2021.11.20_C&E Development_NHD 2589-ZA_AnalysisGravity and Lateral Analysis
for
NHD #2589-ZA
Lot 25 - Prarie Wind Estates
Yelm, WA 98597
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#11889-21
November -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 = 133%
S, = 47.0%
Site Class: D
Snow Load: 25 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
11-17
Beam Analysis
Page
18-22
Post and Footing Pad Analysis
Basic Design Criteria
Basic Wind Speed = 110 mph
Seismic design category = D
Site Class = D
Ss = 133%
S, = 47.0%
Ground Snow Load = 25 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 (2.1 joists, 2.2 GWB, 2.3 sheathing, 3 finish, 1 beams, 1.4 miscellaneous)
Wall = 12 psf (12 sheathing, studs, gypboard, insulation, siding)
Roof = 15 psf (3 roofing, 1.5 sheathing, 3 insulation, 2.2 GWB, 2.2 truss, 3.1 misc.)
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 = 0.7CeCtlsp9 = 19.25 psf (ASCE 7-16 Eq 7-1)
CS = 1.0
pS = Cspf = 19.25 psf
Use 25 psf
Check Footing Load
Trib Floor = 9 ft
Trib Roof = 21 ft
(ASCE 7-16 Figure 7-2)
Total Load (D+L+S) = 1500 plf
F000ting Width = 16 inches
Bearing Pressure = 1125 psf
Basic Dimensions
23 ft
1
5 f
8 f
8 f
40 ft
59 ft 0
4 40 ft 10
garage
doors
59 ft
Main Roof Slope is 5:12
or 22.6 degrees
Side Elevation
Front Elevation
Plan View
Assumed N
Wind Loads
Main Force resisting System - ASCE7-16 Simplified Method
25
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
Piet values shown below are based Cnet from IBC Table 1609.6.2
I;&ViTl
Diaphragm Design Forces
Roof Shear = 6731 lbs
Main Floor Shear = 4621 lbs
Shearwall Design Forces (ASD)
Upper Floor Shear = 4038 Ibs
Main Floor Shear = 6811 Ibs
Equivalent lateral force method per ASCE 7-16
8.0 psf
8.0 psf
25.3 psf 10
17.3 psf
N-S
Diaphragm Design Forces
Roof Shear = 4560 Ibs
Main Floor Shear = 5920 Ibs
Shearwall Design Forces (ASD)
Upper Floor Shear= 2736 Ibs
Main Floor Shear = 6288 Ibs
Resisting Moment, Mr = 1596 k -ft
Overturning Moment, Mo = 120 k -ft
Safety Factor, Fo = 0.91D/W = 11.9
Base shear, V =CSW (ASCE 7-16 Eqn 12.8-1)
Ss =
133% Ct = 0.02
Fa =
1.200 (ASCE 7-16 Table 11.4-1) X = 0.75
SDS = 2/3SMs = 2/3FaSS =
1.064 Ta =Ct hnX = 0.178 sec
S, =
47.0%
F„ =
1.700 (ASCE 7-16 Table 11.4-2)
SD1 = 2/3SM, = 2/3F„ S, =
0.533 Seismic Design Category = D
R =
6.5 (ASCE 7-16 Table 12.2-1) Cs = SDS / (RI) = 0.164
K=
1
Max CS = SD1 /(T R/I) =
0.459 Min CS = 0.044SDS I = 0.047
W2 = 35517 lbs (dead load of roof+ floor + 1/2 walls only)
W1 = 44280 lbs (dead load of 1/2 walls+floor+garage roof)
Wwai = 79.797 kips
Lateral Forces Fx = C„x V
F2 = 8046 lbs
F, = 5016 lbs
Base Shear, V = 13.06 kips
Stability coefficient, 0 = PXA/VXhSXCd = 0.022 <0.1 threrefore no Pdelta calculated
Resisting Moment, M, = 1596 k -ft
Overturning Moment, Mo = 168.9 k -ft
Safety Factor, Fo = 0.6D/0.7E = 8.1
Diaphragm Design Forces (ASD)
E = F2 = 5632 lbs
E=F,= 3511 lbs
Redundancy - 1 st Floor Shear walls
USE p = 1.3
Shearwall Design Forces (ASD)
E = F2 = 5632 lbs
E = F,= 9144 lbs
Roof Diaphragm
Max diaphragm force per ASCE7 12.10.1.1 = 0.4SDS/wx = 15116 lbs
Min diaphragm force per ASCE7 12.10.1.1 = 0.2SDS/wx = 7558 lbs
l l
59 ft
59 ft
40 ft
N -S Total Shear Force=
8046 lbs
N -S Shear Load =
201 plf
Mmax = W L2/8 =
40231.8 Ib -ft
Max Tension in Chord =
682 lbs
2015 SDPWS Table 4.2C Load Case #1
68 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
68 plf
5vL` 0.25vL E(AcX)
A=-------- +----------------------- +---------
8EAW 1000Ga 2W
Use double 2x6 DF top plate w/ 4 splices and 8d nails loaded to 120 lbs each
IAF
40 ft
1
1
� N
40 ft
101
plf
E -W Shear Load =
136 plf
59 ft Mmax = W L2/8 =
59342 Ib -ft
L\--,
01
plf
Diaphragm Deflection check
0.007 0.096 0.4 = 0.50 in
unblocked diaphrams = 2.5 A = 1.26 in
E -W Total Shear Force=
8046 lbs
E -W Shear Load =
136 plf
59 ft Mmax = W L2/8 =
59342 Ib -ft
Max Tension in Chord =
1484 lbs
2015 SDPWS Table 4.2C Load Case #3
7/16 OSB unblocked w/ 8d nail @6" gives 272 plf
OK for 7/16 unblocked w/ 8d nails at 6" edge
5vL" 0.25vL
A =-------- +
E(AcX)
8EAW 1000Ga 2W
Use double 2x6 DF top plate w/ 4 splices and 8d nails loaded to 120 lbs each
A = 0.022 0.237 0.4 = 0.66 in
unblocked diaphrams = 2.5 A = 1.65 in
Use Segmented Shearwall design for North Exterior Upper Wall
Full length = 7.5 ft Wall Height = 8 ft
Length of Full height wall = 7.5 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 = 2816 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 3004 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 375 plf (2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/ 8d Nails @3" edge spacing = 450 plf (2015 SDPWS Table 4.3A)
for HF framing multiply capacity (1 -(0.5 -SG)) = 432 plf (2015 SDPWS Table 4.3A)
dead load on walls = 156 plf
Net uplift is 0.6W -0.6D = 2653 lbs
Use MSTC48 Straps
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 182.1 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 11N)
Min Spacing of nails req'd = 5.2 inches
Use 5" Nail Spacing
Use Segmented Shearwall design for South Exterior Upper Wall
Full length = 21 ft Wall Height = 8 ft
Length of Full height wall = 21 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 = 2816 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 1073 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 134 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 = 411 plf
Net uplift is 0.7E -0.6D = -1516 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 65.02 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 = 14.6 inches
Use 14" Nail Spacing
Use Segmented Shearwall design for East Exterior Upper Wall
Full length = 41 ft Wall Height = 8 ft
Length of Full height wall = 41 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 = 2816 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 549.5 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 69 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 = 126 plf
Net uplift is 0.7E -0.6D = -1000 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 33.3 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 11N)
Min Spacing of nails req'd = 28.5 inches
OK For Perscriptive Nailing
Use Segmented Shearwall design for West Exterior Upper Wall
Full length = 36 ft Wall Height = 8 ft
Length of Full height wall = 36 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 = 2816 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 625.8 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 78 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 = 133.5 plf
Net uplift is 0.6W -0.6D = -816 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 37.93 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 11N)
Min Spacing of nails req'd = 25.0 inches
OK For Perscriptive Nailing
Use Segmented Shearwall design for West Exterior Lower Wall
Full length = 35 ft Wall Height = 9 ft
Length of Full height wall = 35 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 = 4572 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 1176 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 131 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 = 222 plf
Net uplift is 0.6D -0.6W = -2321 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 71.25 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 = 10.5 ft
Use 5/8 anchors @ 4' o.c.
Use Segmented Shearwall design for North Exterior Lower Wall
Full length = 7 ft Wall Height = 9 ft
Length of Full height wall = 7 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 = 348.6 lbs (from Seismic load) (Portal Frame Capacity Subtr
Uplift Anchorage, T = Vh / CoEL; = 448.2 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 50 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 = 237 plf
Net uplift is W -0.6D = -50 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 27.16 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 = 27.6 ft
Use 5/8 anchors @ 4' o.c.
Use Segmented Shearwall design for South Lower Exterior Wall
Full length = 12 ft Wall Height = 9 ft
Length of Full height wall = 12 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 = 3694 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 2770 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 308 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 = 30 plf
Net uplift is W -0.6D = 2662 lbs
Use STHD14 Hold Downs
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 167.9 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 = 4.5 ft
Use 5/8 anchors @ 4ft o.c.
Use Segmented Shearwall design for East Exterior Lower Wall
Full length = 40 ft Wall Height = 9 ft
Length of Full height wall = 40 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 = 4572 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 1029 lbs (2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoEL; = 114 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 = 222 plf
Net uplift is 0.6D -0.6W = -2967 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 62.34 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 = 12.0 ft
Use 5/8 anchors @ 4' o.c.
_Use Portal Frame Shearwall design for North Lower Exterior Wall
Full length = 4 ft Wall Height = 8 ft
Length of Full height wall = 4 ft Max Height of opening =
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5)
24" Portal Frame Capacity = 1610 lbs each (TT -100)
Use (2) 24" portal frames
Use Segmented Shearwall design Lower Back of Garage Interior Wall
Full length = 23.5 ft Wall Height = 8 ft
Length of Full height wall = 23.5 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 = 1756 lbs (from Seismic load)
Uplift Anchorage, T = Vh / CoEL; = 597.6 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 = 144 plf
Net uplift is W -0.6D = -418 lbs
No Hold Downs Required
Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 36.22 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 = 18.4 ft
Use 5/8 anchors @ 4ft o.c.
NL Olson & Associates
2453 Bethel Rd
Port Orchard, WA 98366
360-876-2284
Description :
Wood Beam Design : typical upstairs window header
Project Title:
Engineer:
Project ID:
Project Descr:
Printed. 19 NOV 2021. 9 04AM
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2015 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
78.22 psi at
6.067 it in Span # 1
Unif Load: D = 0.0150,
S = 0.0250 k/ft, Trib=
21.0 ft
Design Summary
Max fb/Fb Ratio
= 0.521: 1
+D+S+H
fb : Actual :
657.50 psi at
2.000 ft in Span # 1
Fb: Allowable:
1,261.25 psi
S w E
Load Comb:
+D+S+H
1.05
Max fv/FvRatio =
0.403: 1
1669
fv : Actual :
69.52 psi at
0.000 ft in Span # 1
Fv: Allowable:
172.50 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.63
1.05
Right Support
0.63
1.05
D 0.3150 S 0.5250
4x8
4.0 ft
Max Deflections
H Transient Downward 0.021 in Total Downward 0.034 in
Ratio 2281 Ratio 1425
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : larger upstairs window header
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x12, Sawn, Fully Braced
Using Allowable Stress Design with IBC 2015 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 = 0.0250 k/ft, Trib= 20.0 ft
Design Summary D(0.30) S(0.50
Max fb/Fb Ratio = 0.741: 1
fb : Actual : 796.44 psi at 3.500 ft in Span # 1
Fb: Allowable: 1,075.25 psi
Load Comb: +D+S+H NOMMIN0mm
Max fv/FvRatio = 0.453: 1 4x12Al
7.0 n
fv . Actual:
78.22 psi at
6.067 it in Span # 1
Fv : Allowable:
172.50 psi
Load Comb:
+D+S+H
Max Deflections
Max Reactions (k)
D L Lr
S w E
H Transient Downward 0.050 in
Left Support
1.05
1.75
Ratio
1669
Right Support
1.05
1.75
LC: S Only
Transient Upward
0.000 in
Ratio
9999
LC:
Total Downward 0.080 in
Ratio 1043
LC:+D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
NL Olson & Associates Project Title:
2453 Bethel Rd Engineer:
Port Orchard, WA 98366 Project ID:
360-876-2284 Project Descr:
Printed 19 NOV 2021, 9 04AM
File: HD .. 5 ZA.6o6
�luI ll?� Si. f ROM" _ .... .. &ft4YflWWimakkblb kdAii IN43. 49$3-2020. Bujld:12.E0:8.24
Wood Beam Design : typical lower window header
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2015 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
0.015 in
Unif Load: D =
0.0150, S = 0.0250 k/ft, Trib= 21.0 ft
Unif Load: D =
0.0120, L = 0.040 k/ft, Trib= 8.0 ft
Unif Load: D =
0.01350 k/ft, TO= 8.0 ft
Design Summary
9999
Max fb/Fb Ratio
= 0.402: 1
fb : Actual :
507.55 psi at 1.500 ft in Span # 1
Fb : Allowable:
1,263.86 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio = 0.356: 1
fv : Actual :
61.33 psi at 2.400 ft in Span # 1
Fv: Allowable:
172.50 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions
(k) D L Lr S w E
Left Support
0.78 0.48 0.79
Right Support
0.78 0.48 0.79
Wood Beam Design : rear lower floor beam
H
4x8
3.0 ft
Transient Downward 0.007 in
Ratio 5407
LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.015 in
Ratio
2462
.C: +D+0.750L+0.750S+H
Total Upward
0.000 in
Ratio
9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 5.5x12, GLIB, Fully Unbraced
Using Allowable Stress Design with IBC 2015 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
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 21.0 ft
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 8.50 ft
Unif Load: D = 0.0120 k/ft, Trib= 8.50 ft
Design ummary
Max fb/Fb Ratio = 0.704. 1
fb : Actual : 1,910.86 psf at 6.000 ft in Span # 1
Fb: Allowable: 2,713.41 psi
Load Comb: +D+0.750L+0.750S+H
Max fv/FvRatio = 0.439:1
fv : Actual : 133.76 psi at 11.040 ft in Span # 1
Fv : Allowable: 304.75 psi
Load Comb: +D+0.750L+0.750S+H Max Deflections
Max Reactions (k) D L Lr S w E H
Left Support 3.11 2.04 3.15
Right Support 3.11 2.04 3.15
1,800.0 ksi Density 31.210 pcf
950.0 ksi
12.0 ft
Transient Downward 0.173 in
Ratio 833
LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.384 in
Ratio
374
.C: +D+0.750L+0.750S+H
Total Upward
0.000 in
Ratio
9999
LC:
NL Olson & Associates
2453 Bethel Rd
■ Port Orchard, WA 98366
360-876-2284
Wood Beam Design : rear patio roof beam (front is similar)
Project Title:
Engineer:
Project ID:
Project Descr:
Printed 19 NOV 2021. 9 04AM
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BLAM Size: 4x10, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2015 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 = 0.0250 k/ft, Trib= 10,50 ft
Design Summa►y
Max fb/Fb Ratio = 0.616. 1
fb : Actual : 710.01 psi at 3.750 ft in Span # 1
Fb: Allowable: 1,151.81 psi
Load Comb: +D+S+H
Max fv/FVRatio = 0.338: 1
fv : Actual : 58.38 psi at 0.000 ft in Span # 1 . ---- -
Fv: Allowable: 172.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) D L Lr S w E H Transient Downward 0.063 in
Left Support 0.59 0.98 Ratio 1437
Right Support 0.59 0.98 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
1,300.0 ksi Density 26.840 pcf
470.0 ksi
7.50 ft
Wood Beam Design : wide garage door header
Total Downward 0.100 in
Ratio 898
LC: +D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size:
3.5x10.5, GLB, Fully Unbraced
116.0
Using Allowable Stress Design with IBC 2015 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
Fb - Compr
1,850.0 psi Fc - Perp 650.0 psi Ft
1,100.0 psi Eminbend - xx
Applied Loads
Load Comb:
+D+S+H
Unif Load: D = 0.0150,
S = 0.0250 k/ft, 0.0 ft to 8.0 ft, Trib= 4.50 ft
Unif Load: D = 0.0150,
S = 0.0250 k/ft, 8.0 to 16.0 ft, Trib= 4.875 ft
Lr S w E
es4gn Surnmary
Left Support
0.55
0.92
Max fb/Fb Ratio
= 0.446: 1
Right Support
-D(0_06750) S(o.1125)_
fb : Actual :
1,119.96 psi at 8.160 ft in Span # 1
Fb : Allowable:
2,509.25 psi
LC: S Only
Load Comb:
+D+S+H
3.5
1,800.0 ksi Density 31.210 pcf
950.0 ksi
Max fv/FvRatio =
0.183:
116.0
ft
fv : Actual :
55.66 psi
at 15.147 ft in Span # 1
-
Fv: Allowable:
304.75 psi
Load Comb:
+D+S+H
Max Deflections
Max Reactions (k)
D L
Lr S w E
H Transient Downward 0.286 in
Left Support
0.55
0.92
Ratio
671
Right Support
0.57
0.96
LC: S Only
Transient Upward
0.000 in
Ratio
9999
LC:
D(0.07313) S(0.1219)
Total Downward 0.457 in
Ratio 419
LC:+D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
NL Olson & Associates
2453 Bethel Rd
■ Port Orchard, WA 98366
360-876-2284
Project Title:
Engineer:
Project ID:
Project Descr:
Beam 8oftwar4 copyright ENERCA
Wood Beam Design : floor beam @ edge of qreat room
Printed 19 NOV 2021, 9:04AM
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 7x11.875, VersaLam, Fully Unbraced
Using Allowable Stress Design with IBC 2015 Load Combinations, Major
Axis Bending
Wood Species: Boise Cascade
Wood Grade:
Versa Lam 2800
Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi
Fv
285.0 psi
Ebend- xx 2,000.0 ksi Density 41.760 pcf
Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi
Ft
2,100.0 psi
Eminbend - xx 1,036.83 ksi
Applied Loads
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 11.750 ft
Design Summary
Max fb/Fb Ratio = 0.617: 1
- D(0.141 o)_ L(0_470)_ _-
fb : Actual : 1,704.63 psi at 8.750 ft in Span # 1
Fb: Allowable: 2,763.69 psi
Load Comb: +D+L+H
7x1 1.875
Max fv/FvRatio = 0.302: 1
17.50 ft
fv : Actual : 86.15 psi at 0.000 ft in Span # 1
Fv: Allowable: 285.00 psi
Load Comb: +D+L+H
Max Deflections
Max Reactions (k) g L Lr S W E
H
Transient Downward 0.510 in Total Downward 0.663 in
Left Support 1.23 4.11
Ratio
411 Ratio 316
Right Support 1.23 4.11
LCL O I LC +D+L+H
ny
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : floor beam P, edge of qreat room 2 and 3
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 3.5x11.875, VersaLam, Fully Unbraced
Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade : Versa Lam 2800
Fb - Tension 2,800.0 psi Fc - PHI 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi
Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 1,036.83 ksi
Applied Loads
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 1.330 ft
Point: D = 1.230, L = 4.110 k @ 1.0 ft
Design Surnmary
Max fb/Fb Ratio = 0.356. 1
fb : Actual : 873.19 psi at 4.317 ft in Span # 1
Fb: Allowable: 2,453.05 psi
Load Comb: +D+L+H
Max fv/FvRatio = 0.706: 1 17.50 ft
fv : Actual : 201.13 psi at 0.000 ft in Span # 1 -- -- — Fv: Allowable: 285.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.257 in Total Downward 0.334 in
Left Support 1.30 4.34 Ratio 817 Ratio 629
Right Support 0.21 0.70
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Density 41.760 pcf
NL Olson & Associates Project Title:
2453 Bethel Rd Engineer:
` Port Orchard, WA 98366 Project I D:
360-876-2284 Project Descr:
+s
Printed 19 NOV 2021, 9 04AM
3oAecopyi leM5Multi Ic Simple Beam zA
ight ENERCALC, IN9
. ,-
KW -06002029 OLSON & ASSOCIATES
Description :
Wood Beam Design : crawslace floor beams
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2015 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
implied Loads
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib=10.0 ft
Design Summary
Max fb/Fb Ratio = 0.702. 1
fb : Actual : 769.53 psi at 2.750 ft in Span # 1
Fb : Allowable: 1,095.44 psi
Load Comb: +D+L+H
Max fv/FvRatio = 0.443 : 1
fv : Actual : 66.50 psi at 0.000 ft in Span # 1
Fv : Allowable: 150.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) D L Lr s W E H Transient Downward 0.057 in
Left Support 0.33 1.10 Ratio 1151
Right Support 0.33 1.10 LC: L 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 0.074 in
Ratio 886
LC:+D+L+H
Total Upward 0.000 in
Ratio 9999
LC:
NL Olson & Associates Project Title:
2453 Bethel Rd Engineer:
Port Orchard, WA 98366 Project ID:
360-876-2284 Project Descr:
�o Eeam . 4
DESCRIPTION: beam at front of garage
CODE REFERENCES
Printed 19 NOV 2021, 9 05AM
16: HD 5 -ZA.
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2015
Material Properties
0.584; 1
Maximum Shear Stress Ratio
Analysis Method: Allowable Stress Design
Fb +
2,800.0 psi
E: Modulus of Elasticity
Load Combination 1BC 2015
Fb-
2,800.0 psi
Ebend-xx 2,000.Oksi
Fc - Prll
3,000.0 psi
Eminbend - xx 1,036.83 ksi
Wood Species : Boise Cascade
Fc - Perp
750.0 psi
=
Wood Grade ; Versa Lam 2800
Fv
285.0 psi
2,800.00psi
Ft
2,100.0 psi
Density 41.760pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
285.00 psi
Load Combination
7x11.875
Span =10.0ft
Applied Loads
D(0.1080) L(0.360)
D(0.096) D(0.06) S(0.1)
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft
Load for Span Number 1
Uniform Load : D = 0.0120 ksf, Extent = 6.0 > 10.0 ft, Tributary Width = 8.0 ft
Load for Span Number 2
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft, (roof)
Uniform Load : D = 0.0120 ksf, Extent = 0.0 -->> 10.0 ft, Tributary Width = 8.0 ft
DESIGN SUMMARY
7x11.875
Span = 20.0 ft
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio =
0.584; 1
Maximum Shear Stress Ratio
=
0.429 : 1
Section used for this span
7x11.875
Section used for this span
7x11.875
fb: Actual =
1,633.81 psi
fv: Actual
=
122.34 psi
Fb: Allowable =
2,800.00psi
Fv: Allowable
=
285.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
10.000ft
Location of maximum on span
=
10.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.371 in
Ratio=
647>=360
Max Upward Transient Deflection
-0.038 in
Ratio
= 3173>=360
Max Downward Total Deflection
0.618 in
Ratio
= 388 >=240
Max Upward Total Deflection
-0.075 in
Ratio
= 1606>=240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
C m C t C L M fb
Fb
V
fv Fv
+D+H
0.00
0.00
0.00 0.00
Length =10.0 ft 1 0.258 0.199
0.90
1.000 1.00
1.00
1.00 1.00 1.00 8.92 649.95
2520.00
2.83
51.04 256.50
Length = 20.0 ft 2 0.258 0.199
0.90
1.000 1.00
1.00
1.00 1.00 1.00 8.92 649.95
2520.00
2.83
51.04 256.50
+D+L+H
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length =10.0 ft 1 0.584 0.429
1.00
1.000 1.00
1.00
1.00 1.00 1.00 22.42 1,633.81
2800.00
6.78
122.34 285.00
Length = 20.0 ft 2 0.584 0.429
1.00
1.000 1.00
1.00
1.00 1.00 1.00 22.42 1,633.81
2800.00
6.78
122.34 285.00
NL Olson & Associates
2453 Bethel Rd
Port Orchard, WA 98366
360-876-2284
DESCRIPTION: beam at front of garage
Load Combination Max Stress Ratios
Segment Length Span # M V
Project Title:
Engineer:
Project ID:
Project Descr:
` afA co Yri9hf E ERCAI
Moment Values
Cd CFN Ci Cr Cm C t CL M fb Pb
+D+Lr+H
1.00
1.00
1.00
1.00
1.000
Length = 10.0 ft
1
0.186
0.143
1.25
1.000
Length = 20.0 ft
2
0.186
0.143
1.25
1.000
+D+S+H
Support 1
3500.00
2.83
51.04
1.000
Length = 10.0 ft
1
0.277
0.215
1.15
1.000
Length = 20.0 ft
2
0.277
0.215
1.15
1.000
+D+0.750Lr+0.750L+H
1.00
1.00
1.00
1.00
1.000
Length = 10.0 ft
1
0.397
0.293
1.25
1.000
Length = 20.0 ft
2
0.397
0.293
1.25
1.000
+D+0.750L+0.750S+H
10.515
3220.00
3.91
70.47
1.000
Length = 10.0 ft
1
0.488
0.363
1.15
1.000
Length = 20.0 ft
2
0.488
0.363
1.15
1.000
+D+0.60W+H
1.00
1.00
1.00
1.00
1.000
Length =10.0 ft
1
0.145
0.112
1.60
1.000
Length = 20.0 ft
2
0.145
0.112
1.60
1.000
+1.126D+0.70E+H
1.029
3500.00
5.79
104.52
1.000
Length = 10.0 ft
1
0.163
0.126
1.60
1.000
Length = 20.0 ft
2
0.163
0.126
1.60
1.000
+D+0.750Lr+0.750L+0.450W+H
1.00
1.00
1.00
1.000
Length = 10.0 ft
1
0.310
0.229
1.60
1.000
Length = 20.0 ft
2
0.310
0.229
1.60
1.000
+D+0.750L+0.750S+0.450W+H
1,570.04
3220.00
1.000
Length =10.0 ft
1
0.350
0.261
1.60
1.000
Length = 20.0 ft
2
0.350
0.261
1.60
1.000
+1.095D+0.750L+0.750S+0.5250E+
327.75
1.00
1.00
1.000
Length = 10.0 ft
1
0.364
0.272
1.60
1.000
Length = 20.0 ft
2
0.364
0.272
1.60
1.000
+0.60D+0.60W+0.60H
1.00
8.92
649.95
1.000
Length =10.0 ft
1
0.087
0.067
1.60
1.000
Length = 20.0 ft
2
0.087
0.067
1.60
1.000
+0.4740D+0.70E+0.60H
51.04
456.00
1.00
1.00
1.000
Length = 10.0 ft
1
0.069
0.053
1.60
1.000
Length = 20.0 ft
2
0.069
0.053
1.60
1.000
Overall Maximum Deflections
1.00
10.04
731.84
Printed 19 NOV 2021, 9 05AM
Shear Values
V fv F'v
1.00
1.00
1.00
1.00
1.00
1 0.0000
0.000
+D+0.750L+0.750S+0.5250E+H
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
8.92
649.95
Support 1
3500.00
2.83
51.04
356.25
1.00
1.00
1.00
1.00
1.00
8.92
649.95
0.833
3500.00
2.83
51.04
356.25
1.00
1.00
1.00
1.00
1.00
4.640
+D+Lr+H
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
12.25
892.88
10.515
3220.00
3.91
70.47
327.75
1.00
1.00
1.00
1.00
1.00
12.25
892.88
3220.00
3.91
70.47
327.75
1.00
1.00
1.00
1.00
1.00
+D+0.750L+0.750S+0.450W+H
-0.067
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
19.04
1,387.85
1.029
3500.00
5.79
104.52
356.25
1.00
1.00
1.00
1.00
1.00
19.04
1,387.85
L Only
3500.00
5.79
104.52
356.25
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
21.54
1,570.04
3220.00
6.60
119.09
327.75
1.00
1.00
1.00
1.00
1.00
21.54
1,570.04
3220.00
6.60
119.09
327.75
1.00
1.00
1.00
1.00
1.00
10.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
8.92
649.95
4480.00
2.83
51.04
456.00
1.00
1.00
1.00
1.00
1.00
8.92
649.95
4480.00
2.83
51.04
456.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
10.04
731.84
4480.00
3.19
57.47
456.00
1.00
1.00
1.00
1.00
1.00
10.04
731.84
4480.00
3.19
57.47
456.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
19.04
1,387.85
4480.00
5.79
104.52
456.00
1.00
1.00
1.00
1.00
1.00
19.04
1,387.85
4480.00
5.79
104.52
456.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
21.54
1,570.04
4480.00
6.60
119.09
456.00
1.00
1.00
1.00
1.00
1.00
21.54
1,570.04
4480.00
6.60
119.09
456.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
22.39
1,631.46
4480.00
6.87
123.91
456.00
1.00
1.00
1.00
1.00
1.00
22.39
1,631.46
4480.00
6.87
123.91
456.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
5.35
389.97
4480.00
1.70
30.62
456.00
1.00
1.00
1.00
1.00
1.00
5.35
389.97
4480.00
1.70
30.62
456.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
4.23
308.08
4480.00
1.34
24.19
456.00
1.00
1.00
1.00
1.00
1.00
4.23
308.08
4480.00
1.34
24.19
456.00
Load Combination
Span Max. '2' Defl Location in Span
Load Combination
Max. "+° Dell Location in Span
1 0.0000
0.000
+D+0.750L+0.750S+0.5250E+H
-0.0747 6.313
+D+L+H
2 0.6184
10.950
0.0000 6.313
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
-0.488
12.372
4.640
Overall MINimum
-0.333
1.500
0.833
+D+H
-0.154
4.947
1.715
+D+L+H
0.296
12.372
4.640
+D+Lr+H
-0.154
4.947
1.715
+D+S+H
-0.488
6.447
2.549
+D+0.750Lr+0.750L+H
0.183
10.515
3.909
+D+0.750L+0.750S+H
-0.067
11.640
4.534
+D+0.60W+H
-0.154
4.947
1.715
+D+0.70E+H
-0.154
4.947
1.715
+D+0.750Lr+0.750L+0.450W+H
0.183
10.515
3.909
+D+0.750L+0.750S+0.450W+H
-0.067
11.640
4.534
+D+0.750L+0.750S+0.5250E+H
-0.067
11.640
4.534
+0.60D+0.60W+0.60H
-0.093
2.968
1.029
+0.60D+0.70E+0.60H
-0.093
2.968
1.029
D Only
-0.154
4.947
1.715
L Only
0.450
7.425
2.925
S Only
-0.333
1.500
0.833
H Only
NL Olson & Associates
2453 Bethel Rd
Port Orchard, WA 98366
1 360-876-2284
General Fgoting
DESCRIPTION: post in garage
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2015
General Information
Project Title:
Engineer:
Project ID:
Project Descr:
Printed 19 NOV 2021, 9 05AM
RIO: NHD #2589ZA.
ciucarm n wry 1002'MA u,a14•40 9A A')e
Material Properties
5.0
Soil Design Values
# 4
f'c ; Concrete 28 day strength =
3.0 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel /o 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 =
3.50 ft
Length parallel to Z -Z Axis =
2.750 ft
Z
Footing Thickness =
12.0 in
Pedestal dimensions...
px : parallel to X -X Axis =
pz : parallel to Z -Z Axis =
Height -
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X -X Axis
in
in
in
3.0 in
Number of Bars -
5.0
Reinforcing Bar Size =
# 4
Bars parallel to Z -Z Axis
Number of Bars =
5.0
Reinforcing Bar Size =
# 4
Bandwidth Distribution Check (ACI 15.4.4.2)
I
I
Direction Requiring Closer Separation
Bars along
Z -Z Axis
# Bars required within zone
88.0%
# Bars required on each side of zone
12.0%
AgDlied Loads
P: Column Load = 5.50
OB : Overburden =
M-xx =
M-zz =
V -x =
V -z =
X
I
i
i
i
I
I
I
Z
3.6.
-
Lr L S
7.420 1.50
3
W E H
k
ksf
k -ft
k -ft
k
k
NL Olson & Associates
2453 Bethel Rd
Port Orchard, WA 98366
360-876-2284
r�ralooiing
KW -06002029
DESCRIPTION: post in garage
Project Title:
Engineer:
Project ID:
Project Descr:
Printed 19 NOV 2021, 9 05AM
File: NHD 5 -
$ollware c6Dvdaht ENERCALC. INC. 1W&2020; Bulid:12.20.8.24
DESIGN SUMMARY MMENES1W
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.9913
PASS
n/a
PASS
n/a
PASS
n/a
PASS
n/a
PASS
n/a
PASS
0.2162
PASS
0.2162
PASS
0.1684
PASS
0.1684
PASS
0.2284
PASS
0.2284
PASS
0.1424
PASS
0.1424
PASS
0.3388
Detailed Results
Soil Bearing
0.8723
Rotation Axis &
Soil Bearing
Overturning - X -X
Overturning - Z -Z
Sliding - X -X
Sliding - Z -Z
Uplift
Z Flexure (+X)
Z Flexure (-X)
X Flexure (+Z)
X Flexure (-Z)
1 -way Shear (+X)
1 -way Shear (-X)
1 -way Shear (+Z)
1 -way Shear (-Z)
2 -way Punching
1.487 ksf
0.0 k -ft
0.0 k -ft
0.0 k
0.0 k
0.0 k
3.058 k-ft/ft
3.058 k-ft/ft
1.888 k-ft/ft
1.888 k-ft/ft
18.769 psi
18.769 psi
11.696 psi
11.696 psi
55.673 psi
Xecc Zecc
1.50 ksf
0.0 k -ft
0.0 k -ft
0.0 k
0.0 k
0.0 k
14.144 k-ft/ft
14.144 k-ft/ft
11.211 k-ft/ft
11.211 k-ft/ft
82.158 psi
82.158 psi
82.158 psi
82.158 psi
164.317 psi
+D+L about Z -Z axis
No Overturning
No Overturning
No Sliding
No Sliding
No Uplift
+1.20D+1.60L+0.50S
+1.20D+1.60L+0.50S
+1.20D+1.60L+0.50S
+1.20D+1.60L+0.50S
+1.20D+1.60L+0.50S
+1.20D+1.60L+0.50S
+1.20D+1.60L+0.50S
+1.20D+1.60L+0.50S
+1.20D+1,60L+0.50S
Actual 1 Allow
Load Combination...
Gross Allowable
(in)
Bottom
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X -X. D Only
1.50
n/a
0.0
0.7164
0.7164
n/a
n/a
0.478
X -X, +D+L
1.50
n/a
0.0
1.487
1.487
n/a
n/a
0.991
X -X, +D+S
1.50
n/a
0.0
0.8723
0.8723
n/a
n/a
0.582
X -X, +D+0.750L
1.50
n/a
0.0
1.295
1.295
n/a
n/a
0.863
X -X. +D+0.750L+0.750S
1.50
n/a
0.0
1.411
1.411
n/a
n/a
0.941
X -X, +0.60D
1.50
n/a
0.0
0.4299
0.4299
n/a
n/a
0.287
Z -Z, D Only
1.50
0.0
n/a
n/a
n/a
0.7164
0.7164
0.478
Z -Z, +D+L
1.50
0.0
n/a
n/a
n/a
1.487
1.487
0.991
Z -Z, +D+S
1.50
0.0
n/a
n/a
n/a
0.8723
0.8723
0.582
Z -Z, +D+0.750L
1.50
0.0
n/a
n/a
n/a
1.295
1.295
0.863
Z -Z, +D+0.750L+0.750S
1.50
0.0
n/a
n/a
n/a
1.411
1.411
0.941
Z -Z, +0.60D
1.50
0.0
n/a
n/a
n/a
0.4299
0.4299
0.287
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
0.7563
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.40D
0.7563
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X. +1.20D+1.60L
1.814
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+1.60L
1.814
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+1.60L+0.50S
1.888
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+1.60L+0.50S
1.888
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+0.50L
1.013
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+0.50L
1.013
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D
0.6482
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D
0.6482
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+0.50L+1.60S
1.248
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+0.50L+1.60S
1.248
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
NL Olson & Associates
Vu
Phi*Vn
Vu I Phi*Vn
Project Title:
+1.40D
22.30 Dsi
164.32Dsi
0.1357
OK
2453 Bethel Rd
53.50 Dsi
164.32Dsi
0.3256
Engineer:
+1.20D+1.60L+0.50S
55.67 Dsi
164.32Dsi
0.3388
OK
Port Orchard, WA 98366
360-876-2284
29.86 Dsi
164.32Dsi
0.1817
Project ID:
Project Descr:
+1.20D
19.12 Dsi
164.32Dsi
0.1163
OK
+1.20D+0.50L+1.60S
36.81 Dsi
164.32Dsi
0.224
OK
+1.20D+1.60S
26.07 Dsi
164.32Dsi
0.1586
OK
+1.20D+0.50L+0.50S
32.03 Dsi
164.32Dsi
0.1949
OK
+1.380D+0.50L+0.70S
35.77 Dsi
164.32Dsi
Printed 19 NOV 2021,
9 05AM
+0.90D
��Il�i`��.'�dO�lllg
164.32Dsi
0.08725
OK
+0.720D
11.47 Dsi
i e NHD 5
0.0698
OK
;:. =
uy..
;
SoitwarecopyrightENERCALC,INC.i�93.202Q_Buik1122U8s��
,.
.•
• •SSOCI
DESCRIPTION: post in garage
Footing Flexure
Flexure Axis & Load Combination
Mu Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k -ft
Surface
in A2
in^2
in"2
k -ft
X -X, +1.20D+1.60S
0.8839
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+1.60S
0.8839
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+0.50L+0.50S
1.086
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.20D+0.50L+0.50S
1.086
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.380D+0.50L+0.70S
1.213
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +1.380D+0.50L+0.70S
1.213
-Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +0.90D
0.4862
+Z
Bottom
0.2592
Min Temp %
0.2857
11.211
OK
X -X, +0.90D
0.4862
-Z
Bottom
0.2592
Min TemD %
0.2857
11.211
OK
X -X, +0.720D
0.3889
+Z
Bottom
0.2592
Min TemD %
0.2857
11.211
OK
X -X, +0.720D
0.3889
-Z
Bottom
0.2592
Min TemD %
0.2857
11.211
OK
Z -Z, +1.40D
1.225
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.40D
1.225
+X
Bottom
0.2592
Min TemD %
0.3636
14.144
OK
Z -Z, +1.20D+1.60L
2.939
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D+1.60L
2.939
+X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D+1.60L+0.50S
3.058
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D+1.60L+0,50S
3.058
+X
Bottom
0.2592
Min TemD %
0.3636
14.144
OK
Z -Z, +1.20D+0.50L
1.640
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z. +1.20D+0.50L
1.640
+X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D
1.050
-X
Bottom
0.2592
Min Tenni) %
0.3636
14.144
OK
Z -Z, +1.20D
1.050
+X
Bottom
0.2592
Min TemD %
0.3636
14.144
OK
Z -Z, +1.20D+0.50L+1.60S
2.022
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D+0.50L+1.60S
2.022
+X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D+1.60S
1.432
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D+1.60S
1.432
+X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D+0.50L+0.50S
1.760
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.20D+0.50L+0.50S
1.760
+X
Bottom
0.2592
Min Terni) %
0.3636
14.144
OK
Z -Z, +1.380D+0.50L+0.70S
1.965
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +1.380D+0.50L+0.70S
1.965
+X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +0.90D
0.7875
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +0.90D
0.7875
+X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +0.720D
0.630
-X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
Z -Z, +0.720D
0.630
+X
Bottom
0.2592
Min Temp %
0.3636
14.144
OK
One Way Shear
Load Combination... Vu @ -X
Vu @
+X Vu @ -Z Vu
@ +Z Vu:Max Phi
Vn Vu I Phi*Vn
Status
+1.40D
7.52 osi
7.52 psi
4.69 psi
4.69 psi
7.52 psi
82.16 psi
0.09
OK
+1.20D+1.60L
18.04 psi
18.04 Dsi
11.24 psi
11.24 Dsi
18.04 psi
82.16 Dsi
0.22
OK
+1.20D+1.60L+0.50S
18.77 Dsi
18.77 Dsi
11.70 Dsi
11.70 psi
18.77 psi
82.16 psi
0.23
OK
+1.20D+0.50L
10.07 psi
10.07 psi
6.27 psi
6.27 psi
10.07 psi
82.16 psi
0.12
OK
+1.20D
6.44 psi
6.44 Dsi
4.02 Dsi
4.02 Dsi
6.44 Dsi
82.16 Dsi
0.08
OK
+1.20D+0.50L+1.60S
12.41 Dsi
12.41 psi
7.73 Dsi
7.73 psi
12.41 psi
82.16 psi
0.15
OK
+1.20D+1.60S
8.79 Dsi
8.79 psi
5.48 psi
5.48 psi
8.79 psi
82.16 psi
0.11
OK
+1.20D+0.50L+0.50S
10.80 osi
10.80 psi
6.73 Dsi
6.73 Dsi
10.80 Dsi
82.16 Dsi
0.13
OK
+1.380D+0.50L+0.70S
12.06 osi
12.06 psi
7.52 Dsi
7.52 psi
12.06 psi
82.16 Dsi
0.15
OK
+0.90D
4.83 psi
4.83 Dsi
3.01 Dsi
3.01 Dsi
4.83 Dsi
82.16 psi
0.06
OK
+0.720D
3.87 osi
3.87 Dsi
2.41 psi
2.41 psi
3.87 psi
82.16 Dsi
0.05
OK
Two -Way "Punching" Shear
All
units k
Load Combination...
Vu
Phi*Vn
Vu I Phi*Vn
Status
+1.40D
22.30 Dsi
164.32Dsi
0.1357
OK
+1.20D+1.60L
53.50 Dsi
164.32Dsi
0.3256
OK
+1.20D+1.60L+0.50S
55.67 Dsi
164.32Dsi
0.3388
OK
+1.20D+0.50L
29.86 Dsi
164.32Dsi
0.1817
OK
+1.20D
19.12 Dsi
164.32Dsi
0.1163
OK
+1.20D+0.50L+1.60S
36.81 Dsi
164.32Dsi
0.224
OK
+1.20D+1.60S
26.07 Dsi
164.32Dsi
0.1586
OK
+1.20D+0.50L+0.50S
32.03 Dsi
164.32Dsi
0.1949
OK
+1.380D+0.50L+0.70S
35.77 Dsi
164.32Dsi
0.2177
OK
+0.90D
14.34 Dsi
164.32Dsi
0.08725
OK
+0.720D
11.47 Dsi
164.32Dsi
0.0698
OK
NL Olson & Associates
Project Title:
2453 Bethel Rd
Engineer:
Port Orchard, WA 98366
360-876-2284
Project ID:
Project Descr:
AL�l
Printed 19 NOV 2021, 9 05AM
Wood C�Ut17ft
1e:NHD#2549-ZA.e
..
varq.�oQY�ghf?CALG, INC. 1983 2020, BuiId;12.20.824
�.r�
•ASSOCIATES
DESCRIPTION: Garage post
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
Wood Section Name 6x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
10 ft
Wood Member Type Sawn
( used for non -slender calcuiar,on
Exact Width 5.50 in Allow Stress Modification Factors
Wood Species Hem -Fir
Exact Depth 5.50 in Cf or Cv for Bending
1.0
Wood Grade No.2
Area 30.250 in^2 Cf or Cv for Compression
1.0
Fb + 850.0 psi Fv
150.0 psi
Ix 76.255 in14 Cf or Cv for Tension
1.0
Fb - 850.0 psi Ft
525.0 psi
IY 76.255 inA4 Cm: Wet Use Factor
1.0
Fc - Prll 1, 300.0 psi Density
26.840 pcf
Ct : Temperature Factor
1.0
Fc - Perp 405.0 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built-up columns
1.0 '
Basic 1,300.0
1,300.0 1,300.0
ksi Use Cr : Repetitive ?
No
Minimum 470.0
470.0
Brace condition for deflection (buckling) along columns :
X -X (width) axis: Fully braced against buckling ABOUT Y -Y Axis
Y -Y (depth) axis : Fully braced against buckling ABOUT X -X Axis
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 56.383 lbs * Dead Load Factor
AXIAL LOADS .. .
Axial Load at 10.0 ft, D = 5.50, L = 7.420, S
= 1.50 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.330 :1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
+D+L
Top along Y -Y 0.0 k Bottom along Y -Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X -X 0.0 k Bottom along X -X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y 0.0 in at 0.0 ft above base
Applied Axial
12.976 k
for load combination : n/a
Applied Mx
0.0 k -ft
Applied My
0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Fc: Allowable
1,300.0 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.0 :1
Bendinq Compression
Tension
Load Combination
+0.60D
Location of max.above base
10.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
240.0 psi
Load Combination Results
Maximum Axial +Bending Stress Ratios Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
1.000
0.1570 PASS 0.0 ft 0.0 PASS
10.0 ft
+D+L 1.000
1.000
0.330 PASS 0.0 ft 0.0 PASS
10.0 ft
+D+S 1.150
1.000
0.1560 PASS 0.0 ft 0.0 PASS
10.0 ft
+D+0.750L 1.250
1.000
0.2262 PASS 0.0 ft 0.0 PASS
10.0 ft
+D+0.750L+0.750S 1.150
1.000
0.2708 PASS 0.0 ft 0.0 PASS
10.0 ft
+0.60D 1.600
1.000
0.05299 PASS 0.0 ft 0.0 PASS
10.0 ft
Maximum Reactions
Note: Only non -zero reactions
are listed
X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End
Moments
Load Combination @ Base
@ Top @ Base @ Top @ Base @ Base @ Top @ Base
@ Top
D Only
5.556
NL Olson & Associates Project Title:
2453 Bethel Rd Engineer:
Port Orchard, WA 98366 Project I D:
360-876-2284 Project Descr:
Printed 19 NOV 2021, 9 05AM
WOO( iriO�.Ut1ltl
File: N D 58 ZA.eC6
Swan Co , d9ht ENERCALC, INC.1983 202Q BuIId.12.20.824
KW -06002029 OLSON & ASSOCIATES
DESCRIPTION: Garage post
Maximum Reactions Note: Only non -zero reactions are listed.
X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+D+L 12.976
+D+S 7.056
+D+0.750L 11.121
+D+0.750L+0.750S 12.246
+0.60D 3.334
L Only 7.420
S Only 1.500
Maximum Deflections for Load Combinations
Load Combination
D Only
+D+L
+D+S
+D+0.750L
+D+0.750L+0.750S
+0.60D
L Only
S Only
Sketches
.C:
0
L9
L0
Max. X -X Deflection
Distance
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
5.50 in
Load 1
Max. Y -Y Deflection
Distance
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 it
+X
1<.420k
10.420k