft
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 3130 lbs (from Wind load)
Uplift Anchorage, T = Vh / CoEL; = 1391 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 174 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @6" edge spacing = 335 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 322 plf (2015 SDPWS Table 4.3A)
dead load on walls = 138 plf
Net uplift is 0.6W -0.6D = 646 lbs
Use MSTC28 Hold Downs
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 84.3 psi
OK for single 2x6 at ends of walls
Allowable load on 16d sole plate nails in 2x sill = 163.2 lbs shear (NDS Table 11 N)
Min Spacing of nails req'd = 11.3 inches
Use 11" Nail Spacing
Use Segmented Shearwall design for South Exterior Upper Wall
Full length = 34 ft Wall Height = 8 ft
Length of Full height wall = 34 ft Max Height of opening =
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 2552 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 600.4 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 75 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @6" edge spacing = 240 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 230 plf (2015 SDPWS Table 4.3A)
dead load on walls = 352.95 plf
Net uplift is 0.7E -0.6D = -3000 lbs
No Hold Downs required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 36.39 psi
OK for single 2x6 at ends of walls
Allowable load on 16d sole plate nails in 2x sill = 163.2 lbs shear (NDS Table 11 N)
Min Spacing of nails req'd = 26.1 inches
OK For Perscriptive Nailing
Use Segmented Shearwall design for North Exterior Upper Wall
Full length = 32.5 ft Wall Height = 8 ft
Length of Full height wall = 32.5 ft Max Height of opening =
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 2552 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 628.1 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 79 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing wl 8d Nails @6" edge spacing = 240 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 230 plf (2015 SDPWS Table 4.3A)
dead load on walls = 352.95 plf
Net uplift is 0.7E -0.6D = -2813 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 38.07 psi
OK for dbl 2x6 studs at end of wall
Allowable load on 16d sole plate nails in 2x sill = 163.2 lbs shear (NDS Table 11 N)
Min Spacing of nails req'd = 24.9 inches
OK For Perscriptive Nailing
Use Segmented Shearwall design for West Exterior Upper Wall
Full length = 14.5 ft Wall Height = 8 ft
Length of Full height wall = 14.5 ft Max Height of opening = ft
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 3130 lbs (from Wind load)
Uplift Anchorage, T = Vh / CoEL; = 1727 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 216 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @6" edge spacing = 350 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 336 plf (2015 SDPWS Table 4.3A)
dead load on walls = 168 plf
Net uplift is 0.6W -0.6D = 996 lbs
Use MSTC28 Straps
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 104.6 psi
OK for single 2x6 at ends of walls
Allowable load on 16d sole plate nails in 2x sill = 163.2 lbs shear (NDS Table 11 N)
Min Spacing of nails req'd = 9.1 inches
Use 9" Nail Spacing
Use Segmented Shearwall design for West Exterior Lower Wall
Full length = 6 ft Wall Height = 9 ft
Length of Full height wall = 6 ft Max Height of opening =
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 3725 lbs (from Wind load)
Uplift Anchorage, T = Vh / CoEL; = 5588 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 621 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @2" edge spacing = 820 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 787 plf (2015 SDPWS Table 4.3A)
dead load on walls = 196.5 plf
Net uplift is 0.6D -0.6W = 5057 lbs
Use HDU8 Hold Downs
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 338.7 psi
OK for dbl 2x6 studs at end of wall
Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E)
Min Spacing of anchor bolts req'd = 2.2 ft
Use 5/8 anchors @ 2' o.c.
Use Segmented Shearwall design for North Exterior Lower Wall
Full length = 50 ft Wall Height = 9 ft
Length of Full height wall = 50 ft Max Height of opening =
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 4337 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 780.6 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 87 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @6" edge spacing = 240 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 230 plf (2015 SDPWS Table 4.3A)
dead load on walls = 474.45 plf
Net uplift is W -0.6D = -6336 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 47.31 psi
OK for dbl 2x6 studs at end of wall
Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E)
Min Spacing of anchor bolts req'd = 15.9 ft
Use 5/8 anchors @ 4' o.c.
Use Segmented Shearwall design for South Lower Exterior Wall
Full length = 25.5 ft Wall Height = 9 ft
Length of Full height wall = 25.5 ft Max Height of opening = -
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 4337 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 1531 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 170 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @6" edge spacing = 240 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 230 plf (2015 SDPWS Table 4.3A)
dead load on walls = 474.45 plf
Net uplift is W -0.6D = -2099 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 92.76 psi
OK for dbl 2x6 studs at end of wall
Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E)
Min Spacing of anchor bolts req'd = 8.1 ft
Use 5/8 anchors @ 4ft o.c.
Use Segmented Shearwall design for East Lower Exterior Wall
Full length = 6.5 ft Wall Height = 9 ft
Length of Full height wall = 6.5 ft Max Height of opening = -
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 2473 lbs (from Wind load)
Uplift Anchorage, T = Vh / CoEL; = 3424 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 380 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @4" edge spacing = 490 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 470 plf (2015 SDPWS Table 4.3A)
dead load on walls = 289.5 plf
Net uplift is W -0.6D = 2859 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 207.5 psi
OK for dbl 2x6 studs at end of wall
Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E)
Min Spacing of anchor bolts req'd = 3.6 ft
Use 5/8 anchors @ 4ft o.c.
Use Segmented Shearwall design for East Lower Exterior Wall
Full length = 1.75 ft Wall Height = 9 ft
Length of Full height wall = 1.75 ft Max Height of opening =
% of full height walls = 100%
Portal Frame Capacity = 1610 lbs each (TT -100)
Use (2) 21" portal frames
Use Segmented Shearwall design for Back of Garage Interior Wall
Full length = 9.5 ft Wall Height = 9 ft
Length of Full height wall = 9.5 ft Max Height of opening = -
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
V = 1817 lbs (from Wind load)
Uplift Anchorage, T = Vh / CoEL; = 1721 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 191 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @6" edge spacing = 335 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 322 plf (2015 SDPWS Table 4.3A)
dead load on walls = 120 plf
Net uplift is W -0.6D = 1379 lbs
Use STHD14 Hold Downs
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 104.3 psi
OK for dbl 2x6 studs at end of wall
Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E)
Min Spacing of anchor bolts req'd = 7.2 ft
Use 5/8 anchors @ 4ft o.c.
Project Title:
Engineer:
Project ID:
Project Descr:
LIC# : KW -06015858, Build:20.21.11.28 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2021
Description : Main floor
Wood Beam Design: typical hdr
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 16.330 ft
Unif Load: D = 0.01350 k/ft, Trib= 8.0 ft
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 0.70 ft
Design Summarx - - -- --
Max fb/Fb Ratio = 0.416. 1
fb : Actual : 526.32 psi at 1.500 ft in Span # 1
Fb: Allowable: 1,265.64 psi
Load Comb: +D+S
Max fv/FvRatio = 0.326: 1 4x6
fv : Actual : 56.29 psi at 2.550 ft in Span # 1 3.o ft
Fv :Allowable : 172.50 psi
Load Comb: +D+S Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.009 in
Left Support 0.54 0.04 0.49 Ratio 3795
Right Support 0.54 0.04 0.49 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Wood Beam Design: critical hdr 1
Total Downward
0.020 in
Ratio
1801
Using Allowable Stress Design with ASCE 7-16
LC: +D+S
Total Upward
0.000 in
Ratio
9999
850.0 psi Fc - Prll 1,300.0 psi
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size:
4x6, Sawn, Fully Unbraced
Ratio
764
Using Allowable Stress Design with ASCE 7-16
Load Combinations, Major Axis Bending
Wood Species:
Hem -Fir
Wood Grade: No.2
Fb - Tension
850.0 psi Fc - Prll 1,300.0 psi
Fv 150.0 psi Ebend- xx
Fb - Compr
850.0 psi Fc - Perp 405.0 psi
Ft 525.0 psi Eminbend - xx
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 10.0 ft
Design Summaa
D(0.150) S
Max fb/Fb Ratio
= 0.589: 1
fb : Actual :
743.80 psf at 2.500 ft in Span # 1
Fb : Allowable:
1,262.56 psi
Load Comb:
+D+S
4x6
Max fv/FvRatio = 0.324: 1
5.0 ft
fv : Actual :
55.91 psi at 4.550 ft in Span # 1
=-- - ----------- -----
Fv : Allowable:
172.50 psi
Load Comb:
+D+S
Max Deflections
Max Reactions (k) D L Lr S W E
H Transient Downward 0.045 in
Left Support
0.38 0.50
Ratio 1338
Right Support
0.38 0.50
LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
1,300.0 ksi Density 26.840 pcf
470.0 ksi
Total Downward
0.078 in
Ratio
764
LC: +D+S
Total Upward
0.000 in
Ratio
9999
LC:
Project Title:
Engineer:
Project ID:
Project Descr:
15858, Build:20.21.11.28 OLSON & ASSOCIATES (c)
Wood Beam Design: critical hdr 2 (bumpout flush beams)
Calculations per NDS 2018, IBC 2018, CBC 2019,
ASCE 7-16
BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load
Combinations, Major Axis Bending
Wood Species: Hem -Fir
Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv
150.0 psi Ebend- xx
1,300.0 ksi Density
26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft
525.0 psi Eminbend - xx
470.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 2.0 ft
Unif Load: D = 0.01350 k/ft, Trib= 8.0 ft
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 12.250 ft
Design Summary
ba
Max fb/Fb Ratio = 0.408: 1
fb : Actual : 345.21 psi at 3.000 ft in Span # 1
Fb: Allowable: 846.09 psi
Load Comb: +D+L
Max fv/FvRatio = 0.252: 1
6xl2
fv : Actual : 37.86 psi at 5.060 ft in Span # 1
6.0 ft
-- -- - - - -
-- -- - - - - ---
-
Fv: Allowable: 150.00 psi--
Load Comb: +D+L
Max Deflections
Max Reactions (k) D L Lr S W E H
Transient Downward 0.016 in
Total Downward
0.025 in
Left Support 0.86 1.47 0.12
Ratio 4542
Ratio
2871
Right Support 0.86 1.47 0.12
LC: L Only
LC:
+D+L
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
LC:
Wood Beam Design: south wall bumpout flush beam
Calculations per NDS 2018, IBC 2018, CBC 2019,
ASCE 7-16
BEAM Size: 4x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load
Combinations, Major Axis Bending
Wood Species: Hem -Fir
Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv
150.0 psi Ebend- xx
1,300.0 ksi Density
26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft
525.0 psi Eminbend - xx
470.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 16.330 ft
Unif Load: D = 0.01350 k/ft, Trib= 8.0 ft
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 0.70 ft
1 Point: D = 0.450, L = 1.50 k @ 0.750 ft
2Point: D = 0.450, L = 1.50 k @ 4.50 ft
Design Summary -
- - - -- -- -- - --
Max fb/Fb Ratio = 0.612: 1
fb : Actual : 709.16 psi at 2.367 ft in Span # 1
-- =UP- -
Fb: Allowable: 1,159.24 psi
Load Comb: +D+0.750L+0.750S
Max fv/FvRatio = 0.326: 1
14 4x10
fv : Actual : 56.29 psi at 4.233 ft in Span # 1
-__ 50 ft
Fv: Allowable: 172.50 psi
Load Comb: +D+S
Max Deflections
Max Reactions (k) D L Lr S W E H
Transient Downward 0.018 in
Total Downward
0.047 in
Left Support 1.33 1.50 0.82
Ratio 3350
Ratio
1277
Right Support 1.38 1.65 0.82
LC: L Only
LC: +D+0.750L+0.750S
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
LC:
LIC# : KW -06015858, Bu
Wood Beam Design: interior floor beam
Project Title:
Engineer:
Project ID:
Project Descr:
INC 1983-2021
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 14.250 ft
Design Summary
Transient Downward 0.033 in
Ratio 1930
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Max fb/Fb Ratio =
0.608: 1
fb : Actual :
613.80 psi at 2.625 ft in Span # 1
Fb: Allowable:
1,009.27 psi
Load Comb:
+D+L
Max fv/FvRatio =
0.425: 1
fv : Actual :
63.69 psi at 4.480 ft in Span # 1
Fv: Allowable:
150.00 psi
Load Comb:
+D+L
D(0.1710)L(0.570)
4x10
5.250 ft
Max Reactions (k) D L Lr s W E H
Left Support 0.45 1.50
Right Support 0.45 1.50
i
Transient Downward 0.033 in
Ratio 1930
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.042 in
Ratio 1484
LC: +D+L
Total Upward 0.000 in
Ratio 9999
LC:
Wood Beam Design: west upper floor supe flush beam
LC: +D+0.750L+0.750S
Total Upward
0.000 in
Ratio
Calculations per NDS 2018, IBC 2018, CBC 2019,
ASCE 7-16
BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir
Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv
150.0 psi Ebend- xx
1,300.0 ksi Density
26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft
525.0 psi Eminbend - xx
470.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 5.50 ft
Unif Load: D = 0.01350 k/ft, Trib= 8.0 ft
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 6.50 ft
Design Summaly?-�-Pcj---
-- - - - - - o -- -
- -- -
Max fb/Fb Ratio = 0.435: 1
fb : Actual : 367.83 psi at 3.750 ft in Span # 1
Fb : Allowable: 845.14 psi
Load Comb: +D+L
Max fv/FvRatio = 0.234: 1
6x12
fv * Actual s 35 09 si at 0 000 ft S # 1
7.50 ft
Fv: Allowable: 150.00 psi n pan
Load Comb: +D+L Max Deflections
Max Reactions (k) D L Lr s W E H Transient Downward 0.021 in
Left Support 1.01 0.98 0.41 Ratio 4382
Right Support 1.01 0.98 0.41
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.043 in
Ratio
2087
LC: +D+0.750L+0.750S
Total Upward
0.000 in
Ratio
9999
LC:
Project Title:
Engineer:
Project I D:
Project Descr:
M.0airnle �eim:'Qr
r
LIC# : KW -06015858, Build:20.21.11.28 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2021
Wood Beam Design: west wall hdr w/ pt load
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 16.330 ft
Unif Load: D = 0.01350 k/ft, Trib= 8.0 ft
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 0.70 ft
1 Point: D = 1.010, L = 1.0, S = 0.50 k @ 0.750 ft
Design Summary - - - ---- - --------
1,300.0 ksi Density 26.840 pcf
470.0 ksi
Max fb/Fb Ratio =
0.316. 1
Ratio
fb : Actual :
368.46 psi at 0.750 ft in Span # 1
Total Upward
Fb: Allowable:
1,166.77 psi
9999
Load Comb:
+D+0.750L+0.750S
LC:
Max fv/FvRatio =
0.253: 1
fv : Actual :
43.72 psi at 1.733 ft in Span # 1
Fv: Allowable:
172.50 psi
Load Comb: +D+0.750L+0.750S Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.002 in
Left Support 1.16 0.74 0.76 Ratio 9999
Right Support 0.75 0.34 0.56 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Wood Beam Design: Rear porch beam
Total Downward
0.005 in
Ratio
5928
LC: +D+0.750L+0.750S
Total Upward
0.000 in
Ratio
9999
9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 3.50 ft
Design Summary - - - - -
Max fb/Fb Ratio = 0.378.1 D 0.05250 s 0.070
fb : Actual : 364.15 psi at 7.750 ft in Span # 1
Fb: Allowable: 963.72 psi 6x12
Load Comb: +D+S
Max fv/FvRatio = 0.115: 1 15.50 ft
fv : Actual : 19.81 nsi at 14.570 ft in Span # 1
Fv: Allowable: 172.50 psi
Load Comb: +D+S Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.101 in
Left Support 0.41 0.54 Ratio 1844
Right Support 0.41 0.54 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.176 in
Ratio
1053
LC: +D+S
Total Upward
0.000 in
Ratio
9999
LC:
Project Title:
Engineer:
Project ID:
Project Descr:
1155
it
LIC# : KW -06015858, Build:20.21.11.28 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2021
Wood Beam Design: Front porch beam
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 5.5x12, GLIB, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: DF/DF
Wood Grade: 24F -V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi
Fv
265.0 psi Ebend- xx 1,800.0
ksi Density
31.210 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi
Ft
1,100.0 psi Eminbend - xx
950.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 4.0 ft
Design Summary
-- -- - - ---------
- - --- - - - --
Max fb/Fb Ratio = 0.277: 1
D 0.060 s 0.080
fb : Actual : 735.40 psi at 10.750 ft in Span # 1
Fb: Allowable: 2,656.17 psi
5.5x12
Load Comb: +D+S
Max fv/FvRatio = 0.103: 121.50
-
ft
- -- - - - - - - -- -- -
-- - - ------ ---
-
fv : Actual : 31.24 psi at 20.568 ft in Span # 1
Fv : Allowable: 304.75 psi
Load Comb: +D+S
Max Deflections
Max Reactions (k) D L Lr S W E
H
Transient Downward 0.271 in
Total Downward
0.475 in
Left Support 0.65 0.86
Ratio 951
Ratio
543
Right Support 0.65 0.86
LC: S Only
LC:
+D+S
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
LC:
Project Title:
Engineer:
Project I D:
Project Descr:
BEAM Size: 4x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 16.330 ft
Design Summaw D 02450 S 0.3266
Max fb/Fb Ratio = 0.730: 1
fb : Actual : 841.67 psi at 3.500 ft in Span # 1
Fb: Allowable: 1,153.41 psi
Load Comb: +D+S tm
4x10
Max fv/FvRatio = 0.419: 1 7.0 ft
fv : Actual : 72.29 psi at 6.230 ft in Span # 1 r - ----- - - - -- - - -- - -- -- --- - -----
Fv : Allowable: 172.50 psi
Load Comb: +D+S Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.059 in
Left Support 0.86 1.14 Ratio 1421
Right Support 0.86 1.14 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Wood Beam Design: Critical hdr 2
Total Downward
0.103 in
Ratio
812
LC: +D+S
Total Upward
0.000 in
Ratio
9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 16.330 ft
esign ummarX
----
Max fb/Fb Ratio = 0.672: 1
fb : Actual : 845.82 psi at 2.750 ft in Span # 1
Fb: Allowable: 1,257.80 psi
Load Comb: +D+S
Max fv/FvRatio = 0.424: 1
fv : Actual : 73.09 psi at 0.000 ft in Span # 1
Fv: Allowable: 172.50 psi
Load Comb: +D+S Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.047 in
Left Support 0.67 0.90 Ratio 1410
Right Support 0.67 0.90 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
1,300.0 ksi Density 26.840 pcf
470.0 ksi
5.50 ft
Total Downward
0.082 in
Ratio
806
LC: +D+S
Total Upward
0.000 in
Ratio
9999
LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multipleiilmple:er �r�* I*I[J'1+g-a:c
a ?
LIC# : KW -06015858, Build:20.21.11.28 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2021
Wood Beam Design: Typical hdr
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 16.330 ft
Desian Summa - - - - -
� � D(0_245
50 S 0.3266
Max fb/Fb Ratio = 0.615. 1
fb : Actual : 777.36 psi at 2.000 ft in Span # 1
Fb : Allowable: 1,264.09 psi
Load Comb: +D+S 4x6
Max fv/FvRatio = 0.399: 1 4.0 ft
fv : Actual : 68.88 psi at 0.000 ft in Span # 1Fv: Allowable: 172.50 psi
Load Comb: +D+S Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.030 in
Left Support 0.49 0.65 Ratio 1601
Right Support 0.49 0.65 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Wood Beam Design: Garage door
Total Downward
0.052 in
Ratio
914
Fv: Allowable: 172.50 psi
LC: +D+S
Total Upward
0.000 in
Ratio
9999
Max Deflections
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 5.0 ft
Design Summary - - - --
Max fb/Fb Ratio = 0.576. 1 D(0.0750) 0.10
fb : Actual : 554.32 psi at 8.000 ft in Span # 1
Fb: Allowable: 963.17 psi 6x12 '
Load Comb: +D+S
Max fv/FvRatio = 0.171 : 1 16.0 ft
fv : Actual : 29.44 psi at
0.000 ft in Span # 1
Fv: Allowable: 172.50 psi
Load Comb: +D+S
Max Deflections
Max Reactions (k) D L Lr
S W E
H Transient Downward 0.164 in
Left Support 0.60
0.80
Ratio
1173
Right Support 0.60
0.80
LC: S Only
Transient Upward
0.000 in
Ratio
9999
LC:
Total Downward
Ratio
Total Upward
Ratio
0.286 in
670
LC: +D+S
0.000 in
9999
LC:
Project Title:
Engineer:
Project I D:
Project Descr:
LIC# : KW -06015858, Build:20.21.11.28 OLSON & ASSOCIATES
(c) ENERCALC INC 1983-2021
DESCRIPTION: LVL in garage
3.5x 11.875
CODE REFERENCES
Span = 2.0 ft
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Load Combination Set: ASCE 7-16
Material Properties
L = 0.040 ksf, Tributary
Width = 1.330 ft
Analysis Method : Allowable Stress Design
Fb +
2,800.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
2,800.0 psi
Ebend- xx 2,000.Oksi
Fc - Prll
3,000.0 psi
Eminbend - xx 1,036.83ksi
Wood Species Boise Cascade
Fc - Perp
750.0 psi
Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 8.0 ft
Wood Grade Versa Lam 2800
Fv
285.0 psi
Ft
2,100.0 psi
Density 41.760pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Maximum Shear Stress Ratio
=
0.084 : 1
D 0.01596 1_(0.05320)
3.5x11.875
S(0.12)
3.5x11.875
fb: Actual =
D 0.12 S
fv: Actual
=
27.59 psi
D 0.108
3.5x 11.875
3.5x 11.875
Span = 13.0 ft
Span = 2.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans : D = 0.0120,
L = 0.040 ksf, Tributary
Width = 1.330 ft
Load for Span Number 2
Point Load : D = 0.2340, S = 0.120 k
@ 2.0 ft
Uniform Load : D = 0.01350 ksf, Tributary Width = 8.0 ft
Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 8.0 ft
DESIGN SUMMARY
. - •
Maximum Bending Stress Ratio =
0.069: 1
Maximum Shear Stress Ratio
=
0.084 : 1
Section used for this span
3.5x11.875
Section used for this span
3.5x11.875
fb: Actual =
220.96 psi
fv: Actual
=
27.59 psi
Fb: Allowable =
3,220.00 psi
Fv: Allowable
=
327.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
0.000ft
Location of maximum on span
=
0.000 ft
Span # where maximum occurs =
Span # 2
Span # where maximum occurs
=
Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.033 in Ratio=
4688 >=360 Span: 2: S Only
Max Upward Transient Deflection
-0.015 in Ratio=
3118 >=360 Span: 2 : L Only
Max Downward Total Deflection
0.021 in Ratio=
2270>=180 Span: 2: +D+S
Max Upward Total Deflection
-0.019 in Ratio=
8150>=180 Span: 2 : +D+L
Maximum Forces & Stresses for Load
Combinations
Load Combination ax ressa ios
omen Values
Shear Values
Segment Length Span # M V
Cd C FN Ci Cr
Cm C t CL M fb
F'b
V fv F'v
D Only
0.00
0.00 0.00 0.00
Length = 13.0 ft 2 0.055 0.068
0.90 1.000 1.00 1.00
1.00 1.00 1.00 0.96 139.33
2520.00
0.48 17.39 256.50
Length = 2.0 ft 2 0.055 0.068
0.90 1.000 1.00 1.00
1.00 1.00 1.00 0.96 139.33
2520.00
0.48 17.39 256.50
+D+L
1.000 1.00 1.00
1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length = 13.0 ft 2 0.055 0.068
1.00 1.000 1.00 1.00
1.00 1.00 1.00 1.06 154.84
2800.00
0.54 19.34 285.00
Length = 2.0 ft 2 0.055 0.068
1.00 1.000 1.00 1.00
1.00 1.00 1.00 1.06 154.84
2800.00
0.54 19.34 285.00
+D+S
1.000 1.00 1.00
1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length = 13.0 ft 2 0.069 0.084
1.15 1.000 1.00 1.00
1.00 1.00 1.00 1.52 220.96
3220.00
0.76 27.59 327.75
Length = 2.0 ft 2 0.069 0.084
1.15 1.000 1.00 1.00
1.00 1.00 1.00 1.52 220.96
3220.00
0.76 27.59 327.75
Project Title:
Engineer:
Project ID:
Project Descr:
yll0 .4 B00m
Support 1 Support 2 Support 3
Overall MAXimum
0.368 1.607
Overall MINimum
-0.043 0.483
D Only
0.030 0.899
I f l r ►ra
0.368 1.360
+D+S
-0.013 1.382
+D+0.750L
0.283 1.244
r
0.251 1.607
+0.60D
0.018 0.540
L Only
11983-2021
LIC# : KW -06015858, Build:20.21.11.28
-0.043 0.483
OLSON & ASSOCIATES
(c) ENERCALC INC
DESCRIPTION: LVL in garage
Maximum Forces & Stresses for
Load Combinations
Load Combination Max ressa ios
omen Values
Shear
a ues
Segment Length Span # M V
Cd CFN
Ci
Cr
Cm
C t
C L
M
fb
F'b V
fv F'v
+D+0.750L
1.000
1.00
1.00
1.00
1.00
1.00
0.00 0.00
0.00 0.00
Length = 13.0 ft 2 0.043 0.053
1.25 1.000
1.00
1.00
1.00
1.00
1.00
1.04
150.96
3500.00 0.52
18.85 356.25
Length = 2.0 ft 2 0.043 0.053
1.25 1.000
1.00
1.00
1.00
1.00
1.00
1.04
150.96
3500.00 0.52
18.85 356.25
+D+0.750L+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
0.00 0.00
0.00 0.00
Length = 13.0 ft 2 0.066 0.081
1.15 1.000
1.00
1.00
1.00
1.00
1.00
1.46
212.18
3220.00 0.73
26.50 327.75
Length = 2.0 ft 2 0.066 0.081
1.15 1.000
1.00
1.00
1.00
1.00
1.00
1.46
212.18
3220.00 0.73
26.50 327.75
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
0.00 0.00
0.00 0.00
Length = 13.0 ft 2 0.019 0.023
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.57
83.60
4480.00 0.29
10.43 456.00
Length = 2.0 ft 2 0.019 0.023
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.57
83.60
4480.00 0.29
10.43 456.00
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location
in Span
Load Combination
Max. "+" Defl Location in Span
L Only 1
0.0333
6.464
+D+S
-0.0057
12.346
+D+S 2
0.0211
2.000
0.0000
12.346
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
0.368 1.607
Overall MINimum
-0.043 0.483
D Only
0.030 0.899
+D+L
0.368 1.360
+D+S
-0.013 1.382
+D+0.750L
0.283 1.244
+D+0.750L+0.750S
0.251 1.607
+0.60D
0.018 0.540
L Only
0.338 0.460
S Only
-0.043 0.483
Project Title:
Engineer:
Project ID:
Project Descr:
LIC# : KW -06015858, Build:20.21.11.28 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2021
DESCRIPTION: Interior beam in garage
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 8.0 ft
Load Combination Set: ASCE 7-16
Tributary Width = 8.0 ft
Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->>
Material Properties
0.00
Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 8.250 -->> 13.750 ft, Tributary Width = 8.50 ft
0.00
Point Load : D = 0.90, L = 0.460,
Analysis Method : Allowable Stress Design
Fb +
2,400.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1,850.0 psi
Ebend- xx
1,800.0 ksi
Maximum Shear Stress Ratio =
Fc - Prll
1,650.0 psi
Eminbend - xx
950.0 ksi
Wood Species DF/DF
Fc - Perp
650.0 psi
Ebend- yy
1,600.0 ksi
Wood Grade 24F -V4
Fv
265.0 psi
Eminbend - yy
850.Oksi
+D+L
Ft
1,100.Opsi
Density
31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
0.000 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
D(0.102) L(0.34)
D(0.12N L(0.42)
D(0.9) L(0.46) S(0.48)
DC0,108)
5.5x18
Span = 21.250 ft
I
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 8.0 ft
Uniform Load : D = 0.01350 ksf,
Tributary Width = 8.0 ft
Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->>
8.250 ft, Tributary Width = 10.50 ft
0.00
Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 8.250 -->> 13.750 ft, Tributary Width = 8.50 ft
0.00
Point Load : D = 0.90, L = 0.460,
S = 0.480 k @ 13.50 ft
1 0.415
0.212
DESIGN SUMMARY
1.00
1.00
• - •
Maximum Bending Stress Ratio
= 0.6841
Maximum Shear Stress Ratio =
0.376 : 1
Section used for this span
5.5x18
Section used for this span
5.5x18
fb: Actual
= 1,563.28 psi
fv: Actual =
99.71 psi
Fb: Allowable
= 2,285.71 psi
Fv: Allowable =
265.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
= 10.237ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
1.00
1.00
1.00
Max Downward Transient Deflection
0.292 in Ratio=
872 >=360 Span: 1 : L Only
6.58
Max Upward Transient Deflection
0 in Ratio=
0 <360 n/a
Max Downward Total Deflection
0.713 in Ratio=
357 >=180 Span: 1 : +D+0.750L+0.750S
1.00
Max Upward Total Deflection
0 in Ratio=
0<180 n/a
Maximum Forces & Stresses for Load Combinations
0.00
0.00
Load Combination Max Stress Ratios
0.00
Moment Values
ShearValues
Segment Length Span # M V
Cd CFN Ci Cr
Cm C t CL M fb F'b
V fv F'v
D Only
0.00
0.00
0.00
0.00
Length = 21.250 ft
1 0.415
0.212
0.90 0.952
1.00
1.00
1.00
1.00
1.00
21.12
853.53
2057.14
3.34
50.57
238.50
+D+L
0.952
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 21.250 ft
1 0.684
0.376
1.00 0.952
1.00
1.00
1.00
1.00
1.00
38.69
1,563.28
2285.71
6.58
99.71
265.00
+D+S
0.952
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 21.250 ft
1 0.493
0.247
1.15 0.952
1.00
1.00
1.00
1.00
1.00
32.09
1,296.59
2628.57
4.98
75.40
304.75
+D+0.750L
0.952
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 21.250 ft
1 0.485
0.264
1.25 0.952
1.00
1.00
1.00
1.00
1.00
34.27
1,384.79
2857.14
5.77
87.42
331.25
+D+0.750L+0.750S
0.952
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 21.250 ft
1 0.652
0.348
1.15 0.952
1.00
1.00
1.00
1.00
1.00
42.42
1,714.03
2628.57
7.00
106.05
304.75
Project Title:
Engineer:
Project I D:
Project Descr:
WarQd B04M
Rroj �t �il�l ►
LIC# : KW-06015858, Build:20.21.11.28
OLSON
& ASSOCIATES
(c) ENERCALC INC 1983-2021
DESCRIPTION: Interior beam in garage
Maximum Forces & Stresses for
Load Combinations
Load Combination Max Stress Ratios
omen a ues
Shear Values
Segment Length Span # M V
Cd CFN C i
Cr Cm
C t CL M fb
F'b V fv F'v
+0.60D
0.952 1.00
1.00 1.00
1.00 1.00
0.00 0.00 0.00 0.00
Length = 21.250 ft 1 0.140 0.072
1.60 0.952 1.00
1.00 1.00
1.00 1.00 12.67 512.12
3657.14 2.00 30.34 424.00
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+0.750L+0.750S 1
0.7129
10.625
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
8.162
6.440
Overall MINimum
1.875
2.005
D Only
3.859
3.486
+D+L
7.721
5.419
+D+S
5.734
5.491
+D+0.750L
6.756
4.936
+D+0.750L+0.750S
8.162
6.440
+0.60D
2.315
2.092
L Only
3.862
1.933
S Only
1.875
2.005
Project Title:
Engineer:
Project ID:
Project Descr:
WO0,n
LIC# : KW -06015858, Build:20.21.11.28
OLSON &
ASSOCIATES
(c) ENERCALC INC 1983-2021
DESCRIPTION: crawlspace joist collector
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC
2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
850.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
850.0 psi
Ebend- xx 1,300.Oksi
Fc - Pril
1,300.0 psi
Eminbend - xx 470.0 ksi
Wood Species Hem -Fir
Fc - Perp
405.0 psi
Wood Grade No.2
Fv
150.0 psi
Ft
525.0 psi
Density 26.840pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.1155) L(0.385)
4x10
410
Span = 5.330 ft
Span = 2.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 2
Uniform Load : D = 0.0120, L = 0.040
ksf, Tributary Width = 9.625 ft
DESIGN SUMMARY
Design •
Maximum Bending Stress Ratio =
0.369 1
Maximum Shear
Stress Ratio = 0.268 : 1
Section used for this span
4x10
Section
used for this span
4x10
fb: Actual =
376.04 psi
fv: Actual
= 40.16 psi
Fb: Allowable =
1,020.00 psi
Fv: Allowable
= 150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
5.330ft
Location
of maximum on span = 5.330 ft
Span # where maximum occurs =
Span # 1
Span #
where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.042 in Ratio=
1442 >=360
Span: 2: L Only
Max Upward Transient Deflection
-0.013 in Ratio=
5029 >=360
Span: 1 : L Only
Max Downward Total Deflection
0.054 in Ratio=
1110 >=180
Span: 2 : +D+L
Max Upward Total Deflection
-0.017 in Ratio=
3868>=180
Span: 1 : +D+L
Maximum Forces & Stresses for Load Combinations
Load Combination Max ress a ios
Moment
Values Shear Values
Segment Length Span # M V
Cd CFN Ci Cr
Cm C t
CL M
fb F'b V fv F'v
D Only
0.00 0.00 0.00 0.00
Length = 5.330 ft 1 0.095 0.069
0.90 1.200 1.00 1.00
1.00 1.00
1.00 0.36
86.78 918.00 0.20 9.27 135.00
Length = 2.50 ft 2 0.095 0.069
0.90 1.200 1.00 1.00
1.00 1.00
1.00 0.36
86.78 918.00 0.20 9.27 135.00
+D+L
1.200 1.00 1.00
1.00 1.00
1.00
0.00 0.00 0.00 0.00
Length = 5.330 ft 1 0.369 0.268
1.00 1.200 1.00 1.00
1.00 1.00
1.00 1.56
376.04 1020.00 0.87 40.16 150.00
Length = 2.50 ft 2 0.369 0.268
1.00 1.200 1.00 1.00
1.00 1.00
1.00 1.56
376.04 1020.00 0.87 40.16 150.00
+D+0.750L
1.200 1.00 1.00
1.00 1.00
1.00
0.00 0.00 0.00 0.00
Length = 5.330 ft 1 0.238 0.173
1.25 1.200 1.00 1.00
1.00 1.00
1.00 1.26
303.73 1275.00 0.70 32.44 187.50
Length = 2.50 ft 2 0.238 0.173
1.25 1.200 1.00 1.00
1.00 1.00
1.00 1.26
303.73 1275.00 0.70 32.44 187.50
+0.60D
1.200 1.00 1.00
1.00 1.00
1.00
0.00 0.00 0.00 0.00
Length = 5.330 ft 1 0.032 0.023
1.60 1.200 1.00 1.00
1.00 1.00
1.00 0.22
52.07 1632.00 0.12 5.56 240.00
Length = 2.50 ft 2 0.032 0.023
1.60 1.200 1.00 1.00
1.00 1.00
1.00 0.22
52.07 1632.00 0.12 5.56 240.00
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
1 0.0000 0.000 +D+L -0.0165 3.097
+D+L 2 0.0540 2.500 0.0000 3.097
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
-0.293 1.545
Overall MINimum
-0.068 1.188
D Only
-0.068 0.356
+D+L
-0.293 1.545
+D+0.750L
-0.237 1.248
+0.60D
-0.041 0.214
L Only
-0.226 1.188
Project Title:
Engineer:
Project ID:
Project Descr:
LIC# : KW -06015858, Build:20.21.11.28 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2021
DESCRIPTION: pad under garage beam
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
4
f : Concrete 28 day strength =
3.0 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
(P Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
=
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X -X Axis = 2.50 ft
Length parallel to Z -Z Axis = 2.50 ft
Footing Thickness = 12.0 in
Pedestal dimensions...
px : parallel to X -X Axis = in
pz : parallel to Z -Z Axis in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X -X Axis
Number of Bars -
4
Reinforcing Bar Size = #
4
Bars parallel to Z -Z Axis
Number of Bars =
4
Reinforcing Bar Size = #
4
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
X
rA
Y
An
0
a�
CD
w
g 4 #4 Bars o
X -X Section Looking to +Z Z -Z Section Looking to +X
D Lr L S W E H
P: Column Load = 3.860 3.860 1.880 k
OB: Overburden = ksf
M-xx = k -ft
M-zz = k -ft
V -x = k
V -z = k
Project Title:
Engineer:
Project ID:
Project Descr:
LIG# : KVV-06015858, Build:20.21.11.28
OLSON & ASSOCIATES
(c) ENERCALC INC 1983-2021
DESCRIPTION: pad under
garage beam
DESIGN SUMMARY
Design
•
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.9673
Soil Bearing
1.451 ksf
1.50 ksf
+D+0.750L+0.750S about Z -Z axis
PASS n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z -Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.1174
Z Flexure (+X)
1.469 k-ft/ft
12.508 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.1174
Z Flexure (-X)
1.469 k-ft/ft
12.508 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.1174
X Flexure (+Z)
1.469 k-ft/ft
12.508 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.1174
X Flexure (-Z)
1.469 k-ft/ft
12.508 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.1059
1 -way Shear (+X)
8.702 psi
82.158 psi
+1.20D+1.60L+0.50S
PASS 0.1059
1 -way Shear (-X)
8.702 psi
82.158 psi
+1.20D+1.60L+0.50S
PASS 0.1059
1 -way Shear (+Z)
8.702 psi
82.158 psi
+1.20D+1.60L+0.50S
PASS 0.1059
1 -way Shear (-Z)
8.702 psi
82.158 psi
+1.20D+1.60L+0.50S
PASS 0.2008
2 -way Punching
32.996 psi
164.317 psi
+1.20D+1.60L+0.50S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X -X, D Only
1.50
n/a 0.0
0.7626
0.7626
n/a n/a
0.508
X -X, +D+L
1.50
n/a 0.0
1.380
1.380
n/a n/a
0.920
X -X, +D+S
1.50
n/a 0.0
1.063
1.063
n/a n/a
0.709
X -X, +D+0.750L
1.50
n/a 0.0
1.226
1.226
n/a n/a
0.817
X -X, +D+0.750L+0.750S
1.50
n/a 0.0
1.451
1.451
n/a n/a
0.967
X -X, +0.60D
1.50
n/a 0.0
0.4576
0.4576
n/a n/a
0.305
Z -Z, D Only
1.50
0.0 n/a
n/a
n/a
0.7626 0.7626
0.508
Z -Z, +D+L
1.50
0.0 n/a
n/a
n/a
1.380 1.380
0.920
Z -Z, +D+S
1.50
0.0 n/a
n/a
n/a
1.063 1.063
0.709
Z -Z, +D+0.750L
1.50
0.0 n/a
n/a
n/a
1.226 1.226
0.817
Z -Z, +D+0.750L+0.750S
1.50
0.0 n/a
n/a
n/a
1.451 1.451
0.967
Z -Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.4576 0.4576
0.305
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination
Mu
Side
Tension As Req'd
Gvrn. As Actual As Phi*Mn
Status
k -ft
Surface
in"2
in^2
in^2 k -ft
X -X, +1.40D
0.6755
+Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.40D
0.6755
-Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+1.60L
1.351
+Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+1.60L
1.351
-Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+1.60L+0.50S
1.469
+Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+1.60L+0.50S
1.469
-Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+L
1.062
+Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+L
1.062
-Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.201D
0.5790
+Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D
0.5790
-Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+L+1.60S
1.438
+Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+L+1.60S
1.438
-Z
Bottom
0.2592
AsMin
0.320 12.508
OK
X -X, +1.20D+1.60S
0.9550
+Z
Bottom
0.2592
AsMin
0.320 12.508
OK
Project Title:
Engineer:
Project ID:
Project Descr:
n� al FQQt� t
P 4,
.t
LIC# : KW -06015858, Build:20.21.11.28
OLSON & ASSOCIATES
(c) ENERCALC INC 1983-2021
DESCRIPTION: pad under
garage beam
Footing Flexure
Flexure Axis & Load Combination
Mu Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k -ft
Surface
in^2
in^2
in^2
k -ft
X -X, +1.20D+1.60S
0.9550
-Z Bottom
0.2592
AsMin
0.320
12.508
OK
X -X, +1.20D+L+0.50S
1.179
+Z Bottom
0.2592
AsMin
0.320
12.508
OK
X -X, +1.20D+L+0.50S
1.179
-Z Bottom
0.2592
AsMin
0.320
12.508
OK
X -X, +0.90D
0.4343
+Z Bottom
0.2592
AsMin
0.320
12.508
OK
X -X, +0.90D
0.4343
-Z Bottom
0.2592
AsMin
0.320
12.508
OK
X -X, +1.20D+L+0.20S
1.109
+Z Bottom
0.2592
AsMin
0.320
12.508
OK
X -X, +1.20D+L+0.20S
1.109
-Z Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.40D
0.6755
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.40D
0.6755
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+1.60L
1.351
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+1.60L
1.351
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+1.60L+0.50S
1.469
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+1.60L+0.50S
1.469
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+L
1.062
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+L
1.062
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D
0.5790
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D
0.5790
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+L+1.60S
1.438
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+L+1.60S
1.438
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+1.60S
0.9550
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+1.60S
0.9550
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+L+0.50S
1.179
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+L+0.50S
1.179
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +0.90D
0.4343
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +0.90D
0.4343
+X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+L+0.20S
1.109
-X Bottom
0.2592
AsMin
0.320
12.508
OK
Z -Z, +1.20D+L+0.20S
1.109
+X Bottom
0.2592
AsMin
0.320
12.508
OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu / Phi*Vn
Status
+1.40D
4.00 psi
4.00 psi
4.00 psi
4.00 psi
4.00 psi
82.16 psi
0.05
OK
+1.20D+1.60L
8.01 psi
8.01 psi
8.01 psi
8.01 psi
8.01 psi
82.16 psi
0.10
OK
+1.20D+1.60L+0.50S
8.70 psi
8.70 psi
8.70 psi
8.70 psi
8.70 psi
82.16 psi
0.11
OK
+1.20D+L
6.29 psi
6.29 psi
6.29 psi
6.29 psi
6.29 psi
82.16 psi
0.08
OK
+1.20D
3.43 psi
3.43 psi
3.43 psi
3.43 psi
3.43 psi
82.16 psi
0.04
OK
+1.20D+L+1.60S
8.52 psi
8.52 psi
8.52 psi
8.52 psi
8.52 psi
82.16 psi
0.10
OK
+1.20D+1.60S
5.66 psi
5.66 psi
5.66 psi
5.66 psi
5.66 psi
82.16 psi
0.07
OK
+1.20D+L+0.50S
6.99 psi
6.99 psi
6.99 psi
6.99 psi
6.99 psi
82.16 psi
0.09
OK
+0.90D
2.57 psi
2.57 psi
2.57 psi
2.57 psi
2.57 psi
82.16 psi
0.03
OK
+1.20D+L+0.20S
6.57 psi
6.57 psi
6.57 psi
6.57 psi
6.57 psi
82.16 psi
0.08
OK
Two -Way "Punching" Shear
All
units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
15.18 psi
164.32psi
0.09237
OK
+1.20D+1.60L
30.36 psi
164.32psi
0.1847
OK
+1.20D+1.60L+0.50S
33.00 psi
164.32psi
0.2008
OK
+1.20D+L
23.85 psi
164.32psi
0.1452
OK
+1.20D
13.01 psi
164.32psi
0.07917
OK
+1.20D+L+1.60S
32.30 psi
164.32psi
0.1966
OK
+1.20D+1.60S
21.46 psi
164.32psi
0.1306
OK
+1.20D+L+0.50S
26.49 psi
164.32 psi
0.1612
OK
+0.90D
9.76 psi
164.32psi
0.05938
OK
+1.20D+L+0.20S
24.91 psi
164.32psi
0.1516
OK
it F O R T E MEMBER REPORT
Level, garage joist
1 piece(s) 117/8" TJIO 210 @ 16" OC
Overall Length; 19'11"
1 0
17'
❑1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Member Reaction (lbs)
589 @ 4 1/2"
1460 (3.50")
Passed (40%)
1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)
564 @ 5 1/2"
1655
Passed (34%)
1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft -lbs)
2343 @ 8' 7 1/8"
3795
Passed (62%)
1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.314 @ 9' 3/8"
0.433
Passed (L/661)
-- 1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.365 @ 8 10 7/16"
0.866
Passed (L/569)
-- 1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
41
40
Passed
-- --
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• 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 Tl-ProTI Rating include: None.
1 - Stud wall - HF 1 5.50" 1 4.25" 1 1.75" 1 114 1 482/-2 1 -14 596/-16 11 1/4" Rim Board
2 - Stud wall - HF 5.50" 1 5.50" 1 3.50" 1 438 1 588 1 134 1160 1 Blocking
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
*Maximum allowable bracing intervals based on applied load.
PASSED
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology: ASD
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
ForteWEB Software Operator
12/6/2021 11:44:21 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 11884
Page 1 / 1
Job Notes
Kyle Knoll
NL Olson and Associates
(360)876-2284
kknoll@nlolson.com
�I F O R T E _. SOLUTIONS REPORT
Level, Floor: Joist
Current Solution: 1 piece(s) 117/8" T]I@ 560 @ 12" OC
Overall Length: 25' 3"
24'6"
o a
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual 0 Location
Allowed
Result
LDF Load: Combination (Pattern)
Member Reaction (lbs)
639 @ 24' 11 1/2"
1265 (1.75")
Passed (51%)
1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)
639 @ 24' 11 1/2"
2050
Passed (31%)
1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
3928 @ 12' 8"
9500
Passed (41%)
1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.514 @ 12' 8"
0.615
Passed (L/574)
-- 1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.668 @ 12' 8"
1.229
Passed (L/442)
-- 1.0 D + 1.0 L (All Spans)
TJ-ProT'" Rating
33
Any
Passed
-- --
PASSED
System ; Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
All Product Solutions
Job Notes
Kyle Knoll
NL Olson and Associates
Depth
Series
Plies
Spacing
T7 -Pro'" Rating
Cost Index
117/8"
TJI@ 110
1
12"
9
X
117/8"
TJI® 110
1
16"
0
x
117/8"
TJI® 210
1
12"
14
X
117/8"
TJI® 210
1
16"
3
X
11 7/8"
TJI® 230
1
12"
17
X
117/8"
TII@ 230
1
16"
6
X
16"
TJI® 230
1
16"
28
0.93 *
117/8"
TJI® 360
1
12"
22
X
117/8--
TJI® 360
1
16"
12
X
16"
TJI® 360
1
19.2"
28
0.91 *
18"
TJI® 360
1
19.2"
34
0.93 *
18"
TJI® 360
1
24"
26
0.75 *
20"
TJI® 360
1
24"
32
0.77 *
1117/8"
TJI® 560
1
12"
33
2.00
117/8"
TJI® 560
1
16"
24
X
The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal
purposes.
ForteWEB Software Operator
12/8/2021 5:56:22 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 11884
Page 1 / 1
Job Notes
Kyle Knoll
NL Olson and Associates
(360)876-2284
kknoll@nlolson,com
it F O R T E` MEMBER REPORT PASSED
Level, garage joist
1 piece(s) 117/8" TJI@ 210 @ 16" OC
+
0
Overall Length: 19' 11"
1 1
17' �i 2'
it Q2
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual 0 Location
Allowed
Result
LDF Load: Combination (pattern)
Member Reaction (lbs)
589 @ 4 1/2"
1460 (3.50")
Passed (40%)
1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)
564 @ 5 1/2"
1655
Passed (34%)
1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft -lbs)
2343 @ 8' 7 1/8"
3795
Passed (62%)
1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.314 @ 9' 3/8"
0.433
Passed (L/661)
-- 1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.365 @ 8' 10 7/16"
0.866
1 Passed (L/569)
-- 1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
41
40
1 Passed
-- --
• uciiculU1I UIUV Id. LL tL/"U) drIU I L tL/LVU).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge TM Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTI Rating include: None.
Bearing Length Loads to Supports (lbs)
lupportS Total Available Required Dead Floor Live Snow Total Accessories
- Stud wall - HF 5.50" 4.25" 1.75" 114 482/-2 -14 596/-16 1 1/4" Rim Board
- Stud wall - HF 5.50" 5.50" 3.50" 438 588 134 1160 Blocking
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals Comments
Top Edge (Lu)
4'9" o/c
Bottom Edge (Lu)
8'4" o/c
-I JI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Dead Floor Live Snow
Vertical Loads Location Spacing (0.90) (1.00) (1.15) Comments
1 - Uniform (PSF) 0 to 19' 11" 16" 12.0 40.0 - Default Load
2 - Point (lb) 19.9.. N/A 234 - 120
0
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
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-Iibrary.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
12/8/2021 5:57:31 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: 11884
Page 1 / 1
Job Notes
Kyle Knoll
NL Olson and Associates
(360)876-2284
kknoll@nlolson.com