HomeMy WebLinkAboutSTRUCTURAL CALCS - 16-00578 - 1032 Larch - SFRAugust 22, 2016
Architect/Designer: Hearthstone Design NEFF
Contractor/Builder: Green Works Builders
REFERENCE: Lot 8 Block 7, Pinebrook Estates Subdivision
Rexburg, ID
Plan TS -2346a-017.
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.
330 Neth 200 Nlost, :,it= 110 6ountlful, UT 54010 (801) 296-2784 Fax (80,) 296-6253
Structural Design Calculations
Reference: TS -2346a-017
Lot 8 Block 7
Pinebrook Estates Subdivsion
Rexburg, Idaho
Green Works Builders
Plans by: Hearthstone Design
Design Data:
Code: IBC 2015, ASCE 7-10
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: 8 (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.
W
Carlson Engineering Services, Inc.
380 North 200 West rlc Aug -16
Bountiful, Utah 84010
(801) 296-2784 Fax (801) 296-6253 Sht 1 Rev 0
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) - No
L.L.
35.0
psf
D. L.
15.0
psf
Total,
50:0 ,
psf > Beam Loading (psf)
Elevation: 4500 ft
Additional snow load in seismic:
((Elev./1000)) - 5) x 0.025 x L. L.
Seismic Loading = 21.6' psf
rlc
Sht 2
Aug -16
Rev 0
Seismic Design
ASCE 7-10,12.14.8.1
V = F'SDs W
R
V= 1.1 `SDS -W 0.079
6.5
Ss= 43.80 Fe 1.60
SDs = 0.667(Fe) (Ss) = 0.467
Table 11.4-1 (Site Class D)
(F = 1.0 for 1 -story, F = 1.1 for 2 -stories, F = 1.2 for 3 -story)
Roof (Transverse)
Width
x
W (psf)
#/ft x
Lenqth
w (#)
Roof (1) =
38
21.6
819.375
14
11471
Roof (2)=
40
21.6
862.5
27
23288
Roof (3) =
45
21.6
970.313
33.5
32505
Qty
Ht.
Length
Wt.
Walls Int.
2
4.0
74.5
10
5960
Total
73,224 #
Type
Lonq Walls
Qtv
x
psf x
Heiqht x
Lenqth
#
2
Wall (1)
2
17
4.9
14
2332
2
Wall (2)
2
17
4.7
27
4315
2
Wall (3)
2
17
6.8
33.5
7745
Total
14,392 #
Type
End Walls
Qtv
x
psf x
Heiqht x
Lenqth
#
2
Wall (1)
1
17
4.5
43
3290
2
Wall (2)
2
17
4
38
5168
2
Wall (3)
1
17
5
56
4760
Total mass tributary to roof level = 100,834 #
Total 13,218 #
rlc Aug -16
Sht 3 Rev 0
Upper Floor (Transverse
Width x W (psf) #/ft x Length w (#)
Floor (1) = N/A - 0
Floor (2) = 26 15 390 27 10530
Floor (3) = N/A - -
Total 10,530 #
Tvpe Lonq Walls
Qty x psf x
Heiqht
x Lenqth
#
Wall (1)
N/A
0
-
2 Wall (2)
2 17
10
27
9180
Wall (3)
N/A
0
Total
9,180 #
Tvpe End Walls
Qtv x psf x
Heiqht
x Length
#
Wall (1)
N/A
-
2 Wall (2)
2 17
10
26
8840
Wall (3)
N/A
-
Total 8,840 #
Total mass tributary to upper level = 28,550 #
Total Seismic Mass = 129,384 #
Total Seismic Lateral Force = 10,235 #
ric Aug -16
Sht 4 Rev 0
Seismic Force Distribution (Transverse)
(ft, kips)
1 IOtals I 12U.3t1 1 7,779.651 90.23 1
V = 10.23 kips
Fx = 0.0058 (wxhx)
0.00736
ric Aug -16
Sht 5 Rev 0
�m�a�ao
1 IOtals I 12U.3t1 1 7,779.651 90.23 1
V = 10.23 kips
Fx = 0.0058 (wxhx)
0.00736
ric Aug -16
Sht 5 Rev 0
Roof Diaphragm Loading (Seismic)
(Transverse)
Roof Section
F total
Len th
WO #/ft
0.7 Factor U er
I Rid a Height,
An g le E F G
H
3 sec ust
I
Roof 1
1.19
14.00
84.8
59 N/A
-8.1
25.0 -7.2 -9.8 -5.2
-7.8
to 5
.12.8 -
Roof 2
4.02
27.00
148.8
104 39
Ex
90
.20.0
17.8
-4.7
Roof 3
3.55
33.50
106.1
74 N/A
Wind Design
(Trans ver e
ASCE Figure 28.6-1
s
Basic Speed
I RRoot
Horizontal Pressures
Endone
s
Interior
Zone
I Rid a Height,
An g le E F G
H
3 sec ust
I
IIA
of
W
f Dgents
20.0 -15.4 -10.7 -10.7
-8.1
25.0 -7.2 -9.8 -5.2
-7.8
to 5
.12.8 -
-6.7
.5
-4.0
.Mean
Ex
Ex
90
.20.0
17.8
-4.7
11.9
-2.6
Roof Ht
B
C
18
-.4
25.0
16.1
2.6
11:7
2.7
15
1.00
1.21
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
115
20.0
29.0
77.7 -
19.4
-4.2
30
1.00
1.40
25.0
26.3
4.2
19.1
4.3
35
1.05
1.45
30 to 45
23.6
16.1
18.8
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
-9.8.1.16
1.56
25.0
33.6
5.4
24.3
5.5
55
1.19
1.59.
30 to 45
I 30.1
I 20.6
24.0 1
16.5 1
60 1
1.2
1 1.62
Basic Speed
3 sec gusQ
Roof
.,all
Wind
I
Zone
I Rid a Height,
An g le E F G
H
90
0 to 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
18
-.4
-22.4
-14.2
20.0 -32.2 -22.4 -22.4
-17.0
25.0 -14.9 -20.4 -10.8
-16.4
30 to 45 2.3 -18.3 0.8 1
-15.7
ASCE 7.10 28.6.3
1
.,all
Wind
I
Section
I Rid a Height,
Eave Ht
Wall Ht
10% Horz
40% Eave
3 ft
1
14.6
9.0
4.5
7.5
3.6
3.0
157
2
22.6
18.0
4.0
7.5
7.2
3.0
135
3
22.6
18.0
13.5
7.5
7.2
3.0
313
rlc Aug -16
Sht 6 Rev 0
OIG
wr wigAW5 Ov > f
f=�
Project: TS -2346a Rexburg
Location: RB -1
Roof Beam
[2015 International Building Code(2012 NDS)]
( 2 ) 1.751N x 11.875 IN x 18.2 FT
1.9E Microllam !Level Trus Joist
Section Adequate By: 102.5%
Controllina Factor: Deflection
page
R. Lynn Carlson
CES
/
(`
f%0
380 North 200 West, Suite 110 or
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:45 PM
I . Laminations are to be fullv connected to orovide uniform transfer of loads to all members I
Live Load
0.28 IN U782
Dead Load
0.17 in
Total Load
0.45 IN U486
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U240
Live Load
956
Ib
956
Ib
Dead Load
582
Ib
582
Ib
Total Load
1538
Ib
1538
Ib
Bearina Lenath
0.59
in
0.59
in
Span Length 18.2 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 it
Roof Pitch 0 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
1.9E Microllam - iLevel Trus Joist
Side One:
.Base Values
AdFusted
Bending Stress:
Fb = 2600 psi Fb' =
2994 psi
35
Cd=1.15 CF=1.00
Roof Dead Load:
Shear Stress:
Fv = 285 psi Fv' =
328 psi
Tributary Width:
Cd=1.15
3
Modulus of Elasticity:
E = 1900 ksi E'=
1900 ksi
Comp.-Lto Grain:
Fc -J-= 750 psi Fc -1'= 750 psi
Controlling Moment:
6997 ft -Ib
35
9.1 ft from left support
Roof Dead Load:
DL=
Created by combining all dead and live loads.
psi
Controlling Shear:
1384 Ib
0
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Rea'd
Provided
Section Modulus:
28.04 in3
82.26 in3
Area (Shear):
6.33 in2
41.56 int
Moment of Inertia (deflection):
241.25 in4
488.41 in4
Moment:
6997 ft -Ib
20525 ft -Ib
Shear:
1384 Ib
9081 Ib
Side One:
AND LOADS
Adjusted Beam Length:
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
3
ft
Side Two:
64
plf
Total Uniform Load:
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psi
Tributary Width:
TW =
0
It
SLOPEIPITCH ADJUSTED LENGTHS
AND LOADS
Adjusted Beam Length:
Ladj =
18.2
It
Beam Self Weight:
BSW =
13
plf
Beam Uniform Live Load:
wL =
105
pit
Beam Uniform Dead Load:
wD_adj =
64
plf
Total Uniform Load:
WT=
169
pit
Project: TS -2346a Rexburg
Location: RB -2
Roof Beam
[2015 International Building Code(2012 NDS)]
(2) 1.75 IN x 9.5 IN x 4.2 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 121.5%
P
R. Lynn Carlson
CES
380 North 200 West, Suite 110
'Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:45 PM
of loads to all members
DEFLECTIONS Center
Adjusted Beam Length:
Live Load 0.02 IN 02156
4.2
Dead Load 0.01 in
LL =
Total Load 0.04 IN U1430
psf
.Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/240
DL=
17
REACTIONS A B
Tributary Width:
Live Load 2580 Ib 2449 Ib
15.5
Dead Load 1309 Ib 1242 Ib
Side Two:
Total Load 3889 Ib 3691 Ib
WT=
Bearing Length 1.48 in 1.41 in
Roof Live Load:
LL =
35
BEAM DATA
Roof Dead Load:
Span Length 4.2 ft
17
Unbraced Length -Top 0 It
Tributary Width:
Unbraced Length -Bottom 0 ft
0
Roof Pitch 0 :12
Point Live Load
Roof Duration Factor 1.15
2750
MATERIAL PROPERTIES
Point Dead Load
1.9E Microllam - iLevel Trus Joist
1400
Base Values
Adjusted
Bending Stress: Fb = 2600 psi
Fb' = 3087 psi
Cd --1.15 CF --1.03
Shear Stress: Fv= 285 psi
Fv'= 328 psi
Cd=1.15
Modulus of Elasticity: E = 1900 ksi
E'= 1900 ksi
Comp. -L to Grain: Fc -1= 750 psi
Fe -1'= 750 psi
Controlling Moment: 6113 ft -Ib
2.1 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 3271 Ib
At a distanced from support.
Created by combining all dead and live loads.
Comparisons with required sections: Reo'd
Provided
Section Modulus: 23.77 in3
52.65 in3
Area (Shear): 14.97 int
33.25 int
Moment of Inertia (deflection): 41.97 in4
250.07 in4
Moment: 6113 ft -Ib 13541 ft -Ib
Shear: 3271 Ib
7265 lb
Side One:
Adjusted Beam Length:
Ladj =
4.2
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
15.5
ft
Side Two:
Total Uniform Load:
WT=
816
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
0
ft
Point Live Load
LL =
2750
Ib
Point Dead Load
DL=
1400
Ib
Point Load Location
@
2
ft
Wall Load: WALL= 0 plf
SLOPEIPITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
4.2
ft
Beam Self Weight:
BSW =
10
plf
Beam Uniform Live Load:
wL =
543
plf
Beam Uniform Dead Load:
wD_adj =
274
plf
Total Uniform Load:
WT=
816
plf
Project TS -2346a Rexburg
Location: RB -3
Roof Beam
[2015 International Building Code(2012 NDS)]
(2) 1.751N x 9.51N x 12.0 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 179.8%
Conlrollina Factor: Deflection
CAUTIONS
' Laminations are to be fully connected to provide uniform transfer of loads to a
LENGTHS
AND LOADS
DEFLECTIONS Center
Roof Live Load:
Live Load 0.14 IN U1048
35
-Dead toad 0.08 in
Roof Dead Load:
Total Load 0.21 IN U672
17
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U240
Tributary Width:
TW =
REACTIONS A B
ft
Live Load 840 Ib 840 Ib
78
Dead Load 470 Ib 470 Ib
Total Uniform Load:
Total Load 1310 Ib 1310 Ib
LL =
Bearing Length 0.50 in 0.50 in
psf
Roof Dead Load:
DL=
BEAM DATA
psf
Span Length 12 ft
TW =
Unbraced Length -Top 0 ft
ft
Unbraced Length -Bottom 0 It
WALL =
Roof Pitch 0 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
1.9E Microllam - iLevel Trus Joist
Base Values
Adjusted
Bending Stress: Fb= 2600 psi
Fb'= 3087 psi
Cd=1.15 CF=1.03
Shear Stress: Fv = 285 psi
Fv' = 328 psi
Cd=1.15
Modulus of Elasticity: E = 1900 ksi
E'= 1900 ksi
Comp.1 to Grain: Fc -1= 750 psi
Fc -1'= 750 psi
Controlling Moment: 3931 ft -Ib
6.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 1153 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Reo'd
Provided
Section Modulus: 15.28 in3
52.65 in3
Area (Shear): 5.28 int
33.25 int
Moment of Inertia (deflection): 89.36 in4
250.07 in4
Moment: 3931 ft -Ib 13541 ft -Ib
Shear: 1153 lb
7265 lb
page
r R. Lynn Carlson
�C CES /
380 North 200 West, Suite 110 or
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:46 PM
Side One:
LENGTHS
AND LOADS
Adjusted Beam Length:
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
4
ft
Side Two:
78
plf
Total Uniform Load:
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
0
ft
Wall Load:
WALL =
0
SLOPEIPITCH ADJUSTED
LENGTHS
AND LOADS
Adjusted Beam Length:
Ladj =
12
ft
Beam Self Weight:
BSW =
10
plf
Beam Uniform Live Load:
wL=
140
plf
Beam Uniform Dead Load:
wD_adj =
78
plf
Total Uniform Load:
WT=
218
plf
Project: TS -2346a Rexburg
Location: RB -4
Roof Beam
(2015 International Building Code(2012 NDS)]
(2) 1.75 IN x 9.5 IN x 9.2 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 486.1%
of
page
R. Lynn Carlson
. CES
380 North 200 West, Suite 110 0�
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:46 PM
all
Live Load
0.05 IN U2325
Dead Load
0.03 in
Total Load
0.07 IN 01490
..Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/240
REACTIONS
A ]a
Live Load
644 Ib 644 Ib
Dead Load
361 Ib 361 Ib
Total Load
1005 Ib 1005 Ib
Bearina Length
0.38 in 0.38 in
Span Length 9.2 ft
Unbraced Length -Top 0 It
Unbraced Length -Bottom 0 it
Roof Pitch 0 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
1.9E Microllam - iLevel Trus Joist
Side One:
Base Values
Ad "ust d
Bending Stress:
Fb-= 2600 psi
Fb' = 3087 psi
35
Cd=1.15 CF=1.03
Roof Dead Load:
Shear Stress:
Fv = 285 psi
Fv' = 328 psi
Tributary Width:
Cd=1.15
4
Modulus of Elasticity:
E= 1900 ksi
E'= 1900 ksi
Comp.-Lto Grain:
Fc -1= 750 psi
Fc -1'= 750 psi
Controlling Moment:
2311 ft -Ib
psf
4.6 ft from left support
DL =
17
Created by combining all dead and live loads.
TributaryWidth:
Controlling Shear:
844 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:
8.98 in3
52.65 in3
Area (Shear):
3.86 in2
33.25 in2
Moment of Inertia (deflection):
40.27 in4
250.07 in4
Moment:
2311 ft -Ib 13541 ft -Ib
Shear:
844 lb
7265 Ib
Side One:
LENGTHS AND
LOADS
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL =
17
psi
Tributary Width:
TW =
4
ft
Side Two:
wD_adj =
78
plf
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL =
17
psf
TributaryWidth:
TW =
0
ft
Wall Load:
WALL =
0
SLOPEIPITCH ADJUSTED
LENGTHS AND
LOADS
Adjusted Beam Length:
Ladj =
9.2
ft
Beam Self Weight:
BSW =
10
plf
Beam Uniform Live Load:
wL =
140
plf
Beam Uniform Dead Load:
wD_adj =
78
plf
Total Uniform Load:
WT=
218
plf
Project: TS -23468 Rexburg
Location: RB -5
Roof Beam
[2015 International Building Code(2012 NDS)]
(2) 1.51N x 9.251N x 5.5 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 10.9%
Controlling Factor: Moment
page
R. Lynn Carlson
CES
380 North 200 West, Suite 110 a�
Bountiful Utah 84010
SlruCalc Version 9.0.2.5 8/19/2016 4:22:47 PM
I : f aminations are to be fully connected to provide uniform transfer of loads to all members I
Live Load
0.04
IN L/1568
Dead Load
0.02
in
Total Load
0.06
IN U1049
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/240
Fv = 180 psi
Fv' = 207 psi
Moment:
REACTIONS
A
ja
Live Load
1781
Ib 1781 It,
Dead Load
881
Ib 881 Ib
Total Load
2662
Ib 2662 Ib
Bearing Length
1.42
in 1.42 in
Span Length 5.5 ft
Unbraced Length -Top 0 ft
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
Adjusted
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.-Lto Grain:
Fc -1= 625 psi
Fc - -L= 625 psi
Controlling Moment:
3660 ft -Ib
psf
2.75 ft from left support
DL=
17
Created by combining all dead and live loads.
Tributary Width:
Controlling Shear:
-1917 Ib
ft
At a distance d from support.
WALL =
0
Created by combining all dead and live loads.
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
38.58 in3
42.78 in3
Area (Shear):
13.89 int
27.75 in2
Moment of Inertia (deflection):
45.29 in4
197.86 in4
Moment:
3660 ft -Ib
4059 ft -Ib
Shear:
-1917 Ib
3830 Ib
Side One:
LENGTHS 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
pit
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 =
5.5
ft
Beam Self Weight:
BSW =
6
pit
Beam Uniform Live Load:
wL =
648
pit
Beam Uniform Dead Load:
wD_adj =
321
pit
Total Uniform Load:
WT=
968
pit
Protect: TS -2346a Rexburg
Location: FB -1
Combination Roof And Floor Beam
[2015 International Building Code(2012 NDS)]
( 2 ) 1.751N x 11.875 IN x 6.0 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 484.3%
page
R. Lynn Carlson
(\ CES
380 North 200 West, Suite 110 ar
Bountiful Utah 84010.
StruCalc Version 9.0.2.5 8/19/2016 4:22:47 PM
" Laminations are to be fully connected to provide uniform transfer of loads to all
DEFLECTIONS - Center
Live Load
0.01
IN U4907
Dead Load
0.01
in
Total Load
0.02
IN U3008
Live Load Deflection Criteria: 1-/360 Total Load Deflection Criteria: U240
REACTIONS
A
B
Live Load
1401
Ib 1401 Ib
Dead Load
885
Ib 885 Ib
Total Load
2286
Ib 2286 Ib
Span Length 6 ft
Unbraced Length -Top 0 it
Roof Pitch
0
:12
Floor. Duration Factor
1.00
Side
35
Roof Duration Factor
1.15
41.56 int
Notch. Depth
0.00
17
MATERIAL PROPERTIES
17
psf
1:911 Microllam -iLevel Trus Joist
Roof Tributary Width
RTW =
Base Values
Bending Stress:
2
Fib = 2600 psi
Fb' = 2994 psi
pit
Cd=1.15 CF=1.00
Shear Stress:
olf
Fv = 285 psi
Cd=1.15
Modulus of Elasticity:
E = 1900 ksi
Comp. -L to Grain:
Fc -1= 750 psi
Controlling Moment: 3428 ft -Ib
3.0 It from left support
Created by combining all dead and live loads.
Controlling Shear: 1554 Ib
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
Roof Live Load
RLL =
Side
35
1
psf
Side
35
2
psf
7.11 int
41.56 int
Roof Dead Load
RDL =
17
psf
17
psf
Adiusted
Roof Tributary Width
RTW =
6.2
ft
2
ft
Fb' = 2994 psi
pit
wT-cont =
762
olf
FLOOR LOADING
Fv'= 328 psi
Side 1
Side
Floor Live Load
FILL =
40
psf
40
psf
E' = 1900 ksi
Floor Dead Load
FDL =
15
psf
15
psf
Fc -1'= 750 psi
Floor Tributary Width
FTW=
4.5
It
0
It
Wall Load
WALL=
75
olf
Comparisons with required sections:
Read
Provided
Section Modulus:
13.74 in3
82.26 in3
Area (Shear):
7.11 int
41.56 int
Moment of Inertia (deflection):
38.97 in4
488.41 in4
Moment:
3428 ft -Ib
20525 ft -Ib
Shear:
15541b
9081 Ib
Roof Uniform Live Load:
Roof Uniform Dead Load:
Floor Uniform Live Load: -
Floor Uniform Dead Load:
Beam Self Weight:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load:
Controllino Total Destan Load:
wL-roof =
287
pit
wD-roof =
139
pit
wL-floor =
180
plf
wD-floor=
68
pit
BSW =
13
pit
wL =
467
plf
wD =
295
plf
wT=
762
pit
wT-cont =
762
olf
Project: TS -2346a Rexburg page
R. Lynn Carlson
Location: FB -2 - ( _ CES
Roof Beam ` 380 North 200 West, Suite 110 or
[2015 International Building Code(2012 NDS)] Bountiful Utah 84010
( 2) 1.75 IN x 9.51N x 6.2 FT StruCalc Version 9.0.2.5 8/19/2016 4:22:48 PM
2.0E Microllam -iLevel Trus Joist
Section Adequate By: 48.1%
Controlling Factor: Shear
CAUTIONS
Laminations are to be fully connected to orovide uniform transfer of loads to all members
Live Load 0.06 IN 1_/1350
Dead Load 0.03 in
Total Load 0.08 IN 1_/897
Live Load Deflection Criteria: 1_/240. Total Load Deflection Criteria: 1_/240
Live Load 1866 Ib
3582 Ib
Provided
Section Modulus:
Dead Load 946 Ib
1804 Ib
Area (Shear):
22.45 in2
Total Load 2812 Ib
5386 Ib
66.93 in4
250.07 in4
Bearing Length 1,07 in
2.05 in
13541 ft -Ib
Shear:
BEAM DATA
7265 lb
WT=
645
Span Length
6.2 ft
35
psf
Unbraced Length -Top
0 It
17
psf
Unbraced Length -Bottom
0 ft
3
It
Roof Pitch
0 :12
2800
Ib
Roof Duration Factor 1.15
DL=
1400
Ib
Point Load Location
@
MATERIAL PROPERTIES
2.oE Microllam -iLevel Trus Joist
ft
Base Values
Ad'ue e
Bending Stress:
Fb =
2600 psi
Fb' = 3087 psi
Cd=1.15
CF=1.03
Shear Stress:
Fv =
285 psi
Fv' = 328 psi
Cd=1.15
Modulus of Elasticity:
E =
2000 ksi
E'= 2000 ksi
Comp. J- to Grain:
Fc -1=
750 psi
Fc -1'= 750 psi
Controlling Moment: 6131 ft -Ib
3.1 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -4906 Ib
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Section Modulus:
23.83 in3
52.65 in3
Area (Shear):
22.45 in2
33.25 int
Moment of Inertia (deflection):
66.93 in4
250.07 in4
Moment:
6131 ft -Ib
13541 ft -Ib
Shear:
-4906 lb
7265 lb
Side One:
Adjusted Beam Length:
Ladj =
6.2
Roof Live Load:
LL =
35
psf
Roof Dead Load:
DL=
17
psf
Tributary Width:
TW =
9.2
ft
Side Two:
Total Uniform Load:
WT=
645
Roof Live Load:
LL=
35
psf
Roof Dead Load:
DL=
17
psf
TributaryWidth:
TW =
3
It
Point Live Load
LL =
2800
Ib
Point Dead Load
DL=
1400
Ib
Point Load Location
@
5
ft
Wall Load: WALL= 0 plf
SLOPEIPITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
6.2
ft
Beam Self Weight:
BSW =
10
plf
Beam Uniform Live Load:
wL =
427
pit
Beam Uniform Dead Load:
wD_adj =
218
plf
Total Uniform Load:
WT=
645
plf
Project: TS -2346a Rexburg
Location: FB -3
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2012 NDS)]
( 2 ) 1.751N x 11.875 IN x 10.0 FT
1.9E Microllam -!Level Trus Joist
Section Adequate By: 32%
page
/rr _ R. Lynn Carlson
CES
380 North 200 West, Suite 110 or
Bountiful, Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:48 PM
I " Laminations are to be fully connected to provide uniform transfer of loads to all members I
Live Load 0.22 IN 1./543
Dead Load 0.13 in
Total Load 0.35 IN 1.1346
I Live Load Deflection Criteria: 1./360 Total Load Deflection Criteria: 1./240 1
Live Load- 4400 Ib 4400 Ib
DeadLoad 2515 Ib 2515 Ib
Total Load 6915 Ib 6915 Ib
Bearina Lenath 2.63 in 2.63 in
Span Length 10 It
Unbtaced Length -Top 0 It
Unbraced Length -Bottom 10 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
Read
1.9E Microllam -!Level Trus Joist
pit
Base Values
Bending Stress:
Fb = 2600 psi
plf
Cd=1.00 CF=1.00
Shear Stress:
Fv = 285 psi
Fb' =
Cd=1.00
Modulus of Elasticity:
E = 1900 ksi
Comp.-LtoGrain:
Fc -1= 750 psi
1
Controlling Moment: 17287 ft -Ib
5.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 6102 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:
Read
Uniform Live Load 560
pit
79.67 in3
82.26 in3
Uniform Dead Load 330
plf
Adjusted
I Beam Self Weight 13
plf
Fb' =
2604 psi
Total Uniform Load 903
pif
POINT LOADS - CENTER SPAN
6102 lb
Fv' =
285 psi
Load Number One
Two
Live Load 1600 Ib 1600
Ib
E' =
1900 ksi
Dead Load 800 Ib
800 Ib
Fc -1' =
750 psi
Location 2.5 fl
7.5 ft
Controlling Moment: 17287 ft -Ib
5.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 6102 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:
Read
Provided
Section Modulus:
79.67 in3
82.26 in3
Area (Shear):
32.12 in2
41.56 int
Moment of Inertia (deflection):
338.87 in4
488.41 in4
Moment:
17287 ft -Ib
17848 ft -Ib
Shear:
6102 lb
7897 lb
z
Project. TS 2346a Rexburg
Location FB -4
Combination Roof And Floor Beam
[2015 International Building Code(2012 NDS)]
(2) 1.751N x 20.0 IN x 18.0 FT
1.9E Microllam -iLevel Trus Joist
Section Adequate By: 3.3%
page
R. Lynn Carlson
CES
/
(`
%0
380 North 200 West, Suite 110 or
Bountiful Utah 84010
SlruCalc Version 9.0.2.5 8/19/2016 4:22:49 PM
CAUTIONS
'. Laminations are to be fully connected to provide uniform transfer of loads to all members
Live Load
0.44 IN L/490
Dead Load
0.25 in
Total Load
0.69 IN U313
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
RDL =
17
REACTIONS
A B
Live Load
7448 Ib 7448 Ib
Dead Load
4224 Ib 4224 Ib
Total Load
11672 Ib 11672 Ib
Span Length 18 ft
Unbraced Length -Top 0 It
Roof Pitch 0
:12
RLL =
Floor Duration Factor 1.00
psf
233.33 in3
Roof Duration Factor 1.15
RDL =
17
Notch Depth 0.00
Adiusted
Roof Tributary Width
MATERIAL PROPERTIES
5.5
It
1.9E Microllam - iLevel Trus Joist
-9571 Ib
15295 lb
Base Values
Bending Stress:
Fb =
2600 psi
828
Cd=1.15
CF=O. 93
Shear Stress:
Fv =
285 psi
Side 1
Cd=1.15
Floor Live Load
Modulus of Elasticity:
E =
1900 ksi
Comp.J- toGrain:
Fc -1=
750 psi
Controlling Moment: 52523 ft -Ib
9.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -9571 Ib
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
Roof Live Load
RLL =
Side
35
psf
233.33 in3
Roof Dead Load
RDL =
17
psf
Adiusted
Roof Tributary Width
RTW=
5.5
It
Fb' = 2789 psi
-9571 Ib
15295 lb
22
plf
Combined Uniform Live Load:
FLOOR LOADING
828
plf
Combined Uniform Dead Load:
Fv' = 328 psi
469
pit
Side 1
wT =
Floor Live Load
FILL =
40
psf
E'= 1900 ksi
Floor Dead Load
FDL =
15
psf
Fc -1'= 750 psi
Floor Tributary Width
FTW=
1
ft
Wall Load
WALL =
50
Comparisons with required sections:
Read
Provided
Section Modulus:
225.97 in3
233.33 in3
Area (Shear):
43.8 in2
70 int
Moment of Inertia (deflection):
1791.04 in4
2333.33 in4
Moment:
52523 ft -Ib
54235 ft -Ib
Shear:
-9571 Ib
15295 lb
Side 2
35 psf
17 psf
17 It
Side 2
40 psf
15 psf
0 ft
Roof Uniform Live Load:
wL-roof=
788
plf
Roof Uniform Dead Load:
wD-roof =
383
plf
Floor Uniform Live Load:
wL-floor=
40
plf
Floor Uniform Dead Load:
wD-floor =
15
pit
Beam Self Weight:
BSW =
22
plf
Combined Uniform Live Load:
wL =
828
plf
Combined Uniform Dead Load:
wD =
469
pit
Combined Uniform Total Load:
wT =
1297
pif
Controlling Total Design Load:
wT-cont =
1297
plf
Project: TS -2346a Rexburg
Location: FB -4 steel
Combination Roof And Floor Beam
[2015 International Building Code(AISG 14th Ed ASD)]
A992-50 W1 ox26 x 18.0 FT
Section Adequate By: 22.3%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.47 IN U462
Dead Load 0.27 in
Total Load 0.74 IN U294
Live Load Deflection Criteria: U360
Total Load Deflection Criteria: L/240
REACTIONS A B
Yield Stress:
Live Load 7448 Ib 7448
Ib
Dead Load 4262 Ib 4262
Ib
Total Load 11710 Ib 11710
Ib
Bearing Length 0.74 in 0.74
in
BEAM DATA Centsr
tw=
Span Length 18 it
Flange Width:
Unbraced Length -Top 0 it
5.77 in
Roof Pitch 0 :12
if =
Floor Duration Factor 0.00
Distance to Web Toe of Fillet:
Roof Duration Factor 0.00
0.74 in
(•3i���l:U]9R:�tL
Properties:
Reard Rear
Provided
Yield Stress:
Fy =
50 ksi
Modulus of Elasticity:
E =
29000 ksi
Depth:
d =
10.3 in
Web Thickness:
tw=
0.26 in
Flange Width:
bf =
5.77 in
Flange Thickness:
if =
0.44 in
Distance to Web Toe of Fillet:
k =
0.74 in
Moment of Inertia About X -X Axis:
Ix =
144 in4
Section Modulus About X -X Axis:
SX =
27.9 in3
Plastic Section Modulus About X -X Axis:
Zx =
31.3 in3
Design Properties per AISC 14th Edition Steel Manual:
1301
Flange Buckling Ratio:
FBR =
6.56
Allowable Flange Buckling Ratio:
AFBR =
9.15
Web Buckling Ratio:
WBR =
33.92
Allowable Web Buckling Ratio:
AWBR =
90.55
Controlling Unbraced Length:
Lb =
0 ft
Limiting Unbraced Length -
for lateral -torsional buckling:
Lp =
4.8 ft
Nominal Flexural Strength w/ safety factor:
Mn =
78094 ft -Ib
Controlling Equation:
F2-1
Web height to thickness ratio:
h/tw, =
33.92
Limiting height to thickness ratio for eqn. G2-2:
h/tw-limit =
53.95
Cv Factor:
Cv=
1
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
53560 Ib
Controlling Moment: 52691 ft -Ib
9.0 It from left support
Created by combining all dead and live loads.
Controlling Shear: 11709 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Reard Rear
Provided
Moment of Inertia (deflection):
117.72 in4
144 1n4
Moment:
52691 ft -Ib
78094 ft -Ib
Shear:
117091b
535601b
page
0 R. Lynn Carlson CES
380 North 200 West, Suite 110 or
.Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:49 PM
Side 1 aKIL2
Roof Live Load RLL = 35 psf 35 psf
Roof Dead Load ROL = 17 psf 17 psf
Roof Tributary Width RTW= 5.5 ft 17 ft
FLOOR LOADIN
Side 1 Side 2
Floor Live Load FLL = 40 psf 40 psf
Floor Dead Load FDL = 15 psf 15 psf
Floor Tributary Width FTW = 1 it 0 it
I Wall Load WALL = 50 [)If I
Roof Uniform Live Load:
wL-roof =
788
pit
Roof Uniform Dead Load:
wD-roof=
383
pit
Floor Uniform Live Load:
wL-floor=
40
pit
Floor Uniform Dead Load:
wD-floor =
15
pif
Beam Self Weight:
BSW =
26
pit
Combined Uniform Live Load:
wL =
828
pit
Combined Uniform Dead Load:
wD =
474
pit
Combined Uniform Total Load:
wT =
1301
plf
Controllina Total Desion Load:
wT-cont =
1301
Dlf
Project: TS -2346a Rexburg
Location: FB -5
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2012 NDS)]
(2) 1.75 IN x 11.875 IN x 14.0 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 96.5%
are to be fully connected to
Live Load 0.24 IN L/708
Dead Load 0.10 in
Total Load 0.34 9N U496
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1725 Ib 2055 Ib
Dead Load 739 Ib 868 Ib
Total Load 2464 Ib 2923 Ib
Bearing Length 0.94 in 1.11 in
BEAM DATA Center
Span Length 14 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 14 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
1.9E Microllam- iLevel Trus Joist
Base Values Adiusted
Bending Stress: Fb = 2600 psi Fb' = 2604 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E = 1900 ksi E'= 1900 ksi
Comp.-Lto Grain: Fc -1= 750 psi Fc -1'= 750 psi
Controlling Moment: 8847 ft -Ib
7.14 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -2396 Ib
At a distance d from right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus: 40.78 in3 82.26 in3
Area (Shear): 12.61 int 41.56 in2
Moment of Inertia (deflection): 248.5 in4 488.41 in4
Moment: 8847 ft -Ib 17848 ft -Ib
Shear: -2396 lb 7897 lb
P
age
R. Lynn Carlson /
CES
360 North 200 West, Suite 110 or
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:50 PM
ft
Uniform Live Load
240
plf
Uniform Dead Load
90
plf
Beam Self Weight
13
plf
Total Uniform Load
343
pit
TRAPEZOIDAL LOADS -CENTER SPAN
Load Number One
Left Live Load 140 plf
Left Dead Load 55 plf
Right Live Load 140 plf
Right Dead Load 55 plf
Load Start 11 ft
Load End 14 it
Load Length 3 ft
Project: TS -2346a Rexburg
Location: FB -6
Uniformly Loaded Floor Beam
[2015 International Building Code(2012 NDS)]
( 2 ) 1.751N x 11.875 IN x 16.0 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 20.8%
Controlling Factor: Moment
[P::R. Lynn CarlsonCES
380 North 200 West, Suite 110
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:50 PM
CAUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
<DEFLECTIONS Center
LOADING DIAGRAM
..Live Load 0.42 IN U455
Dead Load 0.20 in
Total Load 0.62 IN U311
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 1661 Ib 1399 Ib
Dead Load 790 lb 678 Ib
Total Load 2451 Ib 2077 Ib
Bearing Length 0.93 in .0.79 in
BEAM DATA ,Center
Span Length 16 It
Unbraced Length -Top 0 It
left
-
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
FLOOR LOADING
1.9E Microllam - iLevel Trus Joist
Side
1
Side 2
Base Values
Adiusted
Floor Live Load
FLL =
40
psf
40 psf
Bending Stress: Fb = 2600 psi
Fb' = 2604 psi
Floor Dead Load
FDL =
15
psf
15 psf
Cd=1.00CF=1.00
Floor Tributary Width
FTW=
1.5
ft
0 ft
Shear Stress: Fv = 285 psi
Fv' = 285 psi
Cd=1.00
Point Live Load
LL =
2100
Ib
Modulus of Elasticity: E = 1900 ksi
E'= 1900 ksi
Point Dead Load
DL=
900
Ib
Comp. -Lto Grain: Fc -1= 750 psi
Fc -1' = 750 psi
Point Load Location
@
7
ft
Controlling Moment: 14772 ft -Ib
Wall Load
WALL =
0
plf
8.0 ft from left support
BEAM LOADING
-
Created by combining all dead and live loads.
Controlling Shear: 2360 Ib
Beam Total Live Load:
wL =
60
plf
Ata distanced from support.
Beam Total Dead Load:
wD =
23
plf
Created by combining all dead and live loads.
Beam Self Weight:
BSW =
13
plf
Total Maximum Load:
wT =
95
plf
Comparisons with required sections: Recd Provided
Section Modulus: 68.08 in3 82.26 in3
Area (Shear): 12.42 1n2 41.56 in2
Moment of Inertia (deflection): 386.39 in4 488.41 in4
Moment: 14772 ft -Ib 17848 ft -Ib
Shear: 2360 lb 7897 lb
Protect: TS -2346a Rexburg
Location. FB -7
Combination Roof And Floor Beam
[2015 International Building Code(2012 NDS)]
(2) 1.75 IN x 9.5 IN x 5.5 FT
1.9E Microllam - iLevel Trus Joist
Section Adequate By: 185.3%
Controllinq Factor: Moment
page
R. Lynn Carlson /
(` CES
380 North 200 West, Suite 110 or
Bountiful Utah. 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:51 PM
I ' Laminations are to be fully connected to Drovide uniform transfer of loads to all members I
Live Load 0.03 IN 1-11910
Dead Load 0.02 in
Total Load 0.05 IN 1-11213
Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria: 1-/240
Live Load 2198 Ib 2193 Ib
Dead Load 1259 Ib 1259 Ib
Total Load 3452 Ib 3452 Ib
Span Length 5.5 ft
Unbraced Length -Top 0 ft
Roof Pilch 0 :12
Floor Duration Factor 1.00
Roof Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
Reo'd
Provided
1.9E Microllam - iLevel Trus Joist
18.46 in3
52.65 in3
Base Values
Bending Stress:
Fb =
2600 psi
49.46 1n4
Cd=1.15
CF=1.03
Shear Stress:
Fv =
285 psi
2486 Ib
Cd=1.15
10
Modulus of Elasticity:
E =
1900 ksi
Comp. -L to Grain:
Fc -1=
750 psi
Controlling Moment: 4747 ft -Ib
2.75 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 2486 Ib
At a distance d from support.
Created by combining all dead and live loads.
Ad' s e
Fb' = 3087 psi
Fv' = 328 psi
E'= 1900 ksi
Fc -1'= 750 psi
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
18.46 in3
52.65 in3
Area (Shear):
11.38 int
33.25 m2
Moment of Inertia (deflection):
49.46 1n4
250.07 in4
Moment:
4747 ft -Ib
13541 ft -Ib
Shear:
2486 Ib
72651b
Roof Uniform Live Load:
wL-roof =
Side
Side
Roof Live Load
RLL =
35 psf
35 psf
Roof Dead Load
RDL =
17 psf
17 psf
Roof Tributary Width
RTW =
7 ft
5.5 ft
FLOOR LOADING
BSW =
10
plf
Combined Uniform Live Load:
wL =
Side 1
Side 2
Floor Live Load
FLL =
40 psf
40 psf
Floor Dead Load
FDL =
15 psf
15 psf
Floor Tributary Width
FTW =
2 ft
7 It
Wall Load
WALL=
100
Dlf
Roof Uniform Live Load:
wL-roof =
438
plf
Roof Uniform Dead Load:
wD-roof =
213
pit
Floor Uniform Live Load:
w1 --floor =
360
plf
Floor Uniform Dead Load:
wD-floor =
135
plf
Beam Self Weight:
BSW =
10
plf
Combined Uniform Live Load:
wL =
798
pit
Combined Uniform Dead Load:
wD =
458
plf
Combined Uniform Total Load:
wT =
1255
plf
Controlling Total Desion Load:
wT-cont =
1255
olf
Project: TS -2346a Rexburg
Location: FB -8
Multi -Loaded Multi -Span Beam
[2016 International Building Code(2012 NDS)]
(4) 1.75 IN x 11.875 IN x 15.0 FT
1.9E Microllam-iLevel Trus Joist
Section Adeouate Bv: 13.5%
page
R. Lynn Carlson
CES
380 North 200 West, Suite 110 o�
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:51 PM
Laminations are to be fully connected to provide uniform transfer of loads to all members. -1
Live load 0.37 IN U493
Dead Load 0.19 in
Total Load 0.56 IN U323
Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: U240
Live Load 4340 Ib
2395 Ib
Dead Load 2282 Ib
1332 Ib
Total Load 6622 Ib
3727 Ib
Bearing Length 1.26 in
0.71 in
BEAM DATA
Center
Span Length
15 ft
Unbraced Length -Top
0 It
Unbraced Length -Bottom
15 ft
Live Load Duration Factor
1.00
Notch Deoth
0.00
MATERIAL PROPERTIES
145 in3
164.52 in3
Area (Shear):
34.33 int
1.9E Microllam - iLevel Trus Joist
Moment of Inertia (deflection):
724.8 in4
976.63 in4
-
Base Values
Adjusted
Shear:
Bending Stress:
Fb =
2600 psi
Fb' =
2604 psi
Cd=1.00
CF=1.00
Shear Stress:
Fv =
285 psi
Fv' =
285 psi
Cd=1.00
Modulus of Elasticity:
E =
1900 ksi
E'=
1900 ksi
Comp.-Lto Grain:
Fc -1=
750 psi
Fc -1'=
750 psi
Controlling Moment: 31462 ft -Ib
5.1 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 6522 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: Read
Section Modulus:
145 in3
164.52 in3
Area (Shear):
34.33 int
83.13 in2
Moment of Inertia (deflection):
724.8 in4
976.63 in4
Moment:
31462 ft -Ib
35696 ft -Ib
Shear:
65221b
15794 lb
I
n
Uniform Live Load
60
pif
Uniform Dead Load
25
plf
Beam Self Weight
26
pif
Total Uniform Load
111
Of
Load Number One Two Three
Live Load 2835 Ib 2400 Ib 600 Ib
Dead Load 1400 Ib 1200 Ib 250 Ib
Location 5 ft 5 ft 5 fl
Project: TS -2346a Rexburg
Location: FB -8 AT FRONT
Multi -Loaded Multi -Span Beam
[2015 International Building Code(AISC 14th Ed ASD)]
A992-50 W1 Ox1 9 x 17.5 FT
Section Adequate By: 31.3%
Controlling Factor: Moment
STEEL PROPERTIES
W 10x19 - A992-50
Properties:
Recd
Yield Stress:
Fy =
Modulus of Elasticity:
E _
Depth:
d =
Web Thickness:
tw =
Flange Width:
bf =
Flange Thickness:
if =
Distance to Web Toe of Fillet:
k =
Moment of Inertia About X -X Axis:
lx=
Section Modulus About X -X Axis:
Sx =
Plastic Section Modulus About X -X Axis:
Zx =
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
FBR =
Allowable Flange Buckling Ratio:
AFBR =
Web Buckling Ratio:
WBR =
Allowable Web Buckling Ratio:
AWBR =
Controlling Unbraced Length:
Lb =
Limiting Unbraced Length -
for lateral -torsional buckling:
Lp =
Nominal Flexural Strength w/ safety factor:
Mn =
Controlling Equation:
F2-1
Web height to thickness ratio:
h/lw =
Limiting height to thickness ratio for eqn. G2-2:
h/tw-limit =
Cv Factor:
Cv =
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
50 ksi
29000 ksi
10.2 in
0.25 in
4.02 in
0.4 in
0.7 in
96.3 in4
18.8 in3
21.6 in3
5.09
9.15
35.24
90.55
Oft
3.09 ft
53892 ft -Ib
35.24
53.95
1
51000 Ib
Controlling Moment: 41032 ft -Ib
7.52 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 5873 Ib
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections:
Recd
Provide
Moment of Inertia (deflection):
72.89 in4
96.3 in4
Moment:
41032 ft -Ib
53892 ft -Ib
Shear:
5873 lb
51000 lb
page
R. Lynn Carlson /
��00 CES
380 North 200 West, Suite 110 or
.Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:52 PM
Project: TS -2346a Rexburg
Location: FB -9
Multi -Span Floor Beam
[2015 International Building Code(2012 NDS)]
(2) 1.75 IN x 11.875 IN x 20.5 FT(18+2.5)
1.9EMicrollam - iLevel Trus Joist
Section Adequate By: 78.2%
Controllinq Factor: Deflection
page
/ter R. Lynn Carlson
( CES
380 North 200 West, Suite 110 ar
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:52 PM
Laminations are to be fully connected to provide uniform transfer of loads to all members
-DEFLECTIONS
Center
2256 Ib
Riaht
LOADING DIAGRAM
Live Load
0.15 IN U1415
0.09
IN 21/642
Uplift .(1.5 FS)
Dead Load
0.03 in
0.01
in
1.36 in
Total Load
0.18 IN 01207
0.11
IN 21-/560
TW2=
Live Load Deflection Criteria: U360
Total Load Deflection Criteria: L/240
0
'five Load
540 lb
2256 Ib
Dead Load
224 Ib
1303 Ib
Total Load
764 Ib
3559 Ib
Uplift .(1.5 FS)
-16 Ib
0 Ib
Bearina Lenoth
0.29 in
1.36 in
Span Length 18
It 2.5
ft
psf
40
Unbraced Length -Top 0
ft 0
It
15
psi
Unbraced Length -Bottom 18
ft 2.5
ft
TW1 =
1.5
Floor Duration Factor 1.00
1.5
ft
Floor Tributary Width Side Two
TW2=
Notch Depth 0.00
ft
0
ft
Wall Load
MATERIAL PROPERTIES
0
olf
0
olf
1.9E Microllam - iLevel Trus Joist
60
pif
Total Dead Load
23
Base Values
Adjusted
Bending Stress:
Fb =
2600 psi
Fb' =
2261 psi
pif
Cd=1.00
CI=0.87 CF=1.00
pif
Shear Stress:
Fv =
285 psi
Fv' =
285 psi
Cd=1.00
Modulus of Elasticity:
E =
1900 ksi
E'=
1900 ksi
Comp.-Lto Grain:
Fc -1=
750 psi
Fc -1'=
750 psi
Controlling Moment: -4698 ft -Ib
Over right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Controlling Shear: 2346 ib
At a distance d from left support of span 3 (Right Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections: Read Provided
Section Modulus: 24.93 in3 82.26 in3
Area (Shear): 12.35 int 41.56 in2
Moment of Inertia (deflection): 274.14 in4 488.41 in4
Moment: -4698 ft -Ib 15501 ft -Ib
Shear: 2346 lb 7897 lb
1
Floor Live Load
FLL=
40
psf
40
psf
Floor Dead Load
FDL =
15
psi
15
psf
Floor Tributary Width Side One
TW1 =
1.5
ft
1.5
ft
Floor Tributary Width Side Two
TW2=
0
ft
0
ft
Wall Load
WALL=
0
olf
0
olf
Load Number One
Live Load 1400 Ib
Dead Load 800 Ib
Location 2 ft
BEAM LOADING
Center
RUN
Reduced Floor Live Load
40
psf
40
psf
Total Live Load
60
pif
60
pif
Total Dead Load
23
plf
23
plf
Beam Self Weight
13
pif
13
pif
Total Load
95
pif
95
plf
M
Project TS -2346a Rexburg
Location: Offset Wall On Floor Joists
Floor Joist
[2015 International Building Code(2012 NDS)]
TJI 210 / 11.875 -iLevel Trus Joist x 18.0 FT @ 8 O.C.
Section Adequate By: 25.0%
Controlling Factor: End Reaction
[JOIST PROPERTIES
1005 Ib
TJI 210 / 11.875 -iLevel Trus Joist
0 l
Base Values
Moment Cap:
Mcap = 3795 ft -Ib
2505 Ib
Cd = 1.00
Shear Stress:
Veep = 1655 Ib
TL Adj. For Joist Spacing wT =
Cd = 1.00
End Reaction:
Reap = 1005 Ib
Cd = 1.00
w/web stiffeners:
RcapWS = 0 Ib
Cd = 1.00
Interior Reaction:
IRcap= 2145 Ib
Dead Load (-Lto Joists):D1 =
Cd = 1.00
w/ web stiffeners:
(RcapWS = 2505 Ib
2
Cd = 1.00
E.I.:
EI = 315 Ib -int
Controlling Moment2066 ft -Ib
7.38 Ft from left support of span 3 (Right Span)
Created by combining all dead and live loads.
Controlling Shear: 804 Ib
0.0 Ft from left support of span 2 (Center Span)
Created by combining all dead and live loads.
Adlusted
Mcap' = 3795 ft -Ib
Reap' =
1005 Ib
RcapWS'=
0 l
IRcap' =
2145 Ib
(RcapWS' =
2505 Ib
EI' =
315 Ib -int
Comparisons with required sections: Recd Provided
E. 1.: 225 in2-Ib E6 315 int -Ib xE6
Moment: 2066 ft -Ib 3795 ft -Ib
Shear: 804 lb 1655 Ib
page
R. Lynn Carlson
CES
380 North 200 West, Suite 110
of
Bountiful Utah 84010
StruCalc Version 9.0.2.5 8/19/2016 4:22:53 PM
Uniform Floor Loading
Cents
Live Load LL =
40
psf
Dead Load DL=
15
psf
Total Load TL=
55
psf
TL Adj. For Joist Spacing wT =
36.7
plf
Wall Loading
Wall One
Live Load (-Lto Joists): L1 =
510
pif
Dead Load (-Lto Joists):D1 =
290
plf
Load Location X1 =
2
ft