HomeMy WebLinkAboutSTRUCTURAL CALCUATIONS & JOISTS & TRUSSES -12-00515-520 - Summerfield Townhomes #7-12Structural Calculations
For: Kartchner Homes
Plan #: 2 -car 6 plex
Location: Unit 6 Summerfield Sub.
From: York Engineering Inc.
2329 W. Spring Hollow Road
12 00515, 12 00516, 12 00517, 12 00518
12 00519, 12 00520
Summerfield Townhomes #7- #12
Office Copy (1 of 2)
9 -Nov -2012
Morgan, Utah 84050(801) 876-3501
Design Criteria IRC 2009:
Roof Load;
Live Load (PSF) 40
Dead Load (PSF) 15
Floor Load;
Live Load (PSF) 40
Dead Load (PSF) 10
Seismic Zone: E
Wind Speed: 90 mph (110 mph 3 second gu
Exposure: C �(
A .r_.___i n____..... _,. a e,.,...�_.: ,._..
Concrete PSI (fc'): 2500 1
Concrete Reinforcement:
Site Conditions: Dry
Backfill (KH -3
25' t I�V
2(susp. slabs)
9, 1500 PSF Bearing Capacity, Granular Based
to exceed 20%, Minimum setback from slopes of
Dimensior: I�1-I5oug Fir #2 & BTR
Steel: AS 6 w
f
Use Simpsoand tie downs, and meet nailing, reinforcement and other structural
requirements 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. William York
is the structural engineer only and does not assume the role of "Registered Design Professional"
or "Engineer of Record"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. Multiple use of these calculations is not permitted.
All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all
horizontal edges 1 'h" 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 '/2" 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 @6" O.C.
Shear Wall Schedule
=ee Sheathing
Neil
Edge
Field
Anchor Bolts
Typical 7/16" one side
8d
6" O.C.
10" O.C.
'/2" 32" O.C.
SW -1 7/16" one side
8d
4" O.C.
10" O.C.
/2" 32" O.C.
Staples may be used in place of 8d nails at 1/2 the spacing
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 or equiv. ties each end of each truss.
5. Foundation reinforcement as per plan.
6. Use 2: #4 bars continuous for all footings
2: # 4 bars each side of openings & 2 # 4 bars top & bottom extend 36" beyond opening
8. Use 1/2" x 10" J bolts 32" O.C. all foundation walls
9. If discrepancies are found, the more stringent specification shall be followed.
10. All multiple beams and headers to be nailed using 16d two rows 12" O.C.
11. Contractor shall assure that all materials are used per manufactures recommendations.
12. Site engineering and liability shall be provided by the owner/builder as required.
13. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers.
14. Contractor shall assure that footings are properly drained and that soil is dry and that footings
rest on undisturbed native soil 30" below finished grade 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 can not be met then contact engineer
for further design requirements.
15. The contractor shall conform with all building codes and practices as per the 2009 IRC.
16. Use balloon framing method when connecting floors in split level designs.
17. Nail all whear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd.
18. Provide joist and rafter hangers as per manufacturers specifications.
19. Foundation steps shall not exceed 4 feet or'h the horizontal distance between steps. Horz.
rebar shall be 12" O.C. through step downs and extend 48" either side of step
20.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.
21. Use a minimum of 2-9 %i' LVLs for all headers carrying girder loads.
22. Allow foundation 14 days to cure prior to backfill
23. Use 1 1/8" wide timberstrand or equiv. for all rim joist
24. Provide solid blocking through structure down to footing for all load paths.
25. Builder shall follow all recommendations found in all applicable Geotechnical reports.
26. 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
Plan:
2 Car 6 Plex
Date:
9 Nov 20012
Location:
Base Plan
Footing Calculations
back front left
right
interior
Concrete Specs
Density (pcf)
150
150
150
150
150
Strength (psi)
3000
3000
3000
3000
3000
Clear Cover Thickness (in)
3
3
3
3
3
Foundation
Overall Height (ft)
3.00
3.00
3.00
3.00
0.08
Height (in)
36
36
36
36
1
Wall Thickness (ft)
0.67
0.67
0.67
0.67
0.67
Thickness (in)
8
8
8
8
8
Weight (kips/Ift)
0.30
0.30
0.30
0.30
0.01
Footing Specs
Width (ft)
1.50
1.50
1.50
1.50
1.33
Width (in)
18
18
18
18
16
Height (ft)
0.67
0.67
0.67
0.67
0.67
Height (in)
8
8
8
8
8
Weight (kips/Ift)
0.15
0.15
0.15
0.15
0.13
Area per Ift
1.50
1.50
1.50
1.50
1.33
Soil Specs
Density (pcf)
125
125
125
125
125
Soil Pressure (psf)
1500
1500
1500
1500
1500
Weight (kips/Ift)
0.16
0.16
0.16
0.16
0.00
Building Loads
Roof span
31
37
2
2
0
Roof (kips/Ift)
0.85
1.02
0.06
0.06
0.00
Wall Height (ft)
20
20
20
20
12
Wall Load (kips/Ift)
0.40
0.40
0.40
0.40
0.18
Floor span
17
0
2
2
26
Floor Loads (kips/Ift)
0.43
0.00
0.05
0.05
0.65
Total (kips.lft)
1.68
1.42
0.51
0.51
0.83
Calculations
Total Weight on Soil (kips)
2.13
1.87
0.96
0.96
0.97
Soil Load (ksf)
1.42
1.25
0.64
0.64
0.73
Required Footing Width (in)
18
18
18
18
16
Required Footing Depth (in)
8
8
8
8
8
Plan:
2 Car 6 Plex
Date:
9 Nov 20012
Location:
Base Plan
Sawn Lumber
RB -2
RB -3
R13-5
FB -4
FB -6
FB -7
FB -9
FB -10
Load Parameters
40
40
40
40
40
40
40
Floor Live Load(psf)
40
50
50
50
50
50
Floor Total Load(psf)
50
50
50
26
25
2
21
Flood Span(ft)
0
0
0
0
0
0
650
625
50
525
Total Floor Load(plf)
0
0
0
9
9
Wall Height (ft)
0
0
0
20
3
20
0
20
20
20
20
Wall Weight (psf)
20
20
60
0
0
780
180
Wall Load(plf)
0
40
0
40
0
40
40
40
40
40
40
Roof LL (psf)
55
55
55
55
55
55
55
55
Total Roof Load(psf)
31
38
0
0
22
10
Roof Span(ft)
Total Roof Load(plf)
2
55
32
880
853
1045
0
0
605
275
Beam Weight (plf)
5.6
5.6
5.6
4.4
5.6
5.6
5.6
5.6
Live Load (plf)
40
640
620
760
520
500
480
620
Total Load (plf)
61
886
858
1109
656
631
841
986
Reactions & Moment
1
1
Duration Increase
1
1
4
1
2
1
3
1
3
1
3.5
4
5
Beam Span(ft)
Reaction 1 (lb)
8
242
1771
858
1664
983
1103
1681
2464
Reaction 2 (lb)
242
1771
858
1664
983
1103
1681
2464
Max Moment FtLb
484
1771
429
1248
737
966
1681
3080
Max Shear Lb
242
1771
858
1664
983
1103
1681
2464
Determine Beam Size
Depth Estimate (in)
9.25
9.25
9.25
7.25
9.25
9.25
9.25
9.25
Width Estimate (in)
3
3
3
3
3
3
3
3
CF=
1.10
1.10
1.10
1.20
1.10
1.10
1.10
1.10
Area =
27.75
27.75
27.75
21.75
27.75
27.75
27.75
27.75
Momemt of Inertia 1=
198
198
198
95
198
198
198
198
Maximum Bend Stress =
136
497
120
570
207
271
472
864
Allowable bend Stress
935
935
935
1020
935
935
935
935
Factor Of Safety =
6.88
1.88
7.77
1.79
4.52
3.45
1.98
1.08
Allowable Sheer Stress
165
165
165
180
165
165
165
165
Max Shear Cap (lbs) =
3053
3053
3053
2610
3053
3053
3053
3053
Factor Of Safety =
12.60
1.72
3.56
1.57
3.10
2.77
1.82
1.24
Bearing Required =
0.20
1.46
0.71
1.37
0.81
0.91
1.38
2.03
E(psi)
1300000
1300000
1300000
1300000
1300000
1300000
1300000
1300000
Deflection LL (in)
0.01
0.01
0.00
0.01
0.00
0.01
0.01
0.03
LLoad Def. Limit U
360
360
360
360
360
360
360
360
Allowable Deflection (in)
0.27
0.13
0.07
0.10
0.10
0.12
0.13
0.17
LL Deflection F/S
18.61
9.30
76.83
8.94
27.14
17.78
12.40
4.92
Deflection TL (in)
0.02
0.02
0.00
0.02
0.00
0.01
0.02
0.05
TLoad Def. Limit L/
240
240
240
240
240
240
240
240
Allowable Deflection (in)
0.4
0.2
0.1
0.15
0.15
0.175
0.2
0.25
TL Deflection F/S
18.44
10.09
83.27
9.19
32.29
21.14
10.63
4.64
Selection
2:2x10
2:2x10
2:2x10
2:2x8
2:2x10
2:2x10
2:2x10
2:2x10
Plan:
2 Car 6 Plex
Date:
9 Nov 20012
Location:
Base Plan
LVL Beam
RB -1
RB -4
RB -6
FB -5
FB -8
FB -11
Load Parameters
40
40
40
40
40
40
Floor LL (psf)
Total Floor Load(psf)
50
50
50
50
50
50
Floor Span (ft)
0
0
0
17
17
17
Total Floor Load (plf)
0
0
0
425
425
413
Wall Height (ft)
2
0
0
9
0
9
Wall Weight (psf)
35
20
20
20
20
15
Wall Load (plf)
70
0
0
180
0
135
Roof LL (psf)
40
40
40
40
40
40
Total Roof Load (psf)
55
55
55
55
55
55
Roof Span (ft)
6
8
8
32
0
16
Roof Load (plo
165
220
220
880
0
440
Beam Weight (plf)
12.1
10
10
10
6
12
Live Load (plf)
120
160
160
980
340
650
Total Load (plf)
247
230
230
1495
431
1000
Reactions & Moment
1
Duration Increase
1
1
1
1
1
9
10
Beam Span(ft)
16
10
15
5
Reaction 1 (lb)
1976
1148
1722
3737
1939
4998
Reaction 2 (lb)
1976
1148
1722
3737
1939
4998
Max Moment FtLb
7906
2871
6459
4671
4362
12494
Max Shear Lb
1976
1148
1722
3737
1939
4998
Max Shear Stress (psi)
48
35
52
112
96
120
Determine Size
Depth Estimate (in)
11.88
9.50
9.50
9.50
11.88
11.88
Width Estimate (in)
3.5
3.5
3.5
3.5
1.7
3.5
Cross Area (in A2)
42
33
33
33
20
42
Allowable Bending Stress =
2604
2684
2684
2684
2604
2604
Allowable Moment =
17862
11775
11775
11775
8676
17862
Momemt of Inertia 1 =
489
250
250
250
238
489
Factor Of Safety =
2.26
4.10
1.82
2.52
1.99
1.43
Allowable Sheer Stress (psi)= 285
285
285
285
285
285
Allowable Sheer Force (lb)=
7900
6318
6318
6318
3837
7900
Factor Of Safety =
4.00
5.50
3.67
1.69
1.98
1.58
Bearing Required =
0.75
0.44
0.66
1.42
1.52
1.90
E(psi)
1900000
1900000
1900000
1900000
1900000
1900000
Deflection LL (in)
0.19
0.08
0.38
0.03
0.11
0.16
LLoad Def. Limit L/
360
360
360
360
480
360
Allowable Deflection (in)
0.53
0.33
0.50
0.17
0.23
0.33
LL Deflection F/S
2.80
4.40
1.30
5.75
2.02
2.12
Deflection TL (in)
0.39
0.11
0.55
0.04
0.14
0.24
TLoad Def. Limit V
240
240
240
240
360
240
Allowable Deflection (in)
0.80
0.50
0.75
0.25
0.30
0.50
TL Deflection F/S
2.04
4.60
1.36
5.65
2.13
2.07
Selection
2:117/8"
2:9'/2"
2:9'/2"
2:9'/2"
1:117/8"
2:117/8"
Plan:
2 Car 6 Plex
Date:
9 Nov 20012
Location:
Base Plan
GLU-LAM Beam 24F -V4
FB -1
Load Parameters
7943
Live Floor Load (psf)
40
Total Floor Load(psf)
50
Floor Span(ft)
18.5
Total Floor 1 Load(plf)
463
Wall Height (ft)
9
Wall Weight (psf)
20
Wall Load(plf)
180
Roof Live Load (psf)
40
Total Roof Load (psf)
55
Roof Span (ft)
4
Total Roof Load (plf)
110
Beam Weight (plf)
22.4
Live Load (plf)
450
Total Load
775
Reactions & Moment
Duration Increase
1
Beam Span(ft)
20.5
Unbraced Length (ft)
1
Reaction 1 (lb)
7943
Reaction 2 (lb)
7943
Max Moment FtLb
40708
Max Shear Lb
7943
Max Shear Stress (psi)
86
Determine Beam Size
Depth Estimate (in)
18
Width Estimate (in)
5.13
CV =
0.96
Allowable Bending Stress
2310
Area =
92.34
Momemt of Inertia 1 =
2493
Beam Value for S (in A3)
277
Allowable Moment (lb'ft)=
53326
Moment Factor Of Safety =
1.31
Allowable Sheer Stress =
240
Allowable Sheer Force =
14774
Shear Factor Of Safety =
1.86
Bearing Required =
2.48
LL Deflection in.=
0.40
LLoad Def. Limit L/
480
Allowable Deflection (in)
0.51
LL Deflection FIS
1.29
TL Deflection in.=
0.69
TLoad Def. Limit L/
360
Allowable Deflection (in)
0.68
TL Deflection FIS
1.00
Selection 5 1/8" x 18"
Plan: 2 Car 6 Alex
Date: 9 Nov 20012
11 71W
Location: Base Plan
3620
TJI Joist
210
Span (ft)
1925
Depth
11.88
Load parameters
2.00
Floor Dead Load
10
Floor Live Load
40
Tatsl Floor Load
50
Simple Span Joist
0.63
Duration Increase
1
Joist Span(ft)
1925
Joist Spacing
16
Joist Weight (plf)
2.8
Joist Loading (plf)
69
Max Reaction (Ibs)
669
Max Moment (FtL.bAo
3218
Max Shear Lb
669
Determine Joist Size
Depth
11 71W
Max Moment 100% (ft -lbs) =
3620
F. S. for moment =
1.13
Max Shear 100% (Its) =
980
F. S. for shear=
1.47
Bearing Required (in.)=
2.00
Live Load (U360) =
0.64
Total Load (L/240) =
0.96
EI x 10^6 (Ibin"2)
283
Live Load Deflection (in)
0.63
Total Load Deflection (in)
0.82
Live Load F of S
1.02
Total Load F of S
1.18
Selection 11 7/8' 210's Q 16' o.c
Plan: 2 Car 6 Plex
Date: 9 Nov 20012
Location: Base Plan
BCI JOISTS
Span (ft)
Depth
Load Parameters
Floor Dead Load
Floor Live Load
Total Floor Load
Simple Span Joist
Duration Increase
Joist Span(ft)
Joist Spacing
Joist Weight (plf)
Joist Loading (plf)
Max Reaction (lbs)
Max Moment (FtLbAf)
Max Shear Lb
Determine Joist Size
5000
6000
60
90
15.3
15.3
15.3
15.3
11.88
9.5
14
14
10
10
10
10
40
40
40
40
50
50
50
50
1
1
1
1
15.3
15.3
15.3
15.3
16
16
16
16
2.5
2.2
3.1
4.1
69
69
70
71
529
527
534
541
2024
2015
2041
2071
529
527
534
541
Depth =
11 7/8'
Max Moment 100% (ft -lbs) =
3150
F. S. for moment =
1.56
Max Shear 100% (lbs) =
950
F. S. for shear=
1.80
Live Load (0360) =
0.51
Total Load (U240) =
0.77
EI x 10-6 (Ib-in^2)
265
K x 10^6 (lbs)
6
Live Load Deflec0on (in)
0.27
Total Load Deflection (in)
0.35
Live Load F of S
1.87
Total Load F of S
2.16
9 M"
2865
1.42
1175
2.23
0.51
0.77
180
5
0.40
0.51
1.29
1.50
14"
7440
3.64
1175
2.20
0.51
0.77
635
8
0.12
0.16
4.17
4.78
Selection 1178' 5000 @ 16" 9112" 6000 @ 16" 14' 60 @ 16-
14"
11390
5.50
1450
2.68
0.51
0.77
940
8
0.09
0.12
5.75
6.50
14"90 @ 16"
Plan: 2 Car 6 Plex
Date:
9 Nov 20012
Location:
Base Plan
Seismic Calculations
Loading Summary
Floor Dead Load(psf)
10 Seismic Zone
E
Floor Live Load(psf)
40
Walls (EM)(psf)
20 Roof LL(psf)
40
Walls(Int)(pst)
10 Roof DL(psf)
15
Roof Dead Load(psf)
15
Roof Slope
6112
Exterior
combination
Snow Load Reduction
Seismic Paramarers
Slope
26.56 V=Cs'W/1.4
Snow
40.00 Fa=
1
Pitch over 20
R=
6.5
table 1617.6
Rs
Ss=
1.1
Reduction
Sal
1.10
eq. 16-16
L.L.- Reduction
40.00 Sds=
0.73
eq 16.18
Total Load
55.00 Cs=
0.135
per eq. 1649
Adj. Factor
1.4
Cs=
0.0966
Roof
Length W(Psf)
Lb/ft
Width W(Ib)
160 23
3680
49 180320
roof wall
18810
Total Mass Tributary to Roof Levels =
199130
Shear Mobs) Roof Levels =
19237
Floor
Length W(psf)
Ib/ft
Width W(Ib)
160 10
1600
49 64440
wall height
9
37620
Total Mass Tributary to Floor 2=
102060
Shear Mobs) Floor Levels =
9860
Floors
Length W(psf)
Ibtt
Width W(Ib)
160 10
1600
49 40500
wall height 9
22990
Total Mass Tributary to Floor 1=
63490
Shear Mobs) Floor Levels =
6134
Floor 1 Lateral Force
U
Floor 2 Lateral Force
9WiU
Root Lateral Force
1923/
Total Selsmlc Mass=
364(i8U
iota] Lateral Force=
2909/
Seismic Force Dismibubon
"' Roof Sections "'
Fix) W(x) kip
W(x)H(x)
% Force Total Sheer I
Roof
24.0 199
4779
82.40% 23.976635
Floor
1.0 U
0
U.UU% 29.09694
Floor2
9.0 102
1021
1/.(J0% 29.U9894
Totals 301
5800
1
V/sum(Wl-Hl)
umubU2 l otal Shear
lips) =
29U9r
uasemenr bneer wan
F(total) Length
Total Load (kips)
29.1
Shear Wall Load (pit)
ngntslde
14.b 10
Not Applicable
len side
14.b 10
Not Applicable
trout
14.b 10
Not Applicable
back
14.5 10
Not Applicable
Furor] bneer wall
F(total) Length
Total Load (kips)
29.1
Shear Wall Load (pd)
right side
14.b 69
211
len Side
14.5 69
211
front
14.5 48
303
back
14.b 66
159
Floor 2 bneer wall
I-oinal) Length
Total Load (kips)
24.0
Shear Wall Load (pit)
right side
12.0 49
24b
len side
12.0 49
245
front
12.0 72
16/
back
12.0 56
214
Shear Wall Critical Lengths
Wall UL HOOr UL
Hoof UL
UL (pn) critical I (n)
Front
400 0
1017.5
944 6
Back
400 425
852.5
1117 3
Right
400 50
55
Wit 11
Left
400 50
55
336 11
Calculate Uplift, Force Req'd to Prevent OT (lbs)
Panel Length (ft)
2 3
4
6 8
Front
3568 2624
1679
-209 -2097
Back
811 -307
-1424
-3658 5893
Right
3123 '2786
2450
1777 1105
Left
3123 2786
2450
1777 1105
Plan: 2 Car 6 Plea,
Dale: 9 Nov 20012
Lowson: Base Plan
Wind Loel
Wind Loading Calculations using Main Windforce-Resisting System (MWFRS)
Longitudinal Direction
26.56
With Design Coefficients
3.82
P -=Wed load'ezp weiPlw
Minimum Pressure
P=Design Pressure
interior zone windward
Horizontal Wind Load (from table 1609.6.2.1(1)
M1orimntal wall interior
Wall Load (psf)=
15.09
end nine (A) 16.1
20.77
interior mne(C) 11.7
horizontal mot Interior
Rc0f Load (paf}
10.00
and no (8) 2.6
3.35
interior mne(D) 2.7
vertical end mne windward
Vertical Wird Load (from table 1609.6.2.1(1)
0.00
Raaf Load(psQ=
-12.64
antl zmW wi cbeard (E) -72
vertical interior mne wind ad
end zone leeward (F) -9b
0.00
inlnior mne windwaM(G) -5.2
-8.71
interior who leeaard(H) S.2
A'Hmean
Exposure Coefficient (from able 1609.6.2.1(4)
1.29
W=Imp mance Factor (from table 1604.5)
1.0
vend sp.nd= 90
Roof Height 10.00
exposure C
Wall Height 19
Interior Zone Width (ft)
Tmss Span 40
Roof elope -
Wind Loel
6/12
Robf Angle(aes-
26.56
Sine=0.4472
3.82
leeward
Minimum Pressure
Pzvind load-eap col
interior zone windward
Adjusted
M1orimntal wall interior
15.09
15.09
horimnal Wall end mne
20.77
M."
horizontal mot Interior
3.48
10.00
horizontal mot end was
3.35
10.00
vertical end mne windward
5.29
0.00
vertical end mne leewad
-12.64
0.00
vertical interior mne wind ad
46.71
0.00
vertical interior mne leeward
-8.71
0.00
A'Hmean
86
9.6
.1 -base
FALSE
4.9
End Zone Width (ft)
FALSE
4.9
Interior Zone Width (ft)
FALSE
39.2
Gable Roof Load
FALSE
Wide,
Shear Wall Loads (plf)
6.9
39.2
End
Interior
Area
cap Boar Load End 490
Interior 7.84
Wall Load Width
End 4.9
Interior 39.2
Vertical Force
Wind Loel
WWM
2.4
and mno windWanj
5
3.82
leeward
5
interior zone windward
39
leeward
39
slrevr
10.00
4900
Total lildrpm
Tool
10.00
78
Lang)
Front Wall Length
Wall
72135
]2
49]8
Back Wall Length
56
Force P6M)
R.1 phpl ral an -
20.n
zoo
Tool Shear(Ibs)
19292
592
Fmnt Wall Length
48
795.182
Back Wall Length
86
Force phen
bbomene ws'nene be.
Total Shear(lba) 20087
Front Wall Length 10
Back Wall Length 10
Critical Wall Length (ft)=
From Wall Dead Wad (p8)= 944
Font Wall CHtiwl Length (ft- 2
Back Wail Dead Lead (Dlf)= 1117
Back Wall Critical Length (ft)= 1
Calculate Uplift, Force Req -d to Prevent OT (Ibs)
Panel Length (ft) 2 3
Front 413 17
Back -293 -]]6
2nd smryEM Zane Width(ft)
2nd Smrylntedor Zone Width (it)
XeigM
Wind Loel
Force lea)
2.4
20.]]
239
3.82
15.09
3653
Sum=
3892.63
WMdtnvd
Force Pbal
10.00
4900
10.00
78
Total
49]8
Height
Wind Lead
Force P6M)
1.0
20.n
zoo
1.00
15.09
592
Sum=
795.182
length
Wind Land
Force phen
77.55
FALSE
0
77.55
FALSE
0
77.55
FALSE
0
77.55
FALSE
0
Shear Wall Loads (plf)
84
108
Shear Wall Loads (Pl9
201
112
ShearWall Loads (pIQ
Not Applicable
Not Applicable
Total 632Q
Toal(plf) 151
4.9
392
2nd Star
Face PW
203.54
591.65
]95.18
4 6 8 10 12
-380 -1173 -1965 -2758 -3551
-1259 -2225 J191 4157 -5123
Plan: 2 Car 6 Plex
Date: 9 Nov 20012
Location: Base Plan
Total Sle,argIm)
38535
Left Wall Length
49
Wind Loading Calculations using Maln WimKorce42esladng
System (MWFRS)
Flow t Vlo'-gm shear
Tnnenmes Direction
60769
Left Wall Length
69
Right Wall Length
69
Wind Desitin CmMcknts
17
Calculate Uplift, Force Iti to Prevent OT (Iles)
Panel Length (ft)
2 3
Front
Pzvind load -exp copMlw
Back
2406 2268
P=Design Pressure
Horizontal Wind Lead (from table 1609.6.2.1(1)
Well Load fast)= .
end ,one (A) 16.1
interior mne(C) 11.7
Roof Load(psj=
end mne (B) 2.6
intenermna(D) 2.7
Vertical Wind Load (from table 1609.6.2.1(1)
Roof Load (psi=
and zone winal E) -72
end mne leeward (F) 43.8
interior sone wreheard(G) S.2
interior sone learned (H) -5.2
Exposure Coefficient (from table 1609.6.2.1(4)
129
Iw=lmpodaroe Factor (from table 1604.5)
1.0
wend Speed- 90
Roof Height
10
libu e C
Wall Height
19
Truss Span 40
Rom slope •
6112
Reot An9le(deti)- 26.56
Sime
0.4,172
Minimum Pressure
P-=aintl bad -ext, weMiw
Adluslad
horbonbl .It interior 15.09
15.09
horizontal wall end mne 20.7
20.77
horizontal roof interior 3.48
10.00
horizontal roof end rone 3.35
10.00
vaNcal entl zore windward -9.29
0.0
vertical end zore leewartl -12.64
0.00
ventcal interior zore wiiMwaN 4t.71
0.00
ver0 al intere,r zone leeward £91
0.00
End Zone Width (ft)
4.9
2nd storyEnd
Zone Width (ft)
4.9
Interior Zane Wtlth(In 150.2
2nd Storylntedor
Zone, Width gn
150.2
GaEle Roof Load
Width
Xey.
Wl.load
Forte abs)
End
4.9
2.4
20.77
239
Interior
1502
3.82
15.09
13999
Sum=
14237.88
Area
Rip Roel Lose End
1600
10.00
16000
Interior
30.04
10.0
300
Tabu
16300
2nd Story
Watt load
MA dm
RIgrt
Wind Load
Forte Phe)
Ead
4.9
1.0
20.77
204
203.5362
Interior
150.2
1.00
15.09
2267
2266.9686
Sum =
2470.50.5
2470.5048
Venktl Forts
VfldN
Ynptin
Wintl bad
lrrc PW)
end was windward!
5
42.55
FALSE
0
I..al
5
42.55
FALSE
0
interior mne windward
150
42.55
FALSE
0
leeward
150
42.55
FALSE
0
Rom2Diephratimsheal
Total Sle,argIm)
38535
Left Wall Length
49
Right Wall Length
49
Flow t Vlo'-gm shear
Total Shear(Ibs)
60769
Left Wall Length
69
Right Wall Length
69
Iwemvm MapM1rsam shear
Total Shear (Lbs)
63240
Left Wall Length
10
Right Wall Length
10
Critical Wall Length(ft)=
Left Wall Dead Lead (pa=
336
Left Wall Critical Length (ft)=
17
Right Wall Dead Load (ply=
336
Right Well Critical Lenglh (ft)=
17
Calculate Uplift, Force Iti to Prevent OT (Iles)
Panel Length (ft)
2 3
Front
2406 2288
Back
2406 2268
Shear Wall Load. (pin
393
393
Shear Wall Leads (pill
440
440
Shear Wall loads (pit)
Not Appliwble
Not Applicable
Tool 20087
Total (pin 100
4 6 8 10 12
2170 1934 1699 1463 1227
2170 1934 1699 1463 1227
Plan:
2 Car 6 Plex
Date :
9 Nov 20012
Location:
Base Plan
Glue Lamb Beam
Micro-Lam Beam
FB-12
FB-3
FB-2
FB-2
Uniform Loads
Uniform Floor Span (ft)
0
0
20
20
Total Uniform Floor Load (pit)
0
0
500
500
Wall Height (ft)
0
0
9
9
Wall Weight (psf)
20
20
20
20
Wall Load (plf)
0
0
180
180
Uniform Roof Span (ft)
0
0
5
5
Total Uniform Roof Load (pit)
0
0
137.5
137.5
Point Loads
1 Distance from Left (ft)
16.5
16.5
11
11
1 Point Live Load (lb)
3599
3599
2280
2280
1 Point Dead Load (ib)
1399
1399
570
570
2 Distance from Left (ft)
16.5
16.5
7
7
2 Point Live Load (lb)
1200
1200
0
0
2 Point Dead Load (lb)
450
450
0
0
Partialy, Uniform Loads
1 Uniform Span (ft)
0
0
0
0
1 Live Load (plf)
0
0
0
0
1 Dead Load (pit)
0
0
0
0
1 Distance of left side (ft)
1
1
1
1
1 Distance of right side (ft)
6
6
_ 6
6
2 Uniform Span (ft)
11
11
11
11
2 Live Load (plf)
220
220
220
220
2 Dead Load (plf)
262.5
82.5
82.5
82.5
2 Distance of left side (ft)
16.5
16.5
11
11
2 Distance of right side (ft)
19.5
18.5
20.5
20.5
Tapered Load
Tapered load left (pit)
0
0
0
0
Tapered load right (plf)
0
0
0
0
Left Distance (ft)
6
6
6
6
Right Distance (ft)
8
8
8
8
Beam Weight (plf)
18.09
12.06
26.16
29.50
Reactions 8 Moment
Duration Increase
1
1
1
1
Beam Span(ft)
19.5
18.5
20.5
20.5
Left Reaction (lb)
1310.5
862.9
10634.1
10668.4
Right Reaction (Ib)
7137.7
6613.1
12384.6
12418.9
Max Moment FtLb
19159.1
12596.2
65887.3
66061.8
Max Mom dist from Left
16.5
16.5
11.0
11.0
Max Shear Lb
7137.7
6613.1
12384.6
12418.9
Max Shear Stress (psi)
114A
159.0
115.0
102.2
Determine Size
Depth Estimate (in)
11.88
11.88
21
18
Width Estimate (in)
5.25
3.5
5.13
6.75
Cross Area (in-2)
62.37
41.58
107.73
121.50
Max Moment 100% =
26756.73
17837.82
75411
72900
Momemt of Inertia I =
733.55
489.03
3959.08
3280.50
Factor Of Safety =
1.40
1.42
1.14
1.10
Max Shear 100% =
171.66
238.57
172.44
153.32
Factor Of Safety =
1.66
1.19
1.54
1.73
Bearing Required =
2.47
3.44
4.39
3.35
Load S
88.43
58.14
329.44
330.31
Beam S
123.49
82.33
377.06
364.50
S Factor of Safety
1.40
1.42
1.14
1.10
E (psi)
1900000
1900000
0.00
0.00
Deflection LL (in)
0.45
0.41
0.44
0.54
L/360
0.65
0.62
0.68
0.68
LL Deflection F of S
1.44
1.52
1.54
1.27
Deflection TL (in)
0.69
0.60
0.69
0.83
11240
0.98
0.93
1.03
1.03
TL Deflection F of S
1.40
1.55
1A9
1.23
Selection
3:117/8"
2:117/8"
5118'x21'
63/4'x18'
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