HomeMy WebLinkAboutSTRUCTURE CALC - 16-00551 - 1070 Washington Blvd - New SFRYork
Structural Design
(801) 876-3501
pyyoIsT
wa e
9737
Structural Calculations
Jamestown
Founders Square BI L2
Rexburg, ID 83440
Prepared For:
KARTCH N ER
H O M E S
Kartchner Homes
601 W. 1700 S. Bldg B
Logan Utah 84321
435.755.9530
July 25, 2016
Structural Calculations
July 25, 2016
For: Kartchner Homes
Plan #: Jamestown
Location: Founders Square B l L2
From: York Engineering Inc.
4883 Old Highway Road, Suite A
Morgan, Utah 84050 (801) 876-3501
Design Criteria 2015 IRC:
Roof Load;
Roof Live Load (PSF) 40
Dead Load (PSF) 15
Floor Load;
Live Load (PSF) 40
Dead Load (PSF) 10
Seismic Zone: D
Wind Speed: '115 mph ult. Exposure C or
150 mph ult. Exposure B
Material Properties & Assumptions
Concrete (fc'): 3000 psi(found.) to 4000 psi (cusp. slab)
Concrete Reinforcement: ASTM A615 Grade 60 & Grade 40
Site Conditions: Dry & Stable granular based, 1500 PSF Bearing Capacity, Granular Based
Backfill (KH=35 pcf),Slope not to exceed 20%, Setback from slopes is minimum of 25'
Dimensional Lumber: Doug Fir 42 & BTR
Steel: ASTM A36
Use Simpson straps and tie downs, and meet nailing, reinforcement and other structural
requirements as noted on the drawing and within the pages of this document. These structural
calculations are based on conditions and assumptions listed above. If the conditions listed herein
are not met or are different it shall be brought to the attention of the engineer. Roof Truss and
beam system to be engineered by the supplier. This engineering assumes that the building site is
dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause
future flooding, settlement, site instability, or other adverse conditions. Verification of and
liability for the soil bearing pressure, site stability, and all other site conditions, including site
engineering as required, is the responsibility of others. These calculations and engineering are for
the new building structure only and do not provide any engineering analysis of or
liability/warranty for the non-structural portions of the building, or the site itself. York
Engineering Inc. does not assume the role of "Registered Design Professional in Responsible
Charge" on this project. The purpose of these calculations and engineering is to help reduce
structural damage and loss of life due to seismic activity and/or high wind conditions. The
contractor shall verify all conditions, dimensions and structural details of the drawing.
All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all
horizontal edges 1 %z" nominal or wider. Sheathing shall extend continuous from floor to top
plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than %z" from
edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend
sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall
plates 6" O.C.
The following general requirements shall be followed during construction:
1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors,
omissions, or discrepancies prior to construction.
2. Use Simpson A35 ties each cantilevered joist to sill or top plate.
3. Use Simpson Hl, H2.5 or equiv. ties each end of each truss.
4. Use 1/2" x 10" J bolts 32" O.C. all foundation walls up to 8'. Use 5/8" bolts with all walls over
8' high. Use 3" x 3" x 1/4" washers
5. If discrepancies are found, the more stringent specification shall be followed.
6. All multiple beams and headers to be nailed using 16d two rows 12" O.G.
7. Contractor shall assure that all materials are used per manufactures recommendations.
8. Site engineering and liability shall be provided by the owner/builder as required.
9. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers.
10. Contractor shall assure that footings are properly drained and that soil is dry and that footings
rest on undisturbed native soil and that building horizontal clearance from footings to adjacent
slopes be a minimum of 25 feet and that the intent of IRC section R403.1.7.2 is met. If set back
requirements of R403.1.7.2 cannot be met then contact engineer for further design requirements.
10. The contractor shall conform to all building codes and practices as per the 2015 IRC.
11. Use balloon framing method when connecting floors in split level designs.
12. Nail all shear walls to floorjoist using 2: 16d 16" O.C. Add additional floor joist as reqd.
13. Provide joist and rafter hangers as per manufacturers' specifications.
14. Foundation steps shall not exceed 4 feet or 1/2 the horizontal distance between steps. Horz.
re -bar shall be 12" O.C. through step downs and extend 48" either side of step
15.If garage return walls are less than 32" wide then extend headers across return walls with 2
king studs on either end extending from the top of the header to the bottom plate or install (2)
MST 36 straps each end of header extend across wing walls.
16. Use a minimum of 2-9 ''/z" LVLs for all headers carrying girder loads.
17. Use 1 1/8" wide timberstrand or equiv. for all rim joist
18. Provide solid blocking through structure down to footing for all load paths.
19. Builder shall follow all recommendations found in all applicable Geotechnical reports.
20. Stacking of two sill plates is permitted with 5/8" J -bolts through both plates. Stacking more
than two plates is not permitted without special engineering
21. Minimum strength requires 2,500 PSI concrete; however, as per IRC 402.2 3,000 PSI
concrete shall be used.
Plan:
Jamestown
Date:
19 August 2014
Location:
FS2B1
Footing Calculations
back front left
right
interior
Concrete Specs
Density (pcf)
150
150
150
150
150
Strength (psi)
2500
2500
2500
2500
2500
Clear Cover Thickness (in)
3
3
3
3
3
Foundation
Height Above Grade (ft)
0.67
0.67
0.67
0.67
0.08
Height Above Grade (in)
8
$
8
8
1
Wall Thickness (ft)
0.67
0.67
0.67
0.67
0.67
Thickness (in)
8
8
8
8
8
Weight (kips/Ift)
0.07
0.07
0.07
0.07
0.01
Footing Specs
Width (ft)
1.67
1.67
1.67
1.67
1.33
Width (in)
20
20
20
20
16
Height (ft)
0.83
0.83
0.83
0.83
0.83
Height (in)
10
10
10
10
10
Weight (kips/Ift)
0.21
0.21'
0.21
0.21
0.17
Area per Ift
1.67
1.67
1.67
1.67
1.33
Soil Specs
Density (pcf)
125
125
125
125
125
Soil Pressure (psf)
1500
1500
1500
1500
1500
Weight (kips/Ift)
0.04
0.04
0.04
0.04
0.00
Building Loads
Roofspan
35
35
10
10
0
Roof (kips/Ift)
0.96
0.96
0.28
0.28
0.00
Wall Height (ft)
12
12
12
12
12
Wall Load (kips/Ift)
0.24
0.24
0.24
0.24
0.18
Floor span
19
16
2
2
35
Floor Loads (kips/Ift)
0.46
0.40
0.05
0.05
0.88
Total (kips.lft)
1.67
1.60
0.57
0.57
1.06
Calculations
Total Weight on Soil (kips)
1.94
1.88
0.84
0.84
1.23
Soil Load (ksf)
1.16
1.13
0.50
0.50
0.92
Required Footing Width (in)
Zu
ZD
Zb
zu
16 ' II
Required Footing Depth (in)
10
10
10
10
10
Plan: Jamestown
Date:
19 August 2014
Location:
FS281
Seismic Calculations
Loading Summary
Floor Dead Load (psf)
10
Floor Live Load(psf)
40
Walls (Ext)(pso
20 Roof LL(pso 40
Walls (Int)(psf)
10 Roof DL(psf) 15
Roof Dead Load(pso
15
Roof Slope
7112
Exterior
combination
Snow Load Reduction
Seismic Parameters
Slope
30.26 V=Cs*W/1.4
Snow
40.00. Fa= 1
Table 11.4-1
Pitch over 20
R= 6.5
table 1617.6
Rs
Ss= 1.772
Reduction
SMS= 1.77
eq. 16-16
L.L.-Reduction
40.00 Sds= 1.18
eq 16-18
Total Load
55.00 Cs= 0.218
per eq. 16-49
Adj. Factor 1.4
Cs= 0.1556
Roof
Length W(psl) Lb/ft
Width W(lb)
61 23 1403
42 58926
roof wall
9270
Total Mass Tributary to Roof Levels =
68196
Shear M(lbs) Roof Levels =
10613
Floor
Length Mal) Ib/ft
Width W(lb)
61 10 610
42 0
wall height
0
9270
Total Mass Tributary to Floor 2=
0
Shear M(lbs) Floor Levels =
0
Floor(
Length W(psf) Ib/ft
Width W(lb).
61 10 610
42 17240
wall height
9
11330
Total Mass Tributary to Floor 1=
28570
Shear M(lbs) Floor Levels =
4446
Floor 1 Lateral Force
u
Floor 2'. Lateral Force
U
ROOF Lateral Force
1U613
Total Seismic Mass =
96/66
Total Lateral Force =
1OU13
SeISmiC Force Distribution
*** Roof Sections **`
H(x) W(x) kip W(x)H(x)
% Force Total Sheer F
Roof
15.0 68 1020
100.00% 10.612964
FIOCr1
1.0 U U
U.UU% 1U.b12Y64
hloor2
0.0 0 U
O.UU% 10.612964
Totals 68 1020
1
V/SUm(WPNI)
U.U1U4U Total Shear (lbs)
1U613
tsasement bneer Wall
F(Iotal) Length
Total Load (kips)
10.6
Shear Wall Load (ply
right Side
b.3 10
Not Applicable
lett side
b.3 10
Not Applicable
front
b.3 10
Not Applicable
back
b.3 10
Not Applicable
Floor 1 sneer wau
F(total) Length
Total Load (kips)
10.6
Shear Wall Load (plf)
right side
b.3 33
161
lett sloe
b.3 2a
190
tront
b.320
26b
Deck
0.6 30
It/
Floor z sneer wail
F(total) Length
Total Load (kips)
10.6
Shear Wall Load (plo
right Side
5.3 10
Not Applicable
lett side
5.3 10
Not Applicable
iron(
5.3 10
Not Applicable
back
b.3 10
Not Applicable
wall height
9 ft
Front Bed 3/ Bed 2
Force Transfer
N
36 Ib/ft a
0
r
2 ft 1631b/ft
361b/ft
488 lbs
<Seismic
488 Its
m
840 psi
F.S.
t
Bolts
1/2 in
159 Ib/ft c
5 ft
1591b/ft
c
0
Capacity
281.25 bs/ft
0
F.S.
3.89
3.49
width 6 ft
455.9 lbs
N
100.0%
right
0
Shear Wall selection
SW -1
361b/ft 0
2 ft 2631b/ft
36 Ib/ft
0
350.0 lbs/ft
Seismic F.S.
a
800 lbs
<Wnd
wall length
796 lbs
<Seismic
Vital! M
651 lbs
840 psi
F.S.
14.51
Bolts
1/2 in
Location
Spacing
32 in
4.51
Capacity
281.25 bs/ft
connection
F.S.
3.89
3.49
Tension
455.9 lbs
stud
2.50 ft
wall length
11.0 ft
2.5 ft
Vital! M
651 lbs
840 psi
F.S.
14.51
Tie Down
651.3 lbs
stud
2X6
stress
57.9 psi
Ft
525 psi
F't
840 psi
F.S.
14.51
Tie Down
STHD10
Location
Corner
F.S.
4.51
Window
CS16
connection
Nails
F.S.
3.49
Aspect
ratio
left
100.0%
right
100.0%
Shear Wall selection
SW -1
350 lbs/ft
4" edge nailing
& 12"field nailing
w/ reduction
350.0 lbs/ft
Seismic F.S.
2.15
wall height
9 f
Front Entry/Flex Room
Force Transfer
18 lb/ftn
115
0
2 ft
255 lb/ft
145 lb/ft
765 lbs
765 lbs
Bolts
m
Spacing
32 in
L
281.25 lbs/ft
F.S.
2371b/ft
5 ft
713.8 1b.
237 Wit
stud
m
stress
90.6 Psi
0
0
525 psi
Ft
840 psi
widtr
6 ft
Tie Down
a
Location
Corner
18 lb/ft
o
2 ft
255 Wit
145 lb/ft
CS16 j
0
connection
Nails
F.S.
a
Aspect
ratio
wall length 11.5 ft 2 ft
1020 Ib
1300 16s
s
3.50 ft
1020 lbs
1303 ms
wall length 11.5 ft 2 ft
1020 Ib
1300 16s
s
< Wind
1303 ms
< Seismic
Bolts
112 in
Spacing
32 in
Capacity
281.25 lbs/ft
F.S.
2.48
Tension
713.8 1b.
stud
2X6
stress
90.6 Psi
Ft
525 psi
Ft
840 psi
F.S.
8.27
Tie Down
STHD10 I'
Location
Corner
F.S.
2.88
Window
CS16 j
connection
Nails
F.S.
2.23
Aspect
ratio
left
100.0%
right
80.0% '.
Shear
Wall selection
SW -1
350 lbs/ft
4" edge nailing
& 12"field nailing
w/ reduction
324.5 Ibs/ft�I
Seismic
F.S.
1.37
wall height
9k
A
Perforated Shear Wall 1500 Its Wind Bolts 1/2 in
1454 Its Seismic Spacing 32 in
Capacity
281.25 lbs/ft
F.S.
3.09
Tension
572.5 lbs
stud
2X6
stress
72.7 psi
Ft
525 psi.
F't
840 psi.
F.S.
11.55
Tie Down
STHD14
Location
Corner
F.S.
2.33
Aspect ratio
left
88.89%
right
88.89%
4 n wall length 16.0ft 4 ft Perforated Shear wall reduction
opening height 3
% sheathing 50.00%
1636 lbs 1636 lbs C, 1.00
Shear Wall selection
PLR 240 lbs/ft
6" edge nailing & 12"field nailing
w/ reduction 213.3 lbs/ft
Seismic F.S. 1.17
Wind F.S. 1.79
Wall Height,h Maximum i
h/3
0.33
Plan: Jamestown
Date: 18 August 2014
Location: FS281
Wind Loading Calculations using Main Wlndforc r -Resisting System (MWFRS)
Longitudinal Direction
Wind Design Coof iclents
P=Wind load'exp wa Iw
P=Design Pressure
Horizontal Wind Load From Figure 28.6-1
Wall Load (pan=
end no (A) 23.6
Interior zone (C) 18.8
Roof Load (pan=
end zone (B) 16.1
interior zone (D) 12.9
Vertical Wind Load from figure 28.6-1
Roof Load (pan=
end zone windward (E) 1.8
end zone leeward (F) -8.7
interior zone windward(G) 0.6
interior zone leeward (H) -12.3
Exposure Coefficient from figure 28.6-1 1.21
Apply Load combination factor (ASCE 7-10 2.4.1 0.6
Wind speed= 115 Roof Height 9.92
Exposure C Meanroof HefO
Truss Span 34
Wind Load u 0.6
Roof Slope^ '7112
Rom Angle (deg)= 30.26 Sind 0.8039
Minimum Pressure
P=wind load'exp coeff Iw Adjusted
horizontal wail interior 13.65 13.65
horizontal wail end zone 17.13 17.13
horizontal roof interior 9.37 10.00
horizontal mof end zone 11.69 11.69
vertical end zone windward 1.31 1.31
vertical end zone leeward -6.32 0.00
vertical interior zone windward 0.44 0.44
vertical intedorzone leeward -8.93 0.00
.4-Hmean 5.9833333
.1 -base 4.2
End Zone Width (g). 4.2 2nd storyEndZone Width (ft) 4.2
Interior Zone W4dih(ft) 33.6 2nd Storyinterior Zone NALth(ft) 33.6
Gable Roof Load Width Height Wind Load force (be)
End 4.2 2.3 17.13 '167
Interior 33.6 3:80 13.65 2805
Sum= 2971.5
Area Wind Load Force (]be)
Hip Row Load End 416.5 11.69 4868
Interior 50.96 10.00 510
Total 5378
Well Load Width Height Wind Load Force pbIHI
End 4.2 9.0 17.13 144
Interior 33.6 1.00 13.65 459
Sum= 602.522
Vertical Force Width length Wind Load Farce fibs)
end zone windward 4 28.40 TRUE 60
leeward 4 28.40 FALSE 0
interiorzonewim[wardl 34 28.40 TRUE 477
leeward 34. 28.40 FALSE. 0
Floor Diaphragm Shear Shear Wall Loads (pill
Total Shear (lad 5378
Front Wall Length 10 Not Applicable
Beck Wall Length 10 Not Applicable
Floor 1 Diaphragm shear Shear Wall Loads (pit)
Total Shear(Ibs) 10801
Front Wall Length 20 270
Back Wall Length 30 180
basement Diaphragm shear Shear Wall Loads (pin
Total Shear (lbs) 11403
Front Wall Length 10 Not Applicable
Back Wall Length 10 Not Applicable
Critical Wall Length (@)=
Front Wall Dead Load (pin= 0 Total 16487
Front Wall Critical Length(ft)= -30 Total (pin 80
Beck Wall Dead Load (pin= 0
Back Wall Cribcal Length (ft)= -20
2nd Stor
Force Her
143.92
458.6
602.52
Plan: Jamestown
Dale: 19 August 2014
Location: F82B1
Wind Loading Calculations using Main W ndforce-Resisting
System (M WFRS)
Transverse Direction
Wind Design Coefficients
P=wind load -exp wef -le/
P=Design Pressure
Horizontal Wind Load From Figure 28.6-1
Wall Load (psf)=
end zone (A)
23.6
interior zone (C)
18.8
Roof Load lost)=
end zone (B)
16.1
interior zone (D)
12.9
Vertical Wind Load from figure 28.6-1
Roof Load (psg=
end zone windward (E)
1.8
end zone leeward F)
-8.7
interior zone windward (G)
0.6
interior zone leeward (H)
42.3
Exposure Coefficient from figure 28.6-1
1.21
Apply Load combination factor (ASCE 7-10 2.4.1
0.6
Wind speed=
115
Roof Height
9.916667
Exposure
C
Wall Height
10
Truss Span
34
Roof slope=
7112
Roof Angle(dego
30.26
Sine
0,5039
Minimum Pressure
P=wind load"exp weWlw
Adjusted
horizontal wall interior
13.65
13.65
horizontal wall end zone
17.13
17.13
horizontal roof interior
9.37
10.00
horizontal mot end zone
11.69
11.69
vertical end zone windward
1.31
1.31
vertical end zone leeward
6.32
0.00
vertical Interior zonewridward
0.44
0.44
verdeal Interior zone leeward
-8.93
0.00
End Zane Worn (ft)
4.2
2nd sloryEnp Zone Width (ft)
Inlaor Zone Width (ft)
52.6
2nd Storylntedor Zone Width (ft)
Gable Roof Lead
Width
Haight
Wind Load Force (lbs)
End
4.2
2.3
17.13 167
Interior
52.6
3.80
13.65 4391
Sum= 4557.581
Area
Hip Roof Load
End
604.9167
11.69 7071
Interior
79.77667
10.00 798
Total 7868
Wall Load
Width
Height
Mind Load Force flus)
End
4.2
1.0
17.13 144
Interior
52.6
1.00
13.65 718
Bum= 861.8491
Vertical Force
Width
length
Wind Lead Force(Ibs)
and zone windward
4
55.40
TRUE 116
leeward,
4
55.40
FALSE 0
interior zone windward
53
55.40
TRUE 1457
leeward
53
55.40
FALSE 0
Flood Diaphragm Shear
Shear Wall Loads (elf)
Total Shear(Ibs)
7868
Left Well Length
10
Not Applicable
Right Wall Length
10
Not Applicable
Floor f Diaphragm shear
Shear Wall Loads (pit)
Total Shear (lbs)
15625
Left Well Length
28
279
Right Wall Length
33
237
basement Diaphragm Shear
Shear Wall Loads (pig
Total Shear (lbs)
16487
Left Wall Length
10
Not Applicable
Right Wall Length
10
Not Applicable
Critical Wall Length (ft)=
Left Wall Deed Load (plp=
0
Total
11403
Left Wall Critical Length (ft)=
-55
Total (pig
46
Right Wall Dead Load (plf)=
0
Right Wail Critical Length (ft)=
-47
4.2
52.6
2nd Story
143.92224
717.92688
861.84912
Plan: Jamestown
Date:
19 August 2014
Location:
FS281
RBA
RB -2
RB -3
RB -4
RS -6
RB -8
RB -9
RB -10
RB -11
FB -1
FB -2
FB -3
Grade
LVL
Sawn
LVL
Sawn
LVL
Sawn
Sawn
Sawn
Sawn
Sawn
LVL
LVL
Load Parameters
Elev B
Floor Live Load(pso
40
40
40.
40
40
40
40
40
40
40
40
40
Floor Total Load(psf)
50
50
50
50
50
50
50
50
50
50
50
50
Floor Span(ft)
0
0
0
0
0
0
0
0
0
34
21
10
Total Floor Load(plo
0
0
0
0
0
0
0
0
0.
850
525
250
Wall Height (11)
6
0
0
0
0
0
0
0
0
0
0
0
Wall Weight (pso
20
20
20
20
20
20
20
20
20
20
20
20
Wall Load(plf)
120
0
0
0
0
0
0
0
0
0
0
0
Roof LL (pso
40
40
40
40
40
40
40
40
40
40
40
40
Total Roof Load(pso
55
55
55
55
55
55
55
55
55
55
55
55
Roof Span(ft)
4
10
40
40
30
8.
36
24
10
0
0
0
Total Roof Load(fill)
110
275
1100
1100
825
220
990
660
275
0
0
0
Beam Weight(plo
12.1
5.6
9.6
5.6
9.6
5.6
5.6
5.6
5.6
4.4
9.6
6.0
Live Load(plo
80
200
.800
800
600
160
720.
480
200
680
420
200
Total Load(plo
242
281
1110
1106
835
226
996
666
281
854
535
256
Reactions & Moment
Duration Increase
1
1
1
1
1
1
1
1
1
1
1
1
Beam Span(ft)
16
6
6
4
8
4
4
4
4
3
9.5
4
Reaction 1(Ib)
1936
842
3329
2211
3339
451
1991
1331
561
1282
2540
512
Reaction 2(Ib)
1936
842
3329
2211
3339
451
1991
1331
561
1282
2540
512
Max Moment FtLb
7746
1262
4993
2211
6677
451
1991
1331
561
961
6031
512
Max Shear Lb
1936
842
3329
2211
3339
451
1991
1331
561
1282
2540
512
Determine Beam Size
Depth Estimate (in)
11.88
9.25
9.50
9.25
9.50
9.25
9.25
9.25
9.25
7.25
9.50
11.88
Width Estimate (in)
3.50
3.00
3.50
3.00
3.50
3.00
3.00
3.00
3.00
3.00
3.50
1.75
Cv=
1.00
1.00
1.00
1.00
1.00.
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Cf =
1.00
1.10
1.00.
1.10
1.00
.1.10
1.10.
1.10
1.10
1.20
1.00
1.00
Area =
41.58
27.75
33.25.
27.75
33.25
27.75
27.75
27.75
27.75
21.75
33.25
20.79
Momemt of Inertia 1 =
489
198
250
198
250
198
198
198
198
95
250
245
Maximum Bend Stress=
1129
354
1138
620
1522
127
558
373
157
439
1375
149
Allowable bend Stress
2604
935
2684
935
2684
935
935
935
935
1020
2684
2604
Allowable Moment
17862
3333
11775
3333
11775
3333
3333
3333
3333
2234
11775
8931
Factor Of Safety =
2.31
2.64
2.36
1.51.
1.76
7.39
1.67
2.50
5.94
2.32
1.95
17.44
Allowable Sheer Stress
285
165
285
165
285
165
165
185
165
180
285
285
Max Shear Cap(Ibs)=
7900
3053
6318
3053
6318
3053
3053
3053
3053
2610
6318
3950
Factor Of Safety =
4.08
3.63
1.90
1.38
1.89
6.77
1.53
2.29
5.44
2.04
2.49
7.71
Bearing Required =
0.74
0.69
1.27
1.82
1.27
0.37
1.64
1.10
0.46
1.05
0.97
0.39
E (psi)
2000000
1300000
2000000
1300000
2000000
1300000
1300000
1300000
1300000
1300000
2000000
2000000
Deflection LL (in)
0.12
0.02
0.05
0.02
0.11
0.00
0.02
0.01
0.00
0.01
0.15
0.00
LLoad Def. Limit U
360
360
360
360
360
360
360
360
360
360
360
360
Allowable Deflection (in)
0.53
0.20
0.20
0.13
0.27
0.13
0.13
0.13
0.13
0.10
0.32
0.13
LL Deflection FIS
4.42
8.82
4.29
7.44
2.41
37.21
8.27
12.40
29.77
9.99
2.06
56.60
Deflection TL (in)
0.36
0.03
0.06
0.02
0.15
0.01
0.02
0.01
0.01
0.01
0.20
0.00
TLoad Def. Limit
240
240
240
240
240
240
240
240
240
240
240
240
Allowable Deflection (in)
0.8
0.3
0.3
0.2
0.4
0.2
0.2
0.2
0.2
0.15
0.475
0.2
TL Deflection FIS
2.19
9.43
4.64
6.08
2.60
39.60
8.97
13.42
31.84
11.93
2.42
66.32
LVL
Sawn
LVL
Sawn
LVL
Sawn
Sawn
Sawn
Sawn
Sawn
LVL
LVL
Selection
2:117/8•
2 2x1
2:9 i•
2:2x10
2:9s°
2:2x10
2:2x10
2:2x10
2:2x10
2:2x&
2: SW
11171&^
Plan: Jamestown
Date: 19 August 2014
14"
Location: FS2131
4490
TJIJoist
210
Span (ft)
18.5
Depth
14
Load Parameters
2.00
Floor Dead Load
10
Floor Live Load
40
Total Floor Load
50
Simple Span Joist
0.41
Duration Increase
1
Joist Span(ft)
18.5
Joist Spacing
19.2
Joist Weight (plf)
3.1
Joist Loading (plf)
83
Max Reaction (lbs)
769
Max Moment (FtLb/If)
3555
Max Shear Lb
769
Determine Joist Size
Depth
14"
Max Moment 100% (ft -lbs) _
4490
F. S. for moment =
1.26.
Max Shear 100% (lbs) =
1945
F. S. for shear =
2.53
Bearing Required (in.)=
2.00
Live Load (1-/360) =
0.62
Total Load (L/240) =
0.93
EI x 10^6 (Ib-in42)
462
Live Load Deflection (in)
0.41
Total Load Deflection (in)
0.53
Live Load F of
1.52
Total Load F of S
1.75
Selection 14" 210's @ 19.2" o.c
Depth =
Plan: Jamestown
Max Moment 100% (ft-Ibs) =
Date: 19 August 2014
F. S. for moment =
Location: FS2131
BCI JOISTS
6000
Span (ft)
18.5
Depth
14
Load Parameters
0.93
Floor Dead Load
10
Floor Live Load
40
Total Floor Load
50
Simple Span Joist
0.53
Duration Increase
1
Joist Span(ft)
18.5
Joist Spacing
19.2
Joist Weight (plf)
2.7
Joist Loading (plf)
83
Max Reaction (Ibs)
765
Max Moment (FtLb/If)
3538
Max Shear Lb
765
Determine Joist Size
Depth =
14"
Max Moment 100% (ft-Ibs) =
4350
F. S. for moment =
1.23
Max Shear 100% (Ibs) =
1175
F. S. for shear =
1.54
Live Load (U360) =
0.62
Total Load (L/240) =
0.93
EI x 10"6 (Ib-in^2)
445
K x 10^6 (Ibs)
8
Live Load Deflection (in)
0.41
Total Load Deflection (in)
0.53
Live Load F of S
1.50
Total Load F of S
1.74
Selection
14" 6000 @ 19.2"
I
Plan:
Jamestown
Date:
19 August 2014
Location:
FS2131
Micro -Lam Beam
RB -5
RB -7
Uniform Loads
Uniform Floor Span (ft)
0
0
Total Uniform Floor Load (pif)
0
0
Wall Height (ft)
0
0
Wall Weight (psf)
20
20
Wall Load (plf)
0
0
Uniform Roof Span (ft)
0
0
Total Uniform Roof Load golf)
0
0
Point Loads
1 Distance from Left (ft)
2
2
1 Point Live Load (lb)
0
0
1 Point Dead Load (lb)
0
0
2 Distance from Left (ft)
4
2
2 Point Live Load (lb)
2720
2720
2 Point Dead Load (lb)
1020
1020
Partialy Uniform Loads
1 Uniform Span (ft)
0
0
1 Live Load (plf)
0
0
1 Dead Load (pif)
0
0
1 Distance of left side (ft)
1
1
1 Distance of right side (ft)
6
6
2 Uniform Span (ft)
35
35
2 Live Load (plf)
700
700
2 Dead Load (plf)
262.5
262.5
2 Distance of left side (ft)
4
0
2 Distance of right side (ft)
6
2
Tapered Load
Tapered load left (plf)
213
275
Tapered load right (pll)
275
110
Left Distance (ft)
0
2
Right Distance (ft)
4
9
Beam Weight (pig
9.64
12.06
Reactions & Moment
Duration Increase
1
1
Beam Span(ft)
6
9
Left Reaction (lb)
2233.3
5273.2
Right Reaction (lb)
4465.5
1847.9
Max Moment FtLb
6981.7
8554.2
Max Mom dist from Left
4.0
2.0
Max Shear Lb
4465.5
5273.2
Max Shear Stress (psi)
134.3
126.8
Determine Size
Depth Estimate (in)
9.50
11.88
Wdih Estimate (in)
3.5
3.5
Cross Area (in"2)
33.25
41.58
Max Moment 100%=
11406.60
17837.82
Momemt of Inertia I =
250.07
489.03
Factor Of Safety =
1.63
2.09
Max Shear 100%=
201.45
190.23
Factor Of Safety =
1.41
1.50
Bearing Required=
2.32
2.74
Load S
32.22
39.48
Beam S
52.65
82.33
S Factor of Safety
1.63
2.09
E (psi)
1900000
1900000
Deflection LL (in)
0.06
0.09
L/360
0.20
0.30
LL Deflection F of S
3.25
3.32
Deflection TL (in)
0.08
0.12
1/240
0.30
0.45
TL Deflection F of S
3.71
3.89
Selection
2:91/2"
2:117/8"
LVL
LVL