HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 08-00153 - 236 Jill - New SFRStructural Calculations
For: Kartchner Homes
Plan #: Davenport C
Location: Lot #2, Block #7, Henderson
From: York Engineering Inc.
2329 W. Spring Hollow Road
Morgan, Utah 84050(801) 876-3501
Design Criteria IRC 2006:
Roof Load;
Live Load (PSF) 50
Dead Load (PSF) 15
Floor Load;
Live Load (PSF) 40
Dead Load (PSF) 10
19 March 2008
8 001-53
'36 Jill- artchner
Seismic Zone: E �Fl
Wind Speed: 90 mph (110 mph 3 second gust) <
Exposure: C �7iIS SGNA7URE APPROVES
STRUCNRAL ENgNEERING ONLY
Material Properties & Assumptions
Concrete PSI (&): 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" 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 %2" 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
tie 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. %2" 32" O.C.
Staples may be used in place of 8d nails at'/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 %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 2006 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 regd.
18. Provide joist and rafter hangers as per manufacturers specifications.
19. Foundation steps shall not exceed 4 feet or %2 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 1/2" 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
boo
Plan: Davenport C
1
1
1
Date:
21 March 2008
4
10
5
Location:
Lot #2, Block #7,
Henderson
1278
1626
Sawn Lumber
FB -1
FB -2
FB -2
RB -4
Load Parameters
Max Moment FtLb
1359
3194
2033
Floor Live Load(psf)
40
40
40
40
Floor Total Load(psf)
50
50
50
50
Floor 1 Span(ft)
27
10
16
0
Total Floor Load(plf)
675
250
400
0
Wall Height (ft)
0
0
9
0
Wall Weight (psf)
20
20
20
20
Wall Load(plf)
0
0
180
0
Roof LL (psf)
50
50
50
50
Total Roof Load(psf)
65
65
65
65
Roof Span(ft)
0
0
2
47
Total Roof Load(plf)
0
0
65
1528
Beam Weight (plf)
4.4
5.6
5.6
5.6
Live Load (plf)
540
200
370
1175
Total Load (plf)
679
256
651
1533
Reactions & Moment
Duration Increase
1
1
1
1
Beam Span(ft)
4
10
5
4
Reaction 1 (lb)
1359
1278
1626
3066
Reaction 2 (lb)
1359
1278
1626
3066
Max Moment FtLb
1359
3194
2033
3066
Max Shear Lb
1359
1278
1626
3066
Determine Beam Size
Depth Estimate (in)
7.25
9.25
9.25
9.25
Width Estimate (in)
3
3
3
CF =
1.20
1.10
1.10
3
1.10
Area =
21.75
27.75
27.75
27.75
Momemt of Inertia 1 =
95
198
198
198
Maximum Bend Stress =
620
896
570
860
Allowable bend Stress
1020
935
935
935
Factor Of Safety =
1.64
1.04
1.64
1.09
Allowable Sheer Stress
180
165
165
165
Max Shear Cap (Ibs) =
2610
3053
3053
3053
Factor Of Safety =
1.92
2.39
1.88
1.00
Bearing Required =
1.12
1.05
1.34
2.52
E(psi)
Deflection LL (in)
1300000
0.03
1300000
1300000
1300000
0.17
0.02
0.03
LLoad Def. Limit L/
360
360
360
360
Allowable Deflection (in)
0.13
0.33
0.17
0.13
LL Deflection FIS
5.31
1.91
8.24
5.07
Deflection TL (in)
0.03
0.22
0.04
0.03
TLoad Def. Limit L/
240
240
240
240
Allowable Deflection (in)
0.2
0.5
0.25
0.2
TL Deflection FIS
6.33
2.24
7.03
5.83
Selection 2:
2 x 8 2:
2 x 10 2:
2 x 10 2:
2 x 10
lim
Plan: Davenport C
Date: 21 March 2008
Location:
Lot #2, Block #7, Henderson
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.lft)
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
Note: Interior footing sizes are noted on plan
LVL Beam
Load Parameters
Floor LL (psf)
Total Floor Load(psf)
Floor Span (ft)
Total Floor Load (plo
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)
Plan: Davenport C
Date: 21 March 2008
Location: Lot #2, Block #7, Henderson
RB -1 RB -2 RB -3
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 ^2)
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 FIS
Selection
RB -5 RB -5
OPT40
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
6
12
12
2416
1618
2174
7909
7885
2416
1618
2174
7909
7885
9666
4854
3261
23726
23656
2416
1618
2174
7909
7885
58
49
65
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
3.61
1.13
1.03
328
285
285
285
285
9085
6318
6318
11850
9310
3.76
3.90
2.91
1.50
1,18
0.92
0.62
0.83
2.01
3.00
1900000
1900000
1900000
1900000
1900000
0.05
0.20
0.03
0.33
0.31
360
360
360
360
360
0.53
0.40
0.20
0.40
0.40
11.20
2.04
5.93
1.19
1.30
0.48
0.26
0.04
0.44
0.40
240
240
240
240
240
0.80
0.60
0.30
0.60
0.60
1.67
2.27
6.75
1.36
1.49
2: 11 7/8" 2:9 %z" 2: 9 %2" 3:
11 7/8" 2:
14"
Plan: DavenportC
Date: 21 March 2008
Location: Lot #2, Block #7. Henderson
Seismic Calculations
Loading Summary
Floor Dead Load (psf) 10 Seismic Zone E
Floor Live Lcad(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 Paramaters
Slope 26.56 V=CS'W/1.4
Snow 50.00 Fa= 1
Pitch over 20 R=
Rs
6 table 1617.6
Ss=
Reduction Sms=
1.772
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. 165-49
Adj. Factor 1.4
Cs= 0.1686
Roof Length W(psf) Lblft
Width W(lb)
41 25 1025
roof wall
50 51250
7280
Total Mass Tributary to Roof Levels = 58530
Shear (V)(lbs) Roof Levels =
9868
Floor Length W(psf) Ib/ft
Width W(lb)
41 10 410
50 0
wall height 0
7280
Total Mass Tributary to Floor 2=
0
Shear (V)(lbs) Floor Levels =
0
Floor 1 Length W(psf) Ib/ft
Width W(lb)
41 10 410
50 14000
wall height 8
14560
Total Mass Tributary to Floor 1=
28560
Shear M(lbs) Floor Levels =
4815
Floor Lateral Force 4815
Floor 2 Lateral Force 0
Roof Lateral Force 9868
Total Seismic Mass = 87090
Total Lateral Force= 14683
Seismic Force Distribution
- Roof Sections"` H(x) W(x) kip W(x)H(x)
Roof ,
% Force Total Sheer Force (Kip)
W1046
Floor 1 4.0 29
90.16% 13.2373543
114
Floor 2 0.0 0
9'84% "'*"""' "•
0
Totals 87 1160
0.00% 13.2373543
V/sum(Wi'Hi) = 0.01265 Total Shear (Ibs) =
1
14683
Basement Sheer Wall F(total) Length
Total Load (kips) 14.7
Shear Wall Load (plf)
right side 7.3 24
306
left side 7.3 24
306
front 7.3 32
229
back 7.3 28
262
Floor 1 Sheer Wall F(total) Length
Total Load (kips) 13.2
Shear Wall Load (plf)
right side 6.6 37
179
left side 6.6 43
154
front 6.6 25
265
back 6.6 35
189
Floor 2 Sheer Wall F(total) Length
Total Load (kips) 13.2
Shear Wall Load (plt)
right side 6.6 10
left side
Not Applicable
6.6 10
front 6.6 10
Not Applicable
back 6.6 10
Not Applicable
Not Applicable
Shear Wall Critical Lengths Wall DL Floor DL Roof DL
Front
DL (plf) critical I (ft)
320 50 1242
Back 320 50 1242
1074 4
1074 3
Right 240 475 54
Left
512 6
320 350 54
482 6
Calculate Uplift, Force Req'd to Prevent OT (lbs)
Panel Length (ft) 2 3 4
6 8
Front 2618 1545 471
Back 1257 183
10
-1676 -3823 -5970
12
-8118
-890
Right 2196 1683 1171
-3038 -5185 -7332
147
-9479
Left 1806 1324 842
-877 1902
-122 -1087 -2051
2926
-3016
'N.
Plan: Davenport C
Date: 21 March 2008
Location: Lot #2, Block #7, Henderson
Wind Loading Calculations using Main Windforce-Resisting System (MWFRS)
Longitudinal Direction
Wind Design coefficients
P --wind load*exp 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 (psi)=
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 12
Truss Span 47
Roof Slope =
16377
6/12
Roof Angle(deg)=
26-56
Sine=D.4472
P --wind load*exp cceff Iw
4058
Minimum Pressure
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
.4*Hmean
18.45 0.00
7.15
.1*base
4.1
End Zone Width (ft)
Not Applicable
4.1
Interior Zone Width (ft)
41.8
Gable Roof Load
Hip Roof Load
Wall Load
Vertical Force
End
Interior
End
Interior
End
Interior
Width
4.1
41.8
Area
587.5
148.39
Width
4.1
41.8
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
Flood Diaphragm Shear
Total Shear (lbs) 13371
Front Wall Length 25
Hack Wall Length 3s
basement Diaphragm Shear
Total Shear (lbs)
16377
Front Wall Length
32
Back Wall Length
28
Critical Wall Length (ft)=
4058
Front Wall Dead Load (plf)=
1074
Front Wall Critical Length (ft)=
2
Back Wall Dead Load (plf)=
1074
Back Wall Critical Length (ft)=
2
Calculate Uplift, Force Req'd to Prevent OT (Ibs)
Panel Length (ft)
2 3
Front
Back
605 105
147 -353
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 (Ib/ft)
1.0 19.48
160
1. GO 14.16
592
Sum =
751.5068
length Wind Load
Force (Ibs)
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)
267
191
Shear Wall Loads (plf)
256
292
Total 13471
Total (plf) 74
4.1
41.8
2nd Story
Force (Ibfit)
159.74
591.76
751.51
4 6 8 10 12
-395 -1394 -2394 -3393 -4393
-853 -1853 -2852 -3852 -4851
1041,111
Plan: Davenport C
Date: 21 March 2008
Location:
Henderson
Wind Loading Calculations using Main NI ndfore-Re isting System (MWFRS)
Transverse Direction
Wind Design Coefficients
P=wind load`exp coeff fw
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 (psi)=
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 1609.621(4) 121
Iw=Importance Factor (from table 1604.5) 1.0
Wind speed= 90 Roof Height 11.75
Exposure C Wall Height 12
Truss Span 47
Roof Slope =
6/12
10975
Left Wall Length
43
Roof Angle (deg)=
26.56
Sine= 0.4472
Total Shear (Ibs)
13471
Left Wall Length
24
Minimum Pressure
24
Critical Wail Length (ft)=
P --wind load`exp coeff Iw
482
Adjusted
3
Right Wall Dead Load (plf)=
512
horizontal wall interior
14.16
14.16
Prevent OT (Ibs)
Panel Length (ft)
2 3
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 2nd storyEnd Zone Width (ft)
4.1
Interior Zone Width (ft)
32.8 2nd Storylnterior Zone Width (ft)
32.8
Gable Roof Load
Width Height
Wind Load
Force (lbs)
End
4.1 20
19.48
157
Interior
32.8 4.89
14.16
3185
Sum =
3341.68
Area
Hip Roof Load
End
481.75
10.00
4818
Interior
116.44
10.00
1164
Total
5982
Wall Load
Width Height
Wind Load
Force (lbs)
2nd Story
End
4.1 1.0
19.48
160
159.744
Interior
32.8 1.00
14.16
464
464.35
Sum =
624.0938
624.094
Vertical Force
Width length
Wind Load
Force (lbs)
end zone windward
4 42.95
0.00
0
leeward
4 42.95
0.00
0
interior zone windward
33 42.95
0.00
0
leeward
33 42.95
0.00
0
Floor 2 Diaphragm Shear
Total Shear(Ibs) 5982
Left Wall Length 10
Right Wall Length 10
Floor 1 Diaphragm Shear
Total Shear Obs)
10975
Left Wall Length
43
Right Wall Length
37
basement Diaphragm Shear
Total Shear (Ibs)
13471
Left Wall Length
24
Right Wall Length
24
Critical Wail Length (ft)=
Left Wall Dead Load (plf)=
482
Left Wall Critical Length (ft)=
3
Right Wall Dead Load (plf)=
512
RightWall Critical Length (ft)=
3
Calculate Uplift, Force Req'd to
Prevent OT (Ibs)
Panel Length (ft)
2 3
Front
Back
364 163
458 242
Shear Wall Loads (plf)
Not Applicable
Not Applicable
Shear Wall Loads (plf)
128
148
Shear Wall Loads (pif)
281
281
Total 16377
Total (plf) 80
4 6 8 10 12
-38 -439 -841 -1243 -1645
26 -405 -837 -1269 -1700
Plan: Davenport C
Date: 21 March 2008
Location: Lot #2, Block #7, Henderson
BCI JOISTS 6000 1.7E
Span (ft) 12
Depth 11.88
Load Parameters
Floor Dead Load 10
Floor Live Load 40
Total Floor Load 50
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) _
EI x 10^6 (Ib-in^2)
K x 10^6 (Ibs)
Live Load Deflection (in)
Total Load Deflection (in)
Live Load F of S
Total Load F of S
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 11718" 60001.7E @ 19.2" 11718" 60001.7E @ 16"
Sheer wall lines (three shear wall lines)
Dimensions
D1=
15 ft
D2 =
28 ft
Length =
43 ft
Total Shear
per foot Ib
Seismic
12626 lb
Wind
13371 Ib
Shear Wall line loads
Hem Fir Reduction
0.95
Wind Increase
1.4
Line T1
Tributalry Area
Seismic
Vseismic =
Resistence
Sheer Wall
SW -1
SW -1
SW -1
SW -5
Portal Frame
Wind
Vwind =
Resistence
Sheer Wall
SW -1
SW -1
SW -1
SW -5
Portal Frame
0.17 Total Area
2202 Ib
Length per
Height per
Resistence
length
Total
annel ft
annel ft
per foot Ib
ft
Resistence Ib
3
8
271
6 1625
2.5
8
226
5 1128
3
8
271
0 0
4
8
466
0 0
Length per
Height per
Resistence
number
Total
annel ft
annel ftper
pannel Ib
of pannels
Resistence Ib
2
8
1615
0 0
Sum =
2753
Factor of Safety
1.25
2332 Ib
Length per
Height per
Resistence
length
Total
annel ft
annel ft
er foot Ib
ft
Resistence Ib
3
8
505
6 3032
2.5
8
505
5 2527
3
8
505
0 0
4
8
652
0 0
Length per
Height per
Resistence
number
Total
annel ft
annel
per pannel Ib
of pannels
Resistence Ib
2
8
1615
0 0
Sum =
5559
Factor of Safety
238
E:j
Line T2
Tributalry Area
0.50 Total Area
Seismic
Vseismic =
6313 Ib
Resistence
Sheer Wall
Length per Height per Resistence length
Total
SW -1
annel ft annel ft
per foot Ib ft
Resistence Ib
SW -1
4
4
8 361
8
20 7220
SW -1
4
361
8 361
0 0
0
SW -5
4
8 466
0
0 0
Length per Height per
Resistence number
Total
Portal Frame
annel ft annel ftper
pannel Ib of pannels
Resistence Ib
1.3
10 570
0 0
Sum =
7220
Factor of Safety 1.14
Wind
Vwind =
6686 Ib
Resistence
Sheer Wall
Length per Height per
Resistence length
Total
SW -1
annel ft annel ft
per foot Ib ft
Resistence Ib)
SW -1
4
4
8 505
8
20 10108
SW -1
4
505
8 505
0 0
0
S W-5
4
8 652
0
0 0
Length per Height per
Resistence number
Total
Portal Frame
annel ft annel ft
er annel Ib of pannels
Resistence ON
1.3 10
570
0 0
Sum =
10108
Factor of Safety 1.51
Line T3
Tributalry Area
0.33 Total Area
Seismic
Vseismic =
4111 Ib
Resistence
Sheer Wall
Length per Height per
Resistence length
Total
SW -1
annel ft annel ft
per foot Ib ft
Resistence Ib
SW -1
4 8
3.5 8
361
22 7942
SW -1
4 8
316
361
0 0
SW -5
� 8
466
0 0 0
Length per Height per
Resistence number
Total 0
Portal Frame
annel ftannel ft
er annel Ib of pannels
Resistence Ib
1.3 10
570
0 0
Sum =
7942
Factor of Safety 1.93
Wind
Vwind =
4353 Ib
Resistence
Sheer Wall
Length per Height per
Resistence length
Total
SW -1
annel ftannel ft
er foot Ib ft
Resistence Ib
SW -1
4 8
34
505
22 11119
SW -1
8
505
505
0 0
SW -5
4 8
652
0 0
0
Length per Height per Resistence number
0
Total
Portal Frame
annel ft annel ft
per pannel Ib of pannels
Resistence Ib
1.3 10
570
0 0
Sum =
11119
Factor of Safety
2.55