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Structural Calculations
Kartchner Homes
Newport B
Lot #31, Oakbrook Rexburg
William
2329 W.
Morgan,
Design Criteria IRC
Roof Load;
Live Load (F
Dead Load (
Floor Load;
Live Load (F
Dead Load (.
L.C.
Road
(801) 876-3501
Seismic Zone: D1
Wind Speed: 90 mph (110 mph 3 second gust)
22 Jan 2007
0700080
3 9 Oaktrail Dr-Kartchner
Exposure: C
Material Properties & Assumptions
Concrete PSI (fc'): 3000 (found.), 3000 (slabs), 4000 (susp. slabs)
Concrete Reinforcement: ASTM A615 Grade 60
Site Conditions: Dry & Stable granular based, 1500 PSF Bearing Capacity, Granular Based
Backfill (KH=35 pcf, KP=225), Slope not to exceed 20%, Minimum setback from slopes of 25'
Dimensional Lumber: Hem or Doug Fir #2 & 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. William York is
the structural engineer only and does not assume the role of "Registered Design Professional" 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 conditi c
verify all conditions, dimensions and structural details of the drawing. t s—� TIE
calculations is not permitted. n
I FEB 22 6 2007
CITY OF POEXE"UR0
'I ` 0
All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block all
horizontal edges 1 V2" nominal or wider. Sheathing shall extend continuous from floor to top
plate and be nailed at least 4" O.C. along sill plate. Extend sheathing over gable end to wall joints
& over rim joist between floors and nail to rim and wall plates 6" O.C.
Shear Wall Schedule
type Sheathing Nail 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. Y2" 32" O.C.
Staples may be used in place of 8d nails at Y2 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 H1 or equiv. ties each end of each truss.
5. Foundation reinforcement as per Utah State Amendment
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
lk 8. Use Y2" 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. Geotech engineer shall verify overall global stability of the building site.
Q 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 2003 IRC.
16. Use balloon framing method when connecting floors in split level designs.
'; 17. Nail all shear 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 excbed 4 feet or Y2 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 Y2" 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
BCI JOISTS
Span (ft)
Depth
Load Parameters
Floor Dead Load
Floor Live Load
Total Floor Load
Plan: N,port B
Date: 22 Jan 2007
Location: Lot #31, Oakbrook
6000 1.7E
12
11.88
Simple Span Joist
Duration Increase
Joist Span(ft)
Joist Spacing
Joist Weight (plf)
Joist Loading (plf)
Max Reaction (Ibs)
Max Moment (FtLb/If)
Max Shear Lb
Determine Joist Size
Depth =
Max Moment 100% (ft-Ibs) _
F. S. for moment =
Max Shear 100% (Ibs) _
F. S. for shear =
Bearing Required (in.)=
Live Load (L/360) =
Total Load (L/240) _
El x 10^6 (lb-inA2)
K x 10^6 (Ibs)
Live Load Deflection (in)
Total Load Deflection (in)
Live Load F of S
Total Load F of S
10
40
50
1
12
19.2
2.5
83
495
1485
495
11 7/8"
3670
2.47
1675
3.38
2.00
0.40
0.60
305
6
0.12
0.15
3.44
4.00
6000 1.7E
19
11.88
10
40
50
1
19
16
2.5
69
657
3121
657
11 7/8"
3670
1.18
1675
2.55
2.00
0.63
0.95
305
6
0.55
0.71
1.15
1.33
Selection 11 7/8" 6000 1.7E @ 19.2" 11 718" 6000 1.7E @ 16"
Plan: Newport B
• Date: 22 Jan 2007 L41111V
Location: Lot931, Oakbrook
Wind Loading Calculations using Main Windforce-Resisting
System (MWFRS)
Transverse Direction
Wind Design Coefficients
P=wind load«exp coeff'Iw
P=Design Pressure
Horizontal Wind Load (from table 1609.6.2.1(1)
Wall Load (psf)=
end zone (A) 16.1
interior zone (C) 11.7
Roof Load (psf)=
end zone (B) 2.6
interior zone (D) 2.7
Vertical Wind Load (from table 1609.6.2.1(1)
Roof Load (psf)=
end zone windward (E) -7.2
end zone leeward (F) -9.8
interior zone windward (G) -5.2
interior zone leeward (H) -5.2
Exposure Coefficient (from table 1609.6.2.1(4)
1.21
iw=Importance Factor (from table 1604.5)
1.0
Wind Speed = 90
Roof Height 11.75
Exposure C
Wall Height 15
Truss Span 47
Roof Slope =
6 /12
Roof Angle (deg)=
26.56
Sine = 0.4472
Minimum Pressure
P=wind load«exp coeff«Iw
Adjusted
horizontal wall interior
14.16
14.16
horizontal wall end zone
19.48
19.48
horizontal roof interior
3.27
10.00
horizontal roof end zone
3.15
10.00
vertical end zone windward
-8.71
0.00
vertical end zone leeward
-11.86
0.00
vertical interior zone windward
-6.29
0.00
vertical interior zone leeward
-6.29
0.00
End Zone Width (ft)
4.1
32.8
Gable Roof Load Width
4.1
32.8
Hlp Roof Load
Wall Load
End
Interior
End
Interior
End
Interior
Area
481.75
116.44
Width
4.1
32.8
Vertical Force
Width
end zone windward
4
leeward
4
interior zone windward
33
leeward
33
Floor 2 Diaphragm Shear
Total Shear (Ibs)
5982
Left Wall Length
10
Right Wall Length
10
Floor 1 Diaphragm Shear
Total Shear (Ibs)
11599
Left Wall Length
27
Right Wall Length
33
basement Diaphragm Shear
Total Shear (Ibs)
15343
Lett Wall Length
24
Right Wall Length
24
Critical Wall Length (ft)=
Left Wall Dead Load (plQ=
482
Left Wall Critical Length (ft)=
5
Right Wall Dead Load (plf)=
512
Right Wall Critical Length (ft)=
4
Calculate Uplift, Force Req'd to
Prevent OT (Ibs)
Panel Length (ft)
2
3
Front
898
703
Back
634
424
2nd storyEnd Zone Width (ft)
2nd Storylnterior Zone Width (ft)
Height
Wind Load
Force (Ibs)
2.0
19.48
157
4.89
14.16
3185
Sum =
3341.68
10.00
4818
10.00
1164
Total
5982
Height
Wind Load
Force (Ibs)
1.0
19.48
160
1.00
14.16
464
Sum =
624.0938
length
Wind Load
Force (Ibs)
42.95
0.00
0
42.96
0.00
0
42.95
0.00
0
42.95
0.00
0
Shear Wall Loads (plf)
Not Applicable
Not Applicable
Shear Wall Loads (plf)
215
176
Shear Wall Loads (plf)
320
320
4.1
32.8
4111111111101
2nd Story
464.35
Total
18632
Total (plf)
92
4
6 8 10 12
507
117 -274 -664 -1055
213
-207 -628 -1049 -1469
Plan: Newport B
Date: 22 Jan 2007
Location: Lot #31, Oakbrook
WIfid Loading Calculations using Main Windforce-Resisting System (MWFRS)
Longitudinal Direction
Wind Design coefficients
P=wind loadfexp coeff lw
P=Design Pressure
Horizontal Wind Load (from table 1609.6.2.1(1)
Wall Load (psf)=
end zone (A) 16.1
interior zone (C) 11.7
Roof Load (psf)=
end zone (B) 2.6
interior zone (D) 2.7
Vertical Wind Load (from table 1609.6.2.1(1)
Roof Load (psf)=
end zone windward (E) -7.2
end zone leeward (F) -9.8
interior zone windward (G) -5.2
interior zone leeward (H) -5.2
Exposure Coefficient (from table 1609.6.2.1(4)
1.21
Iw=Importance Factor (from table 1604.5)
1.0
Wind Speed = s0
Roof Height 11.75
Exposure C
Wall Height 15
Truss Span 47
Roof Slope a
6 /12
Roof Angle (deg)=
26.56
Sine = 0.4472
Minimum Pressure
P=wind loadfexp coeff'iw
Adjusted
horizontal wail Interior
14.16
14.16
horizontal wail end zone
19.48
19.48
horizontal roof interior
3.27
10.00
horizontal roof end zone
3.15
10.00
vertical end zone windward
-8.71
0.00
vertical end zone leeward
-11.86
0.00
vertical interior zone windward
-6.29
0.00
vertical interior zone leeward
-6.29
0.00
.4fHmean
8.35
.lfbase
4.1
End Zone Width (ft)
4.1
Interior Zone Width (ft)
41.8
Gable Roof Load Width
4.1
41.8
End
I nterior
Hip Roof Load End
Interior
Area
587.5
148.39
Wall Load Width
End 4.1
Interior 41.8
Vertical Force
Width
end zone windward
4
leeward
4
interior zone windward
42
leeward
42
Floor 2 Diaphragm Shear
Total Shear (Ibs)
7359
Front Wall Length
10
Back Wall Length
10
Floor 1 Diaphragm Shear
Total Shear (Ibs)
14122
Front Wall Length
25
Back Wall Length
37
basement Diaphragm Shear
Total Shear (Ibs)
18632
Front Wall Length
32
Back Wall Length
30
Critical Wall Length (ft)=
Front Wall Dead Load (plf)=
1074
Front Wall Critical Length (ft)=
3
Back Wall Dead Load (plf)=
1074
Back Wail Critical Length (ft)=
2
Calculate Uplift, Force Req'd to Prevent OT (Ibs)
Panel Length (ft)
2
3
Front
705
211
Back
156
-339
2nd storyEnd Zone Width (ft)
2nd Storylnterior Zone Width (ft)
Height Wind Load
Force (Ibs)
2.0 19.48
157
4.89 14.16
4058
Sum =
4215.507
Wind Load
Force (Ibs)
10.00
5875
10.00
1484
Total
7359
Height Wind Load
Force (lb/ft)
1.0 19.48
160
1.00 14.16
592
Sum =
751.5068
length Wind Load
Force ((bs)
18.45 0.00
0
18.45 0.00
0
18.45 0.00
0
18.45 0.00
0
Shear Wall Loads (plf)
Not Applicable
Not Applicable
Shear Wall Loads (plf)
282
191
Shear Wail Loads (pif)
291
311
Total 15343
Total (plf) 84
4.1
41.8
2nd Story
Force (111M)
►f lffffff
ffffffNf
fNffff ff
4 6 8 10 12
-284 -1273 -2262 -3252 -4241
-834 -1823 -2812 -3801 -4791
Plan: Newport B
' Date:
22 Jan 2007
14�
Location:
Lot #31, Oakbrook
Sei§mic Calculations
Loading Summary
Floor Dead Load (psf)
10 Seismic Zone
E
Floor Live Load(psf)
40
Walls (Ext)(psf)
20 Roof LL(psf)
50
Walls (Int)(psf)
10
Roof Dead Load(psf)
15
Roof Slope
6 /12
Exterior
combination
Snow Load Reduction
Seismic Parameters
Slope
26.56 V=Cs'W/1.4
Snow
50.00 Fa=
1
Pitch over 20
R=
6 table 1617.6
Rs
Ss=
1.772
Reduction
Sms=
1.77
eq. 16-16
L.L.- Reduction
50.00 Sds=
1.18
eq 16-18
Total Load
65.00 Cs=
0.236
per eq. 1649
Adj. Factor
1.4
Cs=
0.1686
Roof
Length W(psf)
Lb/ft
Width W(lb)
41 25
1025
50 51250
roof wall
8190
Total Mass Tributary to Roof Levels =
59440
Shear (V)(lbs) Roof Levels =
10021
Floor 2
Length W(psf)
lb/ft
Width W(lb)
41 10
410
50 0
wall height
0
8190
Total Mass Tributary to Floor 2=
0
Shear (V)(lbs) Floor Levels =
0
Floor 1
Length W(psf)
Ibfft
Width W(lb)
41 10
410
50 13820
wall height
9
19110
Total Mass Tributary to Floor 1=
32930
Shear (V)(lbs) Floor Levels =
5552
Floor 1 Lateral Force
5552
Floor 2 Lateral Force
0
Roof Lateral Force
10021
Total Seismic Mass =
92370
Total Lateral Force =
15573
Seismic Force Distribution
"' Roof Sections "'
H(x) W(x) kip
W(x)H(x)
% Force Total Sheer Force (Kip)
Roof
20.9 59
1241
86.26% 13.4338186
Floor 1
6.0 33
198
13.74% 15.5729486
Floor 2
0.0 0
0
0.00% 13.4338186
Totals 92
1438
1
V/sum(Wi•Hi) =
0.01083 Total Shear (Ibs) =
15573
Basement Sheer Wall
F(total) Length
Total Load (kips)
15.6
Shear Wall Load (plf)
right side
7.8 24
324
left side
7.8 24
324
front
7.8 32
243
back
7.8 30
260
Floor 1 Sheer Wall
F(total) Length
Total Load (kips)
13.4
Shear Wall Load (plf)
right side
6.7 33
204
left side
6.7 27
249
front
6.7 25
269
back
6.7 37
182
Floor 2 Sheer Wall
F(total) Length
Total Load (kips)
13.4
Shear Wall Load (plf)
right side
6.7 10
Not Applicable
left side
6.7 10
Not Applicable
front
6.7 10
Not Applicable
back
6.7 10
Not Applicable
Shear Wall Critical Length! Wall DL Floor DL
Roof DL
DL (plf) critical I (ft)
Front
320 50
1242
1074 5
Back
320 50
1242
1074 3
Right
240 475
54
512 7
Left
320 350
54
482 9
Calculate Uplift, Force Req'd
to Prevent OT (Ibs)
Panel Length (ft)
2 3
4
6 8
10 12
Front
2689 1615
542
-1605 -3753
-5900 -8047
Back
1121 47
-1027
-3174 -5321
-7468 -9615
Right
2639 2127
1615
591 -433
-1458 -2482
Left
3514 3031
2549
1585 620
-344 -1308
Plan: [,gwmport B
Date: 22 Jan 2007
Location: Lot #31, Oakbrook
LVL Beam RB-1 RB-2
Load Parameters
Floor LL (psf)
Total Floor Load(psf)
Floor Span (ft)
Total Floor Load (plf)
Wall Height (ft)
Wall Weight (psf)
Wall Load (plf)
Roof LL (psf)
Total Roof Load (psf)
Roof Span (ft)
Roof Load (plf)
Beam Weight (plf)
Live Load (plf)
Total Load (plf)
Reactions & Moment
Duration Increase
Beam Span(ft)
Reaction 1 (lb)
Reaction 2 (lb)
Max Moment FtLb
Max Shear Lb
Max Shear Stress (psi)
Determine Size
Depth Estimate (in)
Width Estimate (in)
Cross Area (in A2)
Allowable Bending Stress =
Allowable Moment =
Momemt of Inertia I =
Factor Of Safety =
Allowable Sheer Stress (psi)=
Allowable Sheer Force (lb)=
Factor Of Safety =
Bearing Required =
E (psi)
Deflection LL (in)
LLoad Def. Limit U
Allowable Deflection (in)
LL Deflection F/S
Deflection TL (in)
TLoad Def. Limit U
Allowable Deflection (in)
TL Deflection F/S
Selection
RB-3 RB-5 RB-5
OPT
40
40
40
40
40
50
50
50
50
50
0
0
0
0
0
0
0
0
0
0
7
0
0
0
0
35
20
20
20
20
245
0
0
0
0
30
50
50
50
50
45
65
65
65
65
2
8
22
40
40
45
260
715
1300
1300
12.1
10
10
18
14
30
200
550
1000
1000
302
270
725
1318
1314
1.15
1
1
1
1
16
12
5
12
12
2416
1618
1812
7909
7885
2416
1618
1812
7909
7885
9666
4854
2265
23726
23656
2416
1618
1812
7909
7885
58
49
54
127
161
11.88
9.50
9.50
11.88
14.00
3.5
3.5
3.5
5.3
3.5
42
33
33
62
49
2994
2684
2684
2604
2546
20542
11775
11775
26793
24258
489
250
250
734
800
2.13
2.43
5.20
1.13
1.03
328
285
285
285
285
9085
6318
6318
11850
9310
3.76
3.90
3.49
1.50
1.18
0.92
0.62
0.69
2.01
3.00
1900000
1900000
1900000
1900000
1900000
0.05
0.20
0.02
0.33
0.31
360
360
360
360
360
0.53
0.40
0.17
0.40
0.40
11.20
2.04
10.24
1.19
1.30
0.48
0.26
0.02
0.44
0.40
240
240
240
240
240
0.80
0.60
0.25
0.60
0.60
1.67
2.27
11.66
1.36
1.49
2: 11 7/8"
2: 9 Y2"
2: 9 Y2"
3: 11 7/8"
2: 14"
Plan:
N -port B
*,,
Date:
2 an 2007
Location:
Lot #31, Oakbrook
Exterior Footing Calculations
back front
left
right
Concrete Specs
Density (pcf)
150
150
150
150
Strength (psi)
3000
3000
3000
3000
Clear Cover Thickness (in)
3
3
3
3
Foundation
Overall Height (ft)
4.67
4.67
4.67
4.67
Height (in)
56
56
56
56
Wall Thickness (ft)
0.67
0.67
0.67
0.67
Thickness (in)
8
8
8
8
Weight (kips/Ift)
0.47
0.47
0.47
0.47
Footing Specs
Width (ft)
1.67
1.67
1.67
1.67
Width (in)
20
20
20
20
Height (ft)
0.83
0.83
0.83
0.83
Height (in)
10
10
10
10
Weight (kips/Ift)
0.21
0.21
0.21
0.21
Area per Ift
1.67
1.67
1.67
1.67
Soil Specs
Density (pcf)
125
125
125
125
Soil Pressure (psf)
1500
1500
1500
1500
Weight (kips/Ift)
0.29
0.29
0.29
0.29
Building Loads
Roof span
46
46
2
2
Roof (kips/Ift)
1.24
1.24
0.05
0.05
Wall Height (ft)
16
16
16
12
Wall Load (kips/Ift)
0.32
0.32
0.32
0.24
Floor span
2
2
19
14
Floor Loads (kips/Ift)
0.05
0.05
0.48
0.35
Total (kips.ift)
1.61
1.61
0.85
0.64
Calculations
Total Weight on Soil (kips)
2.29
2.29
1.52
1.32
Soil Load (ksf)
1.37
1.37
0.91
0.79
Required Footing Width (in)
20
20
20
20
Required Footing Depth (in)
10
10
10
10
Plan: Newp B
Date: 22 Jan 1007
Location: Lot #31, Oakbrook
Sawn Lumber
FB-1
FB-2
RB-4
Load Parameters
Floor Live Load(psf)
40
60
40
Floor Total Load(psf)
50
70
50
Floor 1 Span(ft)
27
10
0
Total Floor Load(plf)
675
350
0
Wall Height (ft)
0
0
0
Wall Weight (psf)
20
20
20
Wall Load(plf)
0
0
0
Roof LL (psf)
50
50
50
Total Roof Load(psf)
65
65
65
Roof Span(ft)
0
0
47
Total Roof Load(plf)
0
0
1528
Beam Weight (plf)
5.1
8.3
6.5
Live Load (plf)
540
300
1175
Total Load (plf)
680
358
1534
Reactions & Moment
Duration Increase
1
1
1
Beam Span(ft)
4
10
4
Reaction 1 (lb)
1360
1792
3068
Reaction 2 (lb)
1360
1792
3068
Max Moment FtLb
1360
4479
3068
Max Shear Lb
1360
1792
3068
Determine Beam Size
Depth Estimate (in)
7.25
9.25
9.25
Width Estimate (in)
3.5
4.5
3.5
CF =
1.30
1.20
1.20
Area =
25.38
41.63
32.38
Momemt of Inertia I =
111
297
231
Maximum Bend Stress =
532
838
738
Allowable bend Stress
1105
1020
1020
Factor Of Safety =
2.08
1.22
1.38
Allowable Sheer Stress
195
180
180
Max Shear Cap (Ibs) =
3299
4995
3885
Factor Of Safety =
2.43
2.79
1.27
Bearing Required =
0.96
0.98
2.16
E (psi)
1300000
1300000
1300000
Deflection LL (in)
0.02
0.17
0.02
I -Load Def. Limit U
360
360
360
Allowable Deflection (in)
0.13
0.33
0.13
LL Deflection F/S
6.19
1.91
5.91
Deflection TL (in)
0.03
0.21
0.03
TLoad Def. Limit U
240
240
240
Allowable Deflection (in)
0.2
0.5
0.2
TL Deflection F/S
7.38
2.39
6.79
hrr`
Selection 2: 2 x 8 3: 2 x 10 2: 2 x 10
�J
Sheer wall lines (three sheer wall lines)
Dimentlons
D1=
15ft
D2 =
28 ft
Length =
43 ft
Total Sheer
Seismic
13434 lb
Wind
14112 lb
Sheer Wall line loads
Hem Fir Reduction
0.95
Wind Increase
1.4
Line T1
Tributalry Area
Seismic
Vseismic
Resistence
Sheer Wail
SW-1
SW-1
SW-1
SW-5
Portal Frame
Wind
VWind =
Resistence
Sheer Wall
Portal Frame
0.17 Total Area
2343 lb
LENGTH
Length per
Height per
Resistence
length
Total
annel ft
annel ftper
foot(lb)
ft
Resistence Ib
3
9 241
6
1444
2.6666
9 214
10.6666
2282
3
9 241
0
0
4
9 414
0
0
Length per
Height per
Resistence
number
Total
annel 11
annel ftper
pannel(lb)
of pannels
Resistence Ib
2
8 1615
0
0
Sum =
3726
Factor of Safety
1.59
2461 lb
Length per
Height per
Resistence
length
Total
annel ft
annel ft
r foot(lb)
11
Resistence(lb)
3
9 505
6 3032
2.6666
9 505
10.6666 5391
3
9 505
0 0
4
9 652
0 0
Length per
Height per
Resistence
number
Total
annel ft
annel
per pannel(lb)
of pannels
Resistence(lb)
2
8 1615
0 0
Sum =
8423
Factor of Safety
3.42
r�
77
Line T2
Tributalry Area
0.50 Total Area
Seismic
Vseismic =
6717
lb
Resistence
Sheer Wall
Length per
Height per
Resistence
length
Total
annel fl
annel ftper
foot(lb)
ft
Resistence(lb)
SW-1
5
9
361
20 7220
SW-1
5
9
361
0 0
SW-1
5
9
361
0 0
SW-5
5
9
466
0 0
Length per
Height per
Resistence
number
Total
annel ft
annel ftper
pannel(lb)
of pannels
Resistence Ib
Portal Frame
1.3
10
570
0 0
Sum =
7220
Factor of Safety 1.07
Wind
VWnd =
7056
lb
Resistence
Sheer Wall
Length per
Height per
Resistence
length
Total
annel ft
annel ftper
foot(lb)
ft
Resistence(lb)
SW-1
5
9
505
20 10108
SW-1
5
9
505
0 0
SW-1
5
9
505
0 0
SW-5
5
9
652
0 0
Length per
Height per
Resistence
number
Total
annel ft
annel ft
r pannel(lb)
of pannels
Resistence(lb)
Portal Frame
1.3
10
570
0 0
Sum =
10108
Factor of Safety 1.43
Line T3
Tributalry Area
0.33
Total Area
Seismic
Vseismic =
4374
lb
Resistence
Sheer Wall
Length per
Height per
Resistence
length
Total
annel ft
annel ftper
foot(lb)
ft
Resistence(lb)
SW-1
5
9
361
16 5776
SW-1
3.5
9
281
7 1965
SW-1
4
9
321
0 0
SW-5
4
9
414
0 0
Length per
Height per
Resistence
number
Total
annel ft
annel ftper
pannel(lb)
of pannels
Resistence lb
Portal Frame
1.3
10
570
0 0
Sum =
7741
Factor of Safety 1.77
Wind
Wind =
4595
lb
Resistence
Sheer Wall
Length per
Height per
Resistence
length
Total
annel ft
annel ftper
foot(lb)
ft
Resistence Ib
SW-1
5
9
505
16 8086
SW-1
3.5
9
505
7 3538
SW-1
4
9
505
0 0
SW-5
4
9
652
0 0
Length per
Height per
Resistence
number
Total
annel ft
annel ftper
pannel(lb)
of pannels
Resistence Ib
Portal Frame
1.3
10
570
0 0
Sum =
11624
Factor of Safety 2.53