HomeMy WebLinkAboutENGINEERING CALCS - 16-00580 - 1050 Larch - SFRAugust 22, 2016
Architect/Designer: Hearthstone Design
Contractor/Builder: Green Works Builders
REFERENCE: Lot 9 Block 7 Pinebrook Estates
Rexburg, ID
Plan R -1754a-114.
The calculations for this project are valid for the plan and lot(s) referenced and are subject to the following
conditions:
Design Criteria:
IBC/IRC 2015
Roof Snow Load: 35 psf Floor Live Load: 40 psf
Roof Dead Load: 18 psf Floor Dead Load: 15 psf
Wind Speed and Exposure: 115 mph Exp. C
Seismic Zone: Section 1613, Cat. D Soils Report: 1500 psf - assumed
• Note: The lateral forces (Wind and Seismic) used in the design of this project are the minimum
required by the code. These minimum forces and the resulting design provide for a measure of safety
for preventing structural conditions causing failure or collapse. The design does not guarantee the
structure will not sustain damage during a seismic occurrence or high wind condition. Proper
construction of the following lateral resisting elements is necessary to obtain the level of safety
required by code:
1. Roof and floor diaphragm construction and attachment to supporting members (shearwalls, beams,
foundation).
2. Shear walls - proper nailing, blocking, and construction.
3. Foundation holdowns, anchor bolts, between level straps. All straps and holdowns must be placed as
shown on plans to work in conjunction with the shearwalls to prevent uplift and transfer all lateral and uplift
forces to the foundation.
Soils Condition:
It is the builder's responsibility to ensure the soil is suitable for construction. Any items that may affect the
structural design must be brought to the attention of the Engineer of record.
Revisions to Plans:
Any modifications, revisions, additions, or variations to the plans and the design void the design and all
responsibility and liability. All changes of any kind must be brought to the attention of the Engineer of
record prior to construction. This also applies if truss layout is different than that shown on the plans.
Additional Services:
Any modifications, revisions, additions, or variations requiring additional review or design will be billed at a
rate of $250.00 per hour (one hour minimum). Allow adequate time for review of any changes.
Should there be any clarifications, questions or comments relating to the design, please feel free to contact me.
Respectfully,
R. Lynn Carlson, S.E.
CES
Carlson Engineering Services, Inc.
550 North 200 W.et, Suite 110 bountiful, Lit 54010 (801) 296-2784 Fax 18011 .296-6253
Structural Design Calculations
Reference: Lot 9 Block'7 Pinebrook Estates Subdivision
Green Works Builders
Rexburg,ID
Plan R -1754a-114
Plans by: Hearthstone Design
Design Data:
Code: IBC 2015, ASCE 9-10
Seismic: IBC Section 1613, ASCE 7-10, Chaper 12, Seismic Design Category D
Site Soil: 1,500 psf Bearing (Assumed), Site Class D
Wind: 115 mph, Exp C , (3 sec. gust)
Roof Load: 35 psf (Ps)
Roof Slope: 6 (in/ft)
***Note: These calculations are lot specific (i.e., valid for this plan on this lot only).
These calculations must be reviewed and re -stamped to be valid if this plan is
built on another lot or modified in any way.
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Carlson Engineering Services, Inc.
38o North 200 West
Bountiful, Utah 84010
(bot) 296-2784 Fax (bot) 296-6253
r1c Aug -16
Sht 1 Rev o
Loading Summary
Floor D.L: 15 psf
Walls (Ext.) = psf
Walls (Int.) = 5.5 psf
Roof = 18 psf + L.L. (See below)
** Exterior Wall Types (Reference)
Type (1) - Brick
45.0 psf
Type (2) - Stucco
17.0 psf
Type (3) - Siding
8.0 psf
Type (4) - Wood
9.5 psf
Type (5) - Comb.
27.0 psf
Roof Snow Loads.- ASCE 7-10. Chapter 7 (Reference IBC 1608)
Snow = 35 psf
Slippery Surfaces (Unobstructed Sliding)
L.L.
35.0
psf
D.L.
15.0
psf
Total
50.0
psf
Elevation: 4500 ft
Additional snow load in seismic:
((Elev./1000)) - 5) x 0.025 x L.L.
Utah Amendment
T
Beam Loading (psf)
Seismic Loading = 21.6 psf
(20% of snow if over 40 psf + Utah amendment)
ric Aug -16
Sht 2 Rev 0
Seismic Design
ASCE 7-10,12.14.8.1
V= F`SDs•W
Ss= 150.00 Fa= 1.00
SDs = 0.667(Fj (Ss) = 1.001
Table 11.4-1 (Site Class D)
R
V = 1.0 'SDs'W
0.154
(F = 1.0 for 1 -story, F = 1.1
for 2 -stories,
F = 1.2 for 3 -story)
6.5
Roof (Transverse)
Width
x W (psf)
#/ft x
Lenqth
w(#)
Roof (1) =
38
21.6
819.375
40
32775
Roof (2) =
59
21.6
1272.19
21.5
27352
Roof (3) =
38
21.6
819.375
12
9833
Qty
Ht.
Length
Wt.
Walls Int.
2
4.0
73.5
10
5880
Total
75,840 #
Tvpe Lonq Walls
Qty
x psf x
Heiqht x
Lenqth
#
3 Wall (1)
2
8
8.9
40
5696
3 Wall (2)
1.2
8
5.5
21.5
1135
3 Wall (3)
1.2
8
4.5
12
518
Total
7,349 #
Tvpe End Walls
Qtv
x psf x
Heiqht x
Lenqth
#
3 Wall (1)
1
8
4
57
1824
3 Wall (2)
1
8
4.5
50
1800
3 Wall (3)
1
8
4.5
36
1296
Total mass tributary to roof level = 88,109 #
Total 4,920 #
rlc Aug -16
Sht 3 Rev 0
Upper Floor (Transverse
Width x W ()sf) #/ft x Lenqth w(#)
Floor (1) = N/A 0
Floor (2) = N/A
Floor (3) = N/A
Total 0 #
Tvpe Lonq Walls
Qtv x psf x
Height x Lenqth
#
Wall (1)
N/A
0
Wall (2)
N/A
0
Wall (3)
N/A
0
Total
0 #
Tvpe End Walls
Qtv x psf x
Height x Lenqth
#
Wall (1)
N/A
Wall (2)
N/A
Wall (3)
N/A
Total
0 #
Total mass tributary to upper level = 0 #
Total Seismic Mass = 88,109 #
Total Seismic Lateral Force = 13,562 #
rlc Aug -16
Sht 4 Rev 0
Seismic Force Distribution (Transverse)
(ft, kips)
1 Totals 1 88.11 1 1,208.581 13.56 1
V= 13.56 kips
Fx = 0.0112 (wxhx)
0.005386
rlc Aug -16
Sht 5 Rev 0
Roof Diaphragm Loading (Seismic)
(Transverse)
Roof Section
Motel)
Len th
I w® #/ft
10.7 Factorl
Uooer
An le E F G
H'
Basic s eedRoof
3 sec ust
-15.4
-8.8
Roof 1
6.61
40.00
165.2
116
N/A
30 to 45 1.1 -8.8 0.4
0 to 5
:12.8
-6.7
8.5
-4.0:
Roof 2
5.22
21.50
243.0
170
N/A
-4.7
11.9
-2.6.
Roof Ht
B
C
Roof 3
1:73
12.00
1 144.3
1 101 1
N/A
Wind Design
(Transverse
ASCE Figure 28.6-1
Vertical Pressures (osf)
Basic Speed
3 secgust)
Roof
Horizontal
n
Pressures
one
psn
Interior Zone -
I Ride Hei ht
An le E F G
H'
Basic s eedRoof
3 sec ust
-15.4
-8.8
-10.7
I
D
A
25.0 -7.2 -9.8 -5.2
-7.8
30 to 45 1.1 -8.8 0.4
0 to 5
:12.8
-6.7
8.5
-4.0:
Mean
Exp.
Ex
90
20.0
..17.8
-4.7
11.9
-2.6.
Roof Ht
B
C
25.0 16.1 2.6 11.7 2.7 -15. 1.00
1.21
20.0 -32.2 -22.4 -22.4
30 to 45
14.4
9.9
11.5
7.9
20
1.00.
1.29
15.0
26.3
-8.7
17.5
-5.0
25
1.00
1.35
20.0
29.0
-7.7
19.4
-4.2.
30
1.00
1.40
115
25.0
26.3
4.2
19.1
4.3
35
1.05
1.45
30 to 45
23.6
16.1
16.8
12.9
40
1.09
1.49
0 to 5
26.8
-13.9
17.8
-8.2
45
1.12
1.53
130
20.0
37.1
-9.8
24.7
-5.4
1 50 1
1.16
1.56
25.0
33.6
5.4
24.3 1
5.5
1 55 1
1.19
1.59
30 to 45
1 30.1
20.6
24.0 1
16.5
1 60 1
1.22
1.62
Vertical Pressures (osf)
Basic Speed
3 secgust)
Roof
..a"
Wind
If
Zone
I Ride Hei ht
An le E F G
H'
90
Oto 5
-15.4
-8.8
-10.7
-6.8
20.0 -15.4 -10.7 -10.7
-8.1
25.0 -7.2 -9.8 -5.2
-7.8
30 to 45 1.1 -8.8 0.4
-7.5
115
15.0
-25.2
-16.5
-17.5
-12.6
20.0 -25.2 -17.5 -17.5
-13.3
25.0 -11.7 -15.9 -8.5
-12.8
30 to 45 9.1 -14.3 7.9
-12.3
130
0 to 5-32.3
143
-18.4
-22.4
-14.2
20.0 -32.2 -22.4 -22.4
-17.0
25.0 1 -14.9 1 -20.4 -10.8
-16.4
30 to 45 2.3 -18.3 0.8
-15.7
ASCE?-10 28.6.3
..a"
Wind
If
Section
I Ride Hei ht
Eave Ht
I Wall Ht
10% Horz
40% Eavei
3 ft
1
18.0
8.0
4.0
7.4
3.2
3.0
204
2
18.0
8.0
4.0
7.4
3.2
3.0
204
3
13.5
9.0
4.5
7.4
3.6
3.0
143
rlc Aug -16
Sht 6 Rev 0
Conterminous 48 States f" OWV-6 \ IP
2005 ASCE 7 Standard
Latitude = 43.8231
Longitude = -111.7924
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0,17v = 1.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 0.468 (Ss, Site Class B)
1.0 0.162 (S1, Site Class B)
O-- -7
2uIF- SOV
[VIC
35N 1stE Building Safety Department
Rexburg, ID 83440 City of Rexburg
www.rexbvrg.org
208.359.3022
or Text:
C IT Y OF
REXBURG
America's Family Community
Office Hours: Monday -Friday 8:00am-4:00pm
Single Family Residential Pre -Construction Checklist
Seismic Design Category — D ✓
Ground Snow — 50 lbs. per sq. ft. ✓
Roof Snow Load — 35 lbs. per sq. ft.
Wind Load — 90 MPH ✓
Frost Depth -36" aw dig Nth�
The following items should be completedbe oreyou submityour building permit application.
Completion ofa Budding PertnitApplication: You may print this application from our website
www.rex �burg.org or pickup a copy at the City HallAnnex Building (address above).
FotResidentialPermits: (the following is regtiircd to be submitted befote the Apptication can be approved)
❑ 2 sets of site plans and 2 sets of building plans (must be drawn to scale)
-Plans must include foundation plan, floor joist layout, floor plan, roof layout, sectional views, front, back,
and side elevations, mechanical layout, stair details and any details required to illustrate special construction.
❑ Energy Compliance Report: The State of Idaho has adopted the International. Energy Conservation Code
(IECC). A Compliance Review must be completed and submitted (the rescheck software is available online
at -,vww.energycodes.gov).
❑ Page 2 of the Application must include the Idaho Contractor's Registration Number or the exemption form
must be completed and signed, see Page 10.
❑ Page 5 of the Application must be completed and signed by your Plumber.
❑ Page 6 of the Application must be completed and signed by your Mechanical Contractor.
❑ Page 8 of the Application must be completed and signed by your Electrician.
❑ Home owners: please complete page 6 of the application if you will be doing your own electrical work.
❑ Truss details including engineered floor joists are required.
❑ Property Line form needs to be signed by the builder or owner, see Page 4.
Subdivisions: If you plan to build in a subdivision please check the Rexburg Development Code for any
requirements such as, property setbacks, architecture board approval, etc. This information is available from the
Planning & Zoning Department at the Annex Building located at 19 East Main.
New Residential Homes: If your building permit is for a new home, you will need the parcel number (a parcel
number is the county's property ident#ication which recognizes a plot of lana and a new physical address will be issued. If you
do not know the parcel number and cannot find a record of it, please bring the name of the subdivision, phase, and
the lot and block numbers. The correct location is vital to assure correct addressin .
Remodels: If you are considering a remodel, a gM of the bid or estimate for the remodel must be submitted with
the Permit Application.
• 2 sets of Plans are required (may need IECC Review).
• Additions are the same requirements as new construction.
fi�� �� ��ih�--�'
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��
Project: R -1754a (Rexburg)
Location: RB -1 Side
Roof Beam
[2015 International Building Code(2012 NDS)]
( 2 ) 1.76 IN x 9.5 IN x 7.0 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 380.6%
CAUTIONS
Ladj =
Laminations are to be fully connected to provide uniform transfer of loads to a
DEFLECTIONS Cents
Roof Live Load:
Live Load 0.03 IN L12480
35
Dead Load 0.02 in
Roof Dead Load:
Total Load 0.05 IN U1661
15
Live toad Deflection Criteria: U240 Total Load Deflection Criteria: U240
REACTIONS A 12
TW =
Live Load 1113 Ib 813 Ib
ft
Dead Load 549 Ib 399 Ib
WT =
Total Load 1662 Ib 1212 Ib
plf
Bearing Length 0.63 in 0.46 in
LL =
45
psf
BEAM DATA
DL=
Span Length 7 ft
psf
Unbraced Length -Top 0 ft
TW =
Unbraced Length -Bottom 0 ft
ft
Roof Pitch 0 :12
LL =
Roof Duration Factor 1.15
Ib
MATERIAL PROPERTIES
DL=
1.9E Microllam - iLevel Trus Joist
Ib
Base Values
Adiusted
Bending Stress: Fb = 2600 psi
Fb' = 3087 psi
Cd=1.15 CF=1.03
WALL =
Shear Stress: Fv = 285 psi
Fv' = 328 psi
Cd=1.15
Modulus of Elasticity: E = 1900 ksi
E'= 1900 ksi
Comp.-Lto Grain: Fc -1= 750 psi
Fc -1'= 750 psi
Controlling Moment: 2818 ft -Ib
3.5 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 1461 Ib
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Recd
Provided
Section Modulus: 10.95 in3
52.65 1n3
Area (Shear): 6.69 int
33.25 int
Moment of Inertia (deflection): 36.12 in4
250.07 in4
Moment: 2818 ft -Ib 13541 ft -Ib
Shear: 1461 Ib
72651b
page
R. Lynn Carlson
CES
380 North 200 West, Suite 110 0f
. ' Bountiful, Utah 84010
StruCalc Version 9.0.2.5
members
8/19/2016 11:15:03 AM
-_'-
Side One:
Ladj =
7
ft
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW =
5
ft
Side Two:
WT =
260
plf
Roof Live Load:
LL =
45
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW =
0
ft
Point Live Load
LL =
700
Ib
Point Dead Load
DL=
350
Ib
Point Load Location
@
2
ft
Wall Load:
WALL =
0
olf
Adjusted Beam Length:
Ladj =
7
ft
Beam Self Weight:
BSW =
10
plf
Beam Uniform Live Load:
wL =
175
plf
Beam Uniform Dead Load:
wD_adj =
85
plf
Total Uniform Load:
WT =
260
plf
Project: R. Lynn Carlson
R -1754a (Rexburg) i page
Location: RB -1 CES
Roof Beam 380 North 200 West, Suite 110 d
[2012 International Building Code(2012 NDS)] Bountiful Utah 84010
(2 ) 1.75 IN x 9.5 IN x 15.0 FT StruCalc Version 9.0.2.5 8/19/2016 11:13:36 AM
1,9E Microllam -. iLevel Trus Joist
Section Adequate By: 91.0% Ow
'Laminations are to be fully connected to provide uniform transfer of loads to all members
Live Load 0.34 1N U536
Dead Load 0.19 in
Total: Load 0.52 IN U344
Deflection Criteria: U180
Live Load 1050 Ib
1050 Ib
Dead Load 588 Ib
588 Ib
:Total Load 1638 Ib
1638 Ib
Bearing Length.. 0.62 in
.0.62 in
BEAM DATA
ft
Span Length
15 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
0 ft
Roof Pitch
0 :12
Roof Duration Factor 1.15
psf
MATERIAL PROPERTIES
1.9E Microllam -iLevel Trus Joist
Base Values
Fb = 2600 psi
Cd=1.15 CF=1.03
Fv = 285 psi
Cd=1.15
E= 1900 ksi
Fc - 750 psi
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Comp.-Lto Grain:
Controlling Moment: 6142 ft -Ib
7.5 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 1474 Ib
At a distance d from support.
Created by combining all dead and live loads.
Roof Live Load: LL = 35 psf
Adjusted
Roof Dead Load:
DL=
17
psf
Fb' = 3087 psi
Tributary Width:
TW =
4
ft
130.91 in4
Side Two:
Moment:
6142 ft -Ib
13541 ft -Ib
Fv' = 328 psi
Roof Live Load:
U. =
35
psf
WT=
Roof Dead Load:
DL=
17
psf
E' = 1900 ksi
Tributary Width:
TW =
0
ft
Fc --I-' = 750 psi
Wall Load:
WALL =
0
Comparisons with required sections:
Read
Provided
Section Modulus:
23.88 in3
52.65 in3
Area (Shear):
6.75 in2
33.25 in2
Moment of Inertia (deflection):
130.91 in4
250.07 in4
Moment:
6142 ft -Ib
13541 ft -Ib
Shear:
1474 lb
7265 lb
SLOPEIPITCH ADJUSTED LENGTHS
AND
LOADS
Adjusted Beam Length:
Ladj =
15
ft
Beam Self Weight:
BSW =
10
plf
Beam Uniform Live Load:
wL=
140
plf
Beam Uniform Dead Load:
wD_adj =
78
pit
Total Uniform Load:
WT=
218
plf
Carlson Engineering Services, Inc.
2,D- , i, 54010 1g01j 293-775.
Project: R -1754a (Rexburg)
Location: RB -3
Roof Beam
[2012 International Building Code(2012 NDS)]
(2) 1.751N x 11.876 IN x 16.2 FT
1.9E Microllam -!Level Trus Joist
Section Adequate By: 270.3%
page
r R. Lynn Carlson
CES
380 North 200 West, Suite 110 of
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 11:13:35 AM
to all
Live Load
0.18 IN U1109
Dead Load
0.11 in
Total Load
0.28 IN U689
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180
Live Load
851 Ib
851 Ib
Dead Load
.518 Ib
518 Ib
Total Load
1369 Ib
1369 Ib
Bearinq Length
0.52 in
0.52 in
Span Length 16.2 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 it
Roof Pitch 0 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
Ladj =
1.9E Microllam - iLevel Trus Joist
LL =
Base Values
Adjusted
Bending Stress: Fb = 2600 psi
Fb' =^ 2994 psi
Cd=1.15 CF=1.00
psf
Shear Stress: Fv = 285 psi
Fv' = 328 psi
Cd=1.15
ft
Modulus of Elasticity: E = 1900 ksi
E'= 1900 ksi
Comp. -L to Grain: Fc -1= 750 psi
Fc -1'= 750 psi
Controlling Moment: 5544 ft -Ib
LL =
8.1 ft from left support
psf
Created by combining all dead and live loads.
DL =
Controlling Shear: 1205 Ib
psf
At a distance d from support.
TW =
Created by combining all dead and live loads.
ft
Comparisons with required sections: Read
ProvIded
Section Modulus: 22.22 in3
82.26 in3
Area (Shear): 5.51 int
41.56 in2
Moment of Inertia (deflection): 127.6 in4
488.41 in4
Moment: 5544 ft -Ib
20525 ft -Ib
Shear: 1205 lb
9081 Ib
Side One:
Adjusted Beam Length:
Ladj =
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
3
ft
Side Two:
plf
Total Uniform Load:
WT=
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL =
17
psf
Tributary Width:
TW =
0
ft
Wall Load:
WALL =
0
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
16.2
ft
Beam Self Weight:
BSW =
13
plf
Beam Uniform Live Load:
wL =
105
plf
Beam Uniform Dead Load:
wD_adj =
64
plf
Total Uniform Load:
WT=
169
plf
Carlson Engineering Services, Inc.
20_'IG 5s�,t •,!, 84010 !BO'., 298-27�_- Fa. OC'1 29a o2oT
Project: R -1754a (Rexburg)
Location: RB -3 GLB
Roof Beam
[2012 International Building Code(2012 NDS)]
3.125 IN x 10.5 IN z 16.2 FT
24F -V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 131.9%
Controlling Factor: Deflection
MATERIAL PROPERTIES
24F -V4 - Visually Graded Western Species
]3gg:Q
Provided
Section Modulus:
Base Values
Adiusted
Bending Stress:
Fb =
2400 psi
Controlled by
130.01 in4
Fb_cmpr =
1850 psi
Fb' = 2760 psi
13207 ft -Ib
Cd=1.15
-1189 lb
6666 lb
Shear Stress:
Fv =
265 psi
Fv' = 305 psi
Cd=1.15
Side One:
Modulus of Elasticity:
E =
1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc -
650 psi
Fc - -L= 650 psi
Controlling Moment: 5351 ft -lb
8.1 ft from left support
Created by combining all dead and live loads.
Controlling Shear:.. -1189 Ib
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
]3gg:Q
Provided
Section Modulus:
23.26 in3
57.42 in3
Area (Shear):
5.85 int
32.81 int
Moment of Inertia (deflection):
130.01 in4
301.46 in4
Moment:
5351 ft -Ib
13207 ft -Ib
Shear:
-1189 lb
6666 lb
Page
R. Lynn Carlson
CES
380 North 200 West, Suite 110 or
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 11:13:35 AM
LOADING DIAGRAM
re
A-Ar-rs.z
B
ROOF LOADING
Side One:
Roof Live Load: LL =
35 psf
'.
Roof Dead Load: DL =
17 psf
Tributary Width: Nil =
3 ft
Side Two:
Roof Live Load: LL =
35 psf
Roof Dead Load: DL =
17 psf
Tributary Width: TW =
0 ft
Wall Load: WALL=
0
pit
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
16.2
ft
Beam Self Weight:
BSW =
7
plf
Beam Uniform Live Load:
wL =
105
plf'.,
Beam Uniform Dead Load:
wD_adj =
58
plf
Total Uniform Load:
WT=
163
plf
Carlson Engineering Services, Inc.
"i- 20- Bow U- 5F010 1eC' 298-27�� -_': 29� -6253
Project: R-1 754a (Rexburg)
Location: RB -4
Roof Beam
[2012 International Building Code(2012 NDS)]
(2) 1.51N x 9.251N x 4.2 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 90.2% G.YL
Laminations are to be fully connected to
Live Load 0.01 IN L13520
Dead Load 0.01 In
Total Load 0.02 IN U2355
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
.REACTIONS
A
0
Live Load
1360 Ib
1360 Ib
Dead Load
673 Ib
673 Ib
Total Load
2033 Ib
2033 Ib
Bearing Length
1.08 in
1.08 in
Span Length 4.2 It
Unbraced Length -Top 0 It
Unbraced Length -Bottom 0 ft
Roof Pitch 0 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Comparisons with required sections:
Base Values
Ad6usted
Bending Stress:
Fb = 900 psi
Fb' = 1139 psi
Area (Shear):
Cd=1.15 CF=1.10
27.75 in2
Shear Stress:
Fv = 180 psi
Fv' = 207 psi
Moment:
Cd=1.15
4059 ft -Ib
Modulus of Elasticity:
E = 1600 ksi
E'= 1600 ksi
Comp. -L to Grain:
Fc --L = 625 psi
Fc -1' = 625 psi
Controlling Moment:
2134 ft -Ib
psf
2.1 ft from left support
DL=
17
Created by combining all dead and live loads.
Tributary Width:
Controlling Shear:
1301 Ib
ft
At a distance d from support.
WALL=
0
Created by combining all dead and live loads.
Comparisons with required sections:
Recd
Provided
Section Modulus:
22.5 in3
42.78 in3
Area (Shear):
9.43 int
27.75 in2
Moment of Inertia (deflection):
15.13 in4
197.86 in4
Moment:
2134 ft -Ib
4059 ft -Ib
Shear:
1301 Ib
38301b
page
- R. Lynn Carlson
CES
380 North 200 West, Suite 110
StruCalc Version 9.0.2.5 8/19/2016 11:13:36 AM
Side One:
AND LOADS
Adjusted Beam Length:
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
17
ft
Side Two:
321
plf
Total Uniform Load:
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
1.5
ft
Wall Load:
WALL=
0
SLOPEIPITCH ADJUSTED LENGTHS
AND LOADS
Adjusted Beam Length:
Ladj=
4.2
ft
Beam Self Weight:
BSW =
6
plf
Beam Uniform Live Load:
wL =
648
plf
Beam Uniform Dead Load:
wD_adj =
321
plf
Total Uniform Load:
WT=
968
plf
Carlson Engineering Services, Inc.
71'-t 2 Mfr_ -s 'IO Bent % UT 54010. !8011 293-27,5— =3x
Project: R-1754a(Rexburg)
Location: RB -5
Roof Beam
[2012 International Building Code(2012 NDS)]
(2) 1.751N x 9.51N x 6.2 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 144.1%
page
R. Lynn Carlson
rd
w
CES
� 380 North 200 West, Suite 110 o�
Live toad 0.05 1N U1381
Dead Load 0.03 in
Total Load 0.08 1N L/921
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
Live Load
2387
Ib
2387
Ib
Dead Load
1192
Ib
1192
Ib
Total load
3579
Ib
3579
Ib
Bearino Lenath
1.36
in
1.36
in
Span Length 6.2 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pilch 0 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
1.9E Microllam - !Level Trus Joist
Comparisons with required sections:
Base Values
Adiusted
Bending Stress:
Fb = 2600 psi
Fb' = 3087 psi
Area (Shear):
Cd=1.15 CF=1.03
33.25 int
Shear Stress:
Fv = 285 psi
Fv' = 328 psi
Moment:
Cd=1.15
13541 ft -Ib
Modulus of Elasticity:
E = 1900 ksi
E'= 1900 ksi
Comp.-Lto Grain:
Fc -1= 750 psi
Fc -1'= 750 psi
Controlling Moment:
5547 ft -Ib
psf
3.1 ft from left support
DL =
17
Created by combining all dead and live loads.
TributaryWidth:
Controlling Shear:
-2720 lb
ft
At a distance d from support.
WALL =
0
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Section Modulus:
21.57 in3
52.65 in3
Area (Shear):
12.45 in2
33.25 int
Moment of Inertia (deflection):
48.86 in4
250.07 in4
Moment:
5547 ft -Ib
13541 ft -Ib
Shear:
-2720 lb
7265 lb
StruCalc Version 9.0.2.5 8/19/2016 11:13:37 AM
Side One:
LENGTHS
AND LOADS
Roof Live Load:
LL =
35
psf
. Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
17
ft
Side Two:
770
pit
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL =
17
psf
TributaryWidth:
TW =
5
ft
Wall Load:
WALL =
0
SLOPE/PITCH ADJUSTED
LENGTHS
AND LOADS
Adjusted Beam Length:
Ladj =
6.2
ft
Beam Self Weight:
BSW =
10
plf
Beam Uniform Live Load:
wL =
770
pit
Beam Uniform Dead Load:
wD_adj =
384
plf
Total Uniform Load:
WT=
1154
plf
Carlson Engineering Services, Inc.
�_r nls -
t, 20C t, t, -.'10 6o1 -t `u, Lr 8c✓'0 rR011 298-27x4 ..°a
Project: R -1754a (Rexburg)
Location: RB -6
Roof Beam
[2012 International Building Code(2012 NDS)]
(2) 1.751N x9.51N x 10.0 FT
1.9E Microllam •iLevel Trus Joist
Section Adequate. By: 37.1%
Laminations are to be fully connected to provide uniform transfer of loads to
DEFLECTIONS
Center
Live Load
0.25 IN LJ483
Dead Load
0.13 in
Total Load
0.37 IN L/321
Live Load Deflection Criteria:, 0240 Total Load Deflection Criteria: U180
RCAt IIVNO
H_
Unbraced Length -Top
6
Unbraced Length -Bottom
Live Load
2625
Ib
2625
Ib
.Dead Load
1327
Ib
1327
Ib
Total Load
3952
Ib
3952
Ib
Bearing Lenath
1.51
in
1.51
in
Span Length
10 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
0 ft
Roof Pitch 0
:12
Roof Duration Factor 1.15
Moment of Inertia (deflection):
MATERIAL PROPERTIES
250.07 in4
1.9E Microllam - Level Trus
Joist
13541 ft -Ib
Base Values
Bending Stress:
Fb= 2600 psi
Total Uniform Load:
Cd=1.15 CF=1.03
Shear Stress:
Fv = 285 psi
35
Cd=1.15
Modulus of Elasticity:
E = 1900 ksi
Comp.-Lto Grain:
Fc -1= 750 psi
Controlling Moment: 9880 ft -Ib
5.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -3399 lb
At a distance d from support.
Created by combining all dead and live loads.
Ad'uste
Fb' = 3087 psi
Fv' = 328 psi
E'= 1900 ksi
Fc -1'= 750 psi
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
38.41 in3
52.65 in3
Area (Shear):
15.55 in2
33.25 in2
Moment of Inertia (deflection):
140.38 in4
250.07 in4
Moment:
9880 ft -Ib
13541 ft -Ib
Shear:
-3399 lb
7265 lb
page
GB
.Lynn Carlson.CES
380 North 200 West, Suite 110
Bountiful Utah .84010
SlruCalc Version 9.0.2.5 8/19/2016 11:13:37 AM
Side One:
AND LOADS
Adjusted Beam Length:
Ladj =
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
10
ft
Side Two:
pit
Total Uniform Load:
wT=
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
5
ft
Wall Load:
WALL =
0
SLOPE/PITCH ADJUSTED LENGTHS
AND LOADS
Adjusted Beam Length:
Ladj =
10
If
Beam Self Weight:
BSW =
10
pif
Beam Uniform Live Load:
wL =
525
pit
Beam Uniform Dead Load:
wD_adj =
265
pit
Total Uniform Load:
wT=
790
plf
Project: R -1754a (Rexburg)
Location: RB -7
Multi -Loaded Multi -Span Beam
12012 International Building Code(2012 NDS)]
(2) 1.751N x 11.875 IN x 9.2 FT
1.9E Microllam iLevel Trus Joist
Section Adequate By: 42.6%
Controllina Factor: Moment
page
=200West,
10 of
StruCalc Version 9.0.2.5 8/19/2016 11:13:33 AM
Laminations are to be fully connected to provide uniform transfer of loads to all members I
Live Load 0.12 IN U931
Dead Load 0.06 in
Total Load 0.18 INU611
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
Live Load 3293 Ib
2097 Ib
Dead Load 1709 Ib
1133 Ib
Total Load 5002 Ib
3230 Ib
Bearing Length 1.91 in
1.23 in
BEAM DATA
Center
Span Length
9.2 It
Unoraced Length -Top
0 ft
Unbraced Length -Bottom
9.2 It
Live Load Duration Factor
1.00
Nntdh Denth
0.00
1.9E Microllam- iLevel Trus Joist
Recd
Provided
Base Values
Bending Stress:
Flo =
2600 psi
21.55 in2
Cd=1.00
CF --1.00
Shear Stress:
Fv =
285 psi
12517 ft -Ib
Cd=1.00
Shear:
Modulus of Elasticity:
E =
1900 ksi
Comp. J-toGrain:
Fc -1=
750 psi
Adjusted
Fb' = 2604 psi
Fv' = 285 psi
E' = 1900 ksi
Fc -1'= 750 psi
Controlling Moment: 12517 ft -Ib
3.96 Fl from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 4095 Ib
At a distance d from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with. required sections:
Recd
Provided
Section Modulus:
57.69 in3
82.26 in3
Area (Shear):
21.55 in2
41.56 in2
Moment of Inertia (deflection):
191.78 in4
488.41 in4
Moment:
12517 ft -Ib
17848 ft -Ib
Shear:
4096 lb
7897 lb
1
JV
V
Uniform Live Load 0 Of
Uniform Dead Load 0 plf
Beam Self Weight 13 pif
Total Uniform Load 13 Of
Load Number One
Live Load 2600 Ib
Dead Load 1300 Ib
Location 4 It
Load Number
One
Two
Left Live Load
650 plf
200 plf
Left Dead Load
323 pif
108 pif
Right Live Load
650 plf
200 pif
Right Dead Load
323 plf
108 plf
Load Start
0 ft
5 It
Load End
3 It
9.2 It
Load Length
3 It
4.2 it
Carlson Engineering Services, Inc.
5_ �_ 112 . 50�r,.. . '�T b�'.OIO (BG 298-27.4 Paz X01' 1 2 6 253
Project: R-1 754a (Rexburg)
Location. FB -1
Uniformly Loaded Floor Beam
[2012 International Building Code(2012 NDS)]
(2) 1.51N x 7.251N x 3.2 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 90.0%
Controlling Factor: Moment
page
R. Lynn Carlson
CES
380 North 200 West, Suite 110 m
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 11:13:38 AM
CAUTIONS
*. Laminations are to be fully connected to provide uniform transfer of loads to all members
1 Wan Loaa
DEFLECTIONS Center
LOADING DIAGRAM
Live toad 0.01 IN L/3525
Base Values
Dead Load 0.00 in
Fb = 900 psi
Total Load 0.02 IN 02551
Cd=1.00 CF=1.20
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
Fv = 180 psi
REACTIONS A 4.
Live Load. ` 1126. Ib 1126 Ib
Modulus of Elasticity:
!bead Load 430 lb 430 Ib
Comp. - to Grain:
Total Load 1556 Ib 1556 Ib
Controlling Moment:
Bearing Length 0.83 in 0.83 in
1.6 ft from left support
Beam Total Dead Load:
BEAM DATA - Center
-
Span Length 3.2 It
At a distance It from support.
Unbraced Length -Top 0 ft
- 3.2 It
13
Floor Duration Factor 1.00
pit
Notch. Depth 0.00
Total Maximum Load:
MATERIAL PROPERTIES
1 Wan Loaa
#2 - Douglas -Fir -Larch
Section Modulus:
u pit
Base Values
Bending Stress:
Fb = 900 psi
21.75 in2
Cd=1.00 CF=1.20
Shear Stress:
Fv = 180 psi
Moment:
Cd=1.00
Modulus of Elasticity:
E = 1600 ksi
Comp. - to Grain:
Fc -1= 625 psi
Controlling Moment:
1245 ft -Ib
1.6 ft from left support
Beam Total Dead Load:
Created by combining all dead and live loads.
Controlling Shear:
996 lb
At a distance It from support.
Beam Self Weight:
Created by combining all dead and live loads.
FLOOR LOADING
Side 1 Side 2
Ad usted Floor Live Load I'LL = 40 psf 40 psf
Fb' = 1080 psi Floor Dead Load FDL = 15 psf 15 psf
Floor Tributary Width FTW = 17.6 It 0 ft
Fv' = 180 psi
Comparisons with required sections:
1 Wan Loaa
VVALL =
Section Modulus:
u pit
E' = 1600 ksi
Area (Shear):
8.3 in2
21.75 in2
Moment of Inertia (deflection):
Fc --L' = 625 psi
BEAM LOADING
Moment:
1245 ft -1b
2365 ft -Ib
Shear:
Beam Total Live Load:
wL =
704
plf
Beam Total Dead Load:
wD =
264
plf
Beam Self Weight:
BSW =
5
pit
Total Maximum Load:
wT =
973
plf
Comparisons with required sections:
Read
Provided
Section Modulus:
13.83 in3
26.28 in3
Area (Shear):
8.3 in2
21.75 in2
Moment of Inertia (deflection):
9.73 in4
95.27 in4
Moment:
1245 ft -1b
2365 ft -Ib
Shear:
99616
2610 lb
Project R 1754a (Rexburg)
Location FB -2
Uniformly Loaded Floor Beam
[2012 International Building Code(2012 NDS)]
( 2 ) 1,75 IN x 9.5 IN x 8.5 FT
1.9E Microllam -iLevel Trus Joist
Section Adequate By. 54.0% O I ORAL DPT
page
0 R. Lynn Carlson /
CES
380 North 200 West, Suite 110 of
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 11:13:38 AM
'- Laminations are to be fully connected to provide uniform transfer of loads to all members.
Live Load: 0.15 IN U679
Dead Load 0.06 in
Total Load 0.21 IN U488
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
Live Load
2584
Ib
2584
Ib
Dead Load
1013
to
1013
Ib
Total Load
3597
to
3597
Ib
Bearina Lenath
1.37
in
1.37
in
Span Length 8.5 ft
Unbraced Length -Top 0 It
Floor Duration Factor 1.00
MATERIAL PROPERTIES
Reo'd
Provided
1.9E Microllam -iLevel Trus Joist
34.18 in3
52.65 in3
Base Values
Adiusted
Bending Stress:
Fb = 2600 psi
Fb' = 2684 psi
250.07 in4
Cd=1.00 CF=1.03
7644 ft -Ib
Shear Stress:
Fv = 285 psi
Fv' = 285 psi
6318 Ib
Cd=1.00
ft
Modulus of Elasticity:
E = 1900 ksi
E'= 1900 ksi
Comp. -L to Grain:
Fc -1= 750 psi
Fc -L'= 750 psi
Controlling Moment:
7644 ft -Ib
BEAM LOADING
4.25 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
2950 Ib
608
At a distance dfrom support.
Created by combining all dead and live loads.
wD =
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
34.18 in3
52.65 in3
Area (Shear):
15.52 in2
33.25 in2
Moment of Inertia (deflection):
132.63 in4
250.07 in4
Moment:
7644 ft -Ib
11775 ft -Ib
Shear:
29501b
6318 Ib
Side 1
Side
Floor Live Load
FLL =
40
psf
40
psf
Floor Dead Load
FDL =
15
psf
15
psf
Floor Tributary Width
FTW =
15.2
ft
0
It
Wall Load
WALL=
0 plf
BEAM LOADING
Beam Total Live Load:
wL =
608
pif
Beam Total Dead Load:
wD =
228
pif
Beam Self Weight:
BSW =
10
pif
Total Maximum Load:
wT=
846
pif
Project: R-1 754a (Rexburg)
Location: FB -3
Combination Roof And Floor Beam
[2012 International Building Code(2012 NDS)]
(2) 1.51N x 7.251N x 3.2 FT
#2 , Douglas -Fir -Larch - Dry Use
Section Adequate By: 157.4%
page
R. Lynn Carlson /
.CES
380 North 200 West, Suite 110 or
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 11:13:39 AM
Laminations are to be fully connected to provide uniform transfer of loads to all
DEFLECTIONS
Center
Live Load
0.01 1N U4638
Dead toad
0.00 in
Total Load
0.01 IN L/3005
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
Live Load 856 Ib 856 Ib
Dead Load 465 Ib 465 Ib
Total Load 1321 Ib 1321 Ib
Bearino Lenath 0.70 in 0.70 in
Span Length
3.2 ft
Unbraced Length -Top
0 ft
Roof Pitch
0 :12
Floor Duration Factor
1.00
Roof Duration Factor
1.15
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Roof Uniform Live Load:
Base Values
Adjusted
Bending Stress:
Fb = 900 psi
Fb' = 1242 psi
35 psf
Cd=1.15 CF=1.20
Roof Dead Load
Shear Stress:
Fv= 180 psi
Fv'= 207 psi
Roof Tributary Width
Cd=1.15
13 ft
Modulus of Elasticity:
E = 1600 ksi
E'= 1600 ksi
Comp. -1- to Grain:
Fc --L= 625 psi
Fc -1'= 625 psi
Controlling Moment:
1057 ft -Ib
alk_2
1.6 ft from left support
I'LL =
40 psf
Created by combining all dead and live loads.
Floor Dead Load
Controlling Shear:
846 Ib
15 psf
At a distance d from support.
FTW =
2 ft
Created by combining all dead and live loads.
Wall Load
Comparisons with required sections: Read
Provided
Section Modulus:
10.21 in3
26.28 in3
Area (Shear):
6.13 int
21.75 int
Moment of Inertia (deflection):
7.61 in4
95.27 in4
Moment:
1057 ft -Ib 2720 ft -Ib
Shear:
846 lb
3002 lb
Roof Uniform Live Load:
wL-roof =
Side 7
Side 2
Roof Live Load
RLL =
35 psf
35 psf
Roof Dead Load
RDL =
17 psf
17 psf
Roof Tributary Width
RTW =
13 ft
0 ft
FLOOR LOADING
BSW =
5
plf
Combined Uniform Live Load:
wL =
Side 1
alk_2
Floor Live Load
I'LL =
40 psf
40 psf
Floor Dead Load
FDL =
15 psf
15 psf
Floor Tributary Width
FTW =
2 ft
0 ft
Wall Load
WALL =
35
plf
Roof Uniform Live Load:
wL-roof =
455
pif
Roof Uniform Dead Load:
wD-roof =
221
plf
Floor Uniform Live Load:
wL-floor=
80
pif
Floor Uniform Dead Load:
wD-floor=
30
plf
Beam Self Weight:
BSW =
5
plf
Combined Uniform Live Load:
wL =
535
pif
Combined Uniform Dead Load:
wD =
291
plf
Combined Uniform Total Load:
WT=
826
plf
Controllinq Total Desiqn Load:
wT-cont =
826
plf
Project: R -1754a (Rexburg)
Location: FB -4
Uniformly Loaded Floor Beam
(2015 International Building Code(2012 NDS)]
(2) 1.751N x 9.51N x 3.5 FT
1.9E Microllam - !Level Trus Joist
Section Adequate By: 27.3%
', Laminations are to be fully connected to provide uniform transfer o
DEFLECTIONS Cents
Live load 0.01 IN U3062
Dead Load 0.01 in
Total Load 0.02 IN U2093
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:
Live Load
3767
Ib
2053 Ib
Dead Load
1752
Ib
917 Ib
Total Load
5519
Ib
2970 Ib
Bearing Length
2.10
in
1.13 in
Span Length 3.5 ft
Unbraced Length -Top 0 ft
Floor Duration Factor 1.00
Notch Depth. 0.00
WALL=
MATERIAL PROPERTIES
0 plf
1.9E Microllam - !Level Trus Joist
Floor Live Load
Base Values
Adjusted
Bending Stress: Fb = 2600 psi
FU = 2684 psi
Cd=1.00 CF=1.03
Floor Dead Load
Shear Stress: Fv = 285 psi
Fv' = 285 psi
Cd=1.00
15
Modulus of Elasticity: E = 1900 ksi
E'= 1900 ksi
Comp.-Lto Grain: Fc -1= 750 psi
Fc -1'= 750 psi
Controlling Moment: 5139 ft -Ib
0
1.75 ft from left support
Point Live Load
Created by combining all dead and live loads.
4000
Controlling Shear: 4961 Ib
At a distance d from support.
Point Dead Load
Created by combining all dead and live loads.
1950
Comparisons with required sections: Read
Provided
Section Modulus: 22.98 jn3
52.65 1n3
Area (Shear): 26.11 in2
33.25 in2
Moment of Inertia (deflection): 29.4 in4
250.07 in4
Moment: 5139 ft -Ib 11775 ft -Ib
Shear: 4961 Ib
63181b
page
C�\ R Lynn Carlson /
i/� CES
380 North 200 West, Suite 110 or
Bountiful, Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 11:21:46 AM
Wall Load
WALL=
Side 1
0 plf
Si e 2
Floor Live Load
FILL =
40 psf
Beam Total Live Load:
40
psf
Floor Dead Load
FDL =
15 psf
195
15
psf
Floor Tributary Width
FTW =
13 ft
Total Maximum Load:
0
It
Point Live Load
LL =
4000
Ib
Point Dead Load
DL =
1950
Ib
Point Load Location
@
1
ft
Wall Load
WALL=
0 plf
BEAM LOADING
Beam Total Live Load:
wL =
520
plf
Beam Total Dead Load:
wD =
195
plf
Beam Self Weight:
BSW =
10
plf
Total Maximum Load:
wT =
725
plf
Project: R -1754a (Rexburg) Page
1 /� R. Lynn Carlson /
Location: Standard Footings (\ .CES
Footing 1 380 North 200 West, Suite 110 nr
[2012 International Building Code(2012 NDS)] - Bountiful Utah 84010
Footing Size: 20.0 IN Wide x 10.0 IN Deep Continuous Footing With 8.0 IN Thick SlruCalc Version 9.0.2.5 8/19/2016 11:13:39 AM
x 96.0 IN Tall Stemwall
LongitudinalReinforcemenC (3) Continuous #4 Bars
TransverseReinforcement: #4 Bars @ 9.00 IN. O.C. (unnecessary)
Section Footing Design Adequate
FOOTING CALCULATIONS
Bearing Calculations
Ultimate Bearing Pressure:
Qu =
1180 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1375 psf
Width Required:
Wreq =
1.43 int
Beam Shear Calculations (One Way Shear):
Mn =
0 in -Ib
Beam Shear:
Vut =
0 Ib
Allowable Beam Shear:
Vc1 =
6162 Ib
Transverse Direction:
Bending Calculations:
PL=
690 Ib
Factored Moment:
Mu =
2372 in -Ib
Nominal Moment Strength:
Mn =
0 in -Ib
Reinforcement Calculations:
Pu =
2635 Ib
Concrete Compressive Block Depth:
a =
0.49 in
Steel Required Based on Moment:
As(1) =
0.01 in2
Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1):As(2) =
0.25 in2
Controlling Reinforcing Steel:
As-reqd =
0.25 in2
Selected Reinforcement:
Trans: #4's @ 9.0 in. o.c.
Reinforcement Area Provided:
As =
0.25 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
- Ld-sup =
3 in
Longitudinal Direction:
Reinforcement Calculations:
Min. Code Req'd Reinf. Flex. Members (ACI -10.5.1): As(2) =
0.42 in2
Controlling Reinforcing Steel:
As-reqd
= 0.42 in2
Selected Reinforcement:
Longitudinal: (3) Cont.
#4 Bars
memroicenient rvea nuvwau.
a in
T
3 I
T
FOOTING LOADING
Live Load:
PL=
690 Ib
Dead Load:
PD =
476 Ib
Total Load:
PT =
1966 Ib
Ultimate Factored Load:
Pu =
2635 Ib
Project: R-1 754a (Rexburg)
Location: Girder Truss Support
Column
[2012 International Building Code(2012 NDS)]
(S) 1.6 IN x 3.5 IN z 9.0 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 45.9%
P
R. Lynn Carlson
CES
380 North 200 West, Suite 110
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 11:13:34 AM
CAUTIONS
,' Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1
Live Load: Vert-LL-Rxn = 4620 Ib
Dead Load: Vert-DL-Rxn= 2341 Ib
Total Load: :Vert-TL•Rxn = 6961 Ib
Total Column Length:
9 It
Unbraced Length (X-A)ds) Lx:
4.5 It
Unbraced Length (Y -Axis) Ly:
4.5 ft
Column End Condtion-K (e):
1
Axial Load Duration Factor
1.00
COLUMN PROPERTIES
#2 - Douglas -Fir -Larch
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Total Load Only (L + D)
Actual Compressive Stress:
Base Values Adiusted
442
Compressive Stress: "
Fc = 1350 psi Fc'_ 817 psi
Fc' =
817
Cd=1.00 Cf" -1.15 Cp=0.53
Eccentricity Moment (X -X Axis):
Bending Stress (X -X Axis):
Fbx = 900 psi Fbx' = 1553 psi
ft -Ib
Eccentricity Moment (Y -Y Axis):
Cd=1.00 CF=1.50 Cr -1.15
0
Bending Stress (Y -Y Axis):
Fby = 900 psi Fby' = 1553 psi
Mx=
0
Cd=1.00 CF=1.50 Cr -1.15
Moment Due to Lateral Loads (Y -Y Axis):
Modulus of Elasticity:
E = 1600 ksi E'= 1600 ksi
ft -Ib
Column Section(X-X Axis):
dx= 3.5
in
Column Section(Y-Y Axis):
dy= 4.5
in
Area:
A= 15.75
m2
Section Modulus(X-X Axis):
Sx= 9.19
in3
Section Modulus(Y-Y Axis):
Sy= 3.94
in3
Slenderness Ratio:
Lexfdx = 15.43
CSF =
0.54
Ley/dy = 12
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Total Load Only (L + D)
Actual Compressive Stress:
Fc =
442
psi
Allowable Compressive Stress:
Fc' =
817
psi
Eccentricity Moment (X -X Axis):
Mx -ex =
0
ft -Ib
Eccentricity Moment (Y -Y Axis):
My-ey =
0
ft -Ib
Moment Due to Lateral Loads (X -X Axis):
Mx=
0
ft -Ib
Moment Due to Lateral Loads (Y -Y Axis):
MY=
0
ft -Ib
Bending Stress Lateral Loads Only (X -X Axis):
Fbx =
0
psi
Allowable Bending Stress (X -X Axis):
Fbx' =
1553
psi
Bending Stress Lateral Loads Only (Y -Y Axis):
Fby =
0
psi
Allowable Bending Stress (Y -Y Axis):
Fby' _
1553
psi
Combined Stress Factor:
CSF =
0.54
Q
Live Load:
PL =
4620 to
Dead Load:
PD=
23101b
Column Self Weight:
CSW =
31 Ib
Total Load:
PT =
6961 Ib
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