HomeMy WebLinkAboutSTRUCTURAL CALCS - 07-00220 - 309 Oaktrail Dr - New SFRFor:
Plan #:
Location;
From:
Structural Calculations 25 Apr 2007
Kartchner Hames
Meadowbrook A
Lot #3 1,
OakbroolAdafflashk� ,�
William York
2329 W. Spri
Morgan,
Design kriteria I
Roof Load:
Live Load (PS
Dead Load (P
Floor Load.-
Live
Load (PSF)
Dead Load (PSF)
40
10
L.C.
Road
0 (801) 876-3501
0700220
309 Oaktral'] Dr-,Kartchner
Seismic Zone: D 1
mind Speed: 90 mph (1 1 0 mph 3 second gush)
Exposure: C
Material Properties & assumptions
Concrete PSI (ff): 2500 (found.), 3000 (slabs), 4000 (susp. slabs)
Concrete Reinforcement: ASTM A615 Grade CO
craTP/?
. S -
o
Site Conditions: Dry & Stable granular based, 150Q PSF Bearing Capacity, Granular Based
Backfill (KH --'5 pcf, KP=225), Slope not to exceed 2D°/a, Minimum setback from slakes of 25'
Dimensional Lumber; Hem or Doug Fir #2 & BTR
Steel: ASTM A3fi
Use Simpson straps and tie dawns, and meet nailing, reinforcementand ether 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 car 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
11'ability/warranty for the non-structural portions of the building, or the site itself. William work is
the structural engineer only and dies not assume the role of "Register Design Professional"
this project. The, purpose of these calculations and eng�neerin� is to hey �-I '.' P Nh
damage and loss of life due to seismic acii�rity andlor high wind condi i.4: ��h o a. oIS
verif all conditions dimensions and structural details of the drawing.AM&W-06MMMEWO
� M������t� euse of these
Y� P
calculations is not Permitted. M AY 14 2001
L�
o ter.U iii
el
A11 exterior walls. shall be sheathed with 7116" APA rated structural wood panel. Block all
horizontal edges 1 1/2'' nominal or wider. Sheathing shall extend continuous from floor to top
plate and be naiied at bast 4" O.C. along sill plate. Extend sheathing over gable end to wall joints
& over rim jaisi between fl oors and nail to rim and wall plates 6" 0.C.
Sheathin�
Typical 7/16" one side
SW -1 7one side
Shear Wall Schedule
tv�e�
Nail Edee
8d 61, O.C.
8d 4" O.C.
Field
10" O.C.
1.01, O.C.
Anchor Bolts
'/211 32" O.C.
'1I .3271 O.C.
Staples may be used in place of 8d nails at �/2 the spacing
The following general requirements shah be followed during construction:
1. Contractor to verify all dimensions, spans, & conditions and notify engineer of any errors,
emissions, or discrepancies prior to construction.
2. Use Simpson A.' 5 ties each cantilevered joie to sill or tip plate.
3. Use Simpson H1 or equiv. ties each end of each truss.
JP
5. foundation reinforcement as per Utah State Amendment
6. Use 2: 44 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. A.il muxtxple beams and headers to be named 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.
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 mei. 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 200 3 IRC.
16. Use balloon framing method when connecting floors in split level designs.
1?. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as regd.
1$. Provide joist and rafter hangers as per manufacturers spec ificaiions.
I9. Foundation steps shall not exceed 4 feet or ��z the horizontal distance between steps. Hort.
rebar shall be 12" O.C. through step downs and extend 4$" either side of step
20.If garage return walls are less than 32" wide thin extend headers across return walls with Z
king studs on either end extending from the top of the header to the bottom plate or install (2)
MST �6 straps each end of header expend across wing walls.
2 1. Use a minimum of 2-9 V2" LVLs for all headers carrying girder loads.
22, Allow foundation 14 days to cure prior to backfill
23. Use 1 I 18" wide timberstrand az' equiv. for all rim joist
24. Provide solid blocking through structure down to fooling for all load paths.
25. Builder shall follow all recommendations found in all applicably Geotechnical reports.
26. Stacking of two sill plates 'is permitted with �18" J -bolts through both plates. Stacking more
than two plates is not permitted without special engineering
Plan . Meadowbrook
Date . 4/25/2007
Location . Lot #3 1 Oakbrook
Micro -Lam Beam
RB -5
Uniform Loads
23,19
Uniform Floor Span (ft)
Q
Total Uniform Floor Load {pif}
d
Wali Height (ft)
4
Wall Weight (psf�
20
Wall Load (plf}
0
Uniform Roof Span (ft)
10
Tota! Uniform Roof Load (p1f)
275
Point Loads
0.20
1 Distance from Left (ft)
2
1 Point Live Load (1b)
�
1 Point Dead Load (!b)
d
2 Distance from Left (ft)
2
2 Point Live Load (Ib)
3000
2 Point Dead Load (Ib)
1125
Partially Uniform Loads
1 Uniform Span (fit)
Q
1 Live Load (plf}
0
1 dead Load (plf)
d
1 Distance of lest side off)
1
1 Distance of right side (ft)
6
2 Uniform Span (ft)
12
2 Lige load {pif}
240
2 Dead Load (plf)
90
2 Distance of Deft side (ft)
z
2 Distance of right side (ft)
4
Tapered Load
Tapered load left (plf]
0
Tapered load right (plfi}
0
Left Distance (ft)
6
Right Distance (ft)
8
Beam Weight (plf)
9.64
:=R9aTmVl&MNi i
Duration Increase 1
BeamSpan(ft)
Left Reaction (Ib) 2796.8
Right reaction lbs 3126.8
Max Moment FtLb 5024.3
MaxMom dist from Left 2.0
Max Shear Lb 3126.8
Max Shear Stress (psi) 94.0
Determine Size
Depths estimate in). 9.50
Widths Estimate (ire) 3.5
Cross Are a (irt,' ). 33.25
Max Moment 100% = 11406.60
fomemt of Inertia I = 250,07
Factor Of Safety 2.27
Max Shear 1 0011/o 141.06
Factor Of Safety 2.02
Bearing Required -
1.62
Lai G
23,19
Beam S
52.65
Factor of Safety
2.27
E (psi)
1900000
Deflection L L (i rl)
0.02
L/360
0.13
LL Deflection F of S
7.03
Deflection TL (in)
0.03
L/0
0.20
TL D fl ctlon F of S
7.63
Selection 11211
LVL
Exposure CDeffiGi nt (from table "16309.6.2_"1(4)
I =Importance Factor (frerTn table '1604.
Wind Speed T 9
Exposure
Roof Slope
Roof Angle (deg)- 26.56
P=wind load*exp ff*l
horizontal wall interior 14.18
horizontal wall end zone 19.48
horizontal roof interior 3.27
horizontal reef end zone 3,15
vertical end zone windward -8,71
ver -tical end zone leeward -11. 6
vertical interior zone windward -6,29
vertical interior zone leeward -6.29
End Zone VVIdth (ft)
Interior Zone Width (ft
Gable Beef Load
End
Interior
Hip Roof Load End
Interior
Wall Load
End
Interior
Vertical Force
end zone windward
leeward
enteric r zone windward
leeward
Floor 2 Diaphragm Shear
Total Shear Obs)
Left Wall Length
Right Wall Length
Floor 1 Diaphragm Shear
Total Shear f lbs).
Left VV@11 Length
Right Wall Length
basement Diaphragm Shear
Total Shear (lbs)
Left Mall Length
Right Wall Length
Critical 'mall Length O!
Left Wall Dead Load (plf)=
Left VVall Critical Length (ft)z;;
Dight VV211 Dead Load (plf)=
Dight Wall Critical Length (ft)=
313
5
313
6
6 1
.
42,4
Calculate Uplift , Force Reqd to Prevent OT (Ibs)
Panel Length (ft)
Trent x'16
Back 858
Roof Height 8
'Fall Height
Truss Span 32
Fine W 0.4472
Minimurn Pressure
dj u ste d
14.16
19.48
16.66
10.06
0.00
0.60
6.06
6.66
2nd staryEnd Zone Width (ft)
rid StoryInterior Zone Width (fit)
Width
Pian; Meadowbreek
Wind Load
Date; 25 Apr 207
Location- Let 1, Oakbrook
'mind Leading Calculations using Main '' indfer ce-I e i ting System, �MWF )
Longitudinal Direction
135
Wind Design Coefficients
109
P= it d lead*exp o *I
2948
P! De sign Pressure
588
Horizontal Wind Load (from table 1609.6.2.1 (1
VVa l l Load p f )=
Area
end zone (A)
16,1
Aen
400
Roof Load (p f)=
1 0i0o
rid zone (B)
2.6
interior zone D)
2.7
Vertical Wind load (from table
1609.6.2.1(1)
Roof Load pf)=
Tota 1
end zone windward (E)
-7.
end zone leeward (F)
-9-8
interior zone windward )
-,_2
interior zone leeward (H)
-5.2
Exposure CDeffiGi nt (from table "16309.6.2_"1(4)
I =Importance Factor (frerTn table '1604.
Wind Speed T 9
Exposure
Roof Slope
Roof Angle (deg)- 26.56
P=wind load*exp ff*l
horizontal wall interior 14.18
horizontal wall end zone 19.48
horizontal roof interior 3.27
horizontal reef end zone 3,15
vertical end zone windward -8,71
ver -tical end zone leeward -11. 6
vertical interior zone windward -6,29
vertical interior zone leeward -6.29
End Zone VVIdth (ft)
Interior Zone Width (ft
Gable Beef Load
End
Interior
Hip Roof Load End
Interior
Wall Load
End
Interior
Vertical Force
end zone windward
leeward
enteric r zone windward
leeward
Floor 2 Diaphragm Shear
Total Shear Obs)
Left Wall Length
Right Wall Length
Floor 1 Diaphragm Shear
Total Shear f lbs).
Left VV@11 Length
Right Wall Length
basement Diaphragm Shear
Total Shear (lbs)
Left Mall Length
Right Wall Length
Critical 'mall Length O!
Left Wall Dead Load (plf)=
Left VVall Critical Length (ft)z;;
Dight VV211 Dead Load (plf)=
Dight Wall Critical Length (ft)=
313
5
313
6
6 1
.
42,4
Calculate Uplift , Force Reqd to Prevent OT (Ibs)
Panel Length (ft)
Trent x'16
Back 858
Roof Height 8
'Fall Height
Truss Span 32
Fine W 0.4472
Minimurn Pressure
dj u ste d
14.16
19.48
16.66
10.06
0.00
0.60
6.06
6.66
2nd staryEnd Zone Width (ft)
rid StoryInterior Zone Width (fit)
Width
Height
Wind Load
Force (I bs
.6
1.8
19.48
135
42.4
109
14.16
2948
723
588
Sum =
3082,9522
Area
-494
400
1 0i0o
4080
16.96
10,00
170
Tota 1
4170
Width
Height
Wind Lead
Force (Cl s)
8.8
1.0
19.48
148
42,4
1,00
14,16
606
Sum =
748-3124
Width
length
Mind Load
Force (II s)
4
43,10
Mo
6
48.10
U0
0
42
48.10
Mo
0
42
48.10
6.66
0
Dear lull Loads (plf)
Not Applicable
Not Applicable
hear' all Loads (.plf)
164
188
Shear Wall Loads (plf)
Not Applicable
Not Applicable
Total
Total (pif
8667
4
_8
42.4
rid Story
4
6
16
1
677
442
172
-8
-369
-639
723
588
317
47
-223
-494
Exposure Coefficient (from table 1609.6.2-1(4)
1=lrnportanc Factor (frorn table 1604,5)
i n d Speed
Exposure
Roof Slaps --
Roof
Roof ogle (deg)=
P=wind load* coef *lug
horizontal wall interior
horizontal gall end zone
horizontal, roof interior
horizontal roof end zone
vesical end zona windward
vertical end zone leeward
vertical interior zone windward
vertical interior zone leeward
. *Hmean
.I*base
0 Roof Height &DO
Wall Height g
Truss Sparc 32
Pl2n: Meadowbrook A...
26.56
Date; 25 Apr 2007
storyEnd Zone Width
Location: Lot #31. Oakbrook
Wind LoadinU Calculations
using Main indlforce-Re i tingg System (M F )
Longitudinal Direction
14,16
Wind [design Coefficients
19:48
P -wind Ioad'' p c e wlw
10,0
P=Design Pressure
10.00
Horizontal Wind Load (from table 1609.6.2.1(1'1
Wall Load psf,°=
--11.86
end zone (A)
16.1
interior zone (I
11.7
Roof Load (psf=
Interior
end zone (B)
2,6
interior zone (D)
2.7
'vertical Wind Load (from table
1609.6.2.1(1)
Roof Load f)=
23,10
end zone windward (E)
-7.
end zone leeward (F)
-9.
interior zone windward )
-5-2
interior zone leeward (H)
-5_
Exposure Coefficient (from table 1609.6.2-1(4)
1=lrnportanc Factor (frorn table 1604,5)
i n d Speed
Exposure
Roof Slaps --
Roof
Roof ogle (deg)=
P=wind load* coef *lug
horizontal wall interior
horizontal gall end zone
horizontal, roof interior
horizontal roof end zone
vesical end zona windward
vertical end zone leeward
vertical interior zone windward
vertical interior zone leeward
. *Hmean
.I*base
0 Roof Height &DO
Wall Height g
Truss Sparc 32
End zone Width (ft)
/1
26.56
Sine = 0,4472
storyEnd Zone Width
Minimum Pressure
1 nte ricr Zone Width (ft)
Adjusted
14,16
14,16
19.48
19:48
3.27
10,0
3-15
10.00
-8.71
0.00
--11.86
0.00
-6.29
0.00
-6.29
0.00
End zone Width (ft)
Width
3.8
2nd
storyEnd Zone Width
ft .
1 nte ricr Zone Width (ft)
1.0
30,4
2nd
StoryInterlor Zone Width
(ft) 30.4
Gable Roof Load
14.16
Width
Height Wind Load
Force (lbs)
-2945
Enid
3.8
1.8
10.48
135
Wind Load
Interior
30,4
3.00
14,15
2114
0
leeward
4
23,10
Sum s
2248.604
.Interior zone windward
30
Area
0.00
Wind Load
Force (Ibs)
Hip oof Load
End
304
0
10.00
3040
1nteri'cr
12,16
10.00
122
Total
3162
Waif Load
Vertical Force
Floor 2 Diaphragm Shear
Total Shear (lbs)
Front Wall Length
Back Wall Length
Floor I Diaphragm Shear
Total Shear Obs)
Front Fall Length
Back YJafl Length
basement Diaphragm Shear
Total Shear (Ibs)
Front all Length.
Back a f l Length
Shear 'all Loads (plf)
3162
10 N of Ap pFca b I
10 Not Applicable
hear' all Loads (plf)
7789
17 229
25 156
Shear Willl Loads (plf)
8367
10 Not Applicable
10 Not Applicable
Critical Fall Length (ft)=
Front all Dead Load plf)= 709
Front Wall Critical Length (ft)-
Back Wall Dead Load (.pl f)= 700
Back Wall Critical Length (ft)=
Calculate Uplift , Force eq'd to Prevent OT (I los.)
Panel Length (ft)
Front 728
Back 288
Total
Total plf62
10904
rid Story
Farce (I bIft)
*'�wF�SY M57k'SY
*****w***
Width
Height
Wind Load
Force (IbIft)
End
3.8
1.0
19.48
148
Interior
30:4
1,00
14.16
430
a1652
-2299
-2945
Sum =
578.4284
WIdth
length
Wind Load
Farce (lbs)
end zone windward
4
23.10
0.00
0
leeward
4
23,10
0,00
0
.Interior zone windward
30
23-10
0.00
0
leeward
30
23,10
0,00
0
Shear 'all Loads (plf)
3162
10 N of Ap pFca b I
10 Not Applicable
hear' all Loads (plf)
7789
17 229
25 156
Shear Willl Loads (plf)
8367
10 Not Applicable
10 Not Applicable
Critical Fall Length (ft)=
Front all Dead Load plf)= 709
Front Wall Critical Length (ft)-
Back Wall Dead Load (.pl f)= 700
Back Wall Critical Length (ft)=
Calculate Uplift , Force eq'd to Prevent OT (I los.)
Panel Length (ft)
Front 728
Back 288
Total
Total plf62
10904
rid Story
Farce (I bIft)
*'�wF�SY M57k'SY
*****w***
4
6
a
10
1
405
81
-565
-1212
-1859
-2505
- 3 L55
-
-1005
a1652
-2299
-2945
gds
Plsn. Meadow6iraok A
Date, Apr 2007
Location: Lot 1. ak.broo'-<
Seismic Calculations
Loading Summary
Floor Dead Load (psf) 10 SeismicZone E
Floor Live Load(psf) 4
Walls Ext)( sf) 20 Roof LL psf � 50
Walls Int)(f) 1
Roof Dead Load(psf) 1
Roof Slope 6 /12
Exterior combination
Snow Load Reduction
Seismic Parameters
Slope
26.56
= s* /1.
) ; p
W(x) H ()
% Force Taal Sheer
Snow
50.00
1=a�
1
709
100.00'% 9.19507001
Pitr,h over 20
Floor 1
R=6
0
table 1617.6
0,00% 9.19507001
1s
Floor 2
Ss=
1,772
0
0.00% 9.19507001
Reduction
Bras=
1.77
eq. 16-16
1
L, L.- RedLjCrtion
50.00
ds�
1.18
eco 16-18
9195
Total Load
65.00
_
0.236
-
per e. 16-49
Total Load (kips)
9,2
Adj
dj _ Factor
1.
ShearWall Lad (plf)
right side
4-6
GS-_
0,1686
Not Applicable
Roof
Length
M p f)
Left
IEdth
W (I b)
front
0
25
1250
38
47500
back
roof wall
10
Not Applicable
7 040
Floor 1 Sheen Wall
Total Mass
Tributary to Roof Levels =
54540
Dear i s Roof Levels
=
9195
Floor 2
Length
' (psf)
1b1ft
Width
(lb)
170
0
10
500
38
0
148,
wall height 0
fret
4.6
17
7040
270
Total Mass
Tributary to Floor 2=
4.6,
0
Shear ()(Ib Floor Levels
=
Floor 2 Sheer Wall
0
Floor 1
Length
(psf)
lbift
Width
V (I )
0
10
500
38
11000
10
al[ height 8
Nct Applicable
left side
8800
10
Total Mass
Tributary to Floor 1=
19800
4.6
Shear )(lb) Floor Levels
=
Not Applicable
3338
Floor 1 Lateral Force 0
Floor 2 Lateral Force 0
Roof 'Lateral Force 9195
Total Seismic Mass = 74340
Total Lateral Force _ 9195
Seismic Force Distribution
'* * Roof Sections
H x)
) ; p
W(x) H ()
% Force Taal Sheer
Force (Kip)
OOT
13.0
55
709
100.00'% 9.19507001
Floor 1
1.0
0
0
0,00% 9.19507001
Floor 2
0.0
0
0
0.00% 9.19507001
Totals
55
709
1
/ um(W[*H[)=
0.01297
Notal Shear
lbs)
9195
Basement Sheer Wall F(tota 1 )
Length
Total Load (kips)
9,2
ShearWall Lad (plf)
right side
4-6
10
Not Applicable
left side
.
10
Not Applicable
front
4.6
10
Not Applicable
back
4-6
10
Not Applicable
Floor 1 Sheen Wall
F('tota1)
Length
Total Load (kips)
9.2
Shear Fall Loyd (plf)
right side
4.6
27
170
left side
4,6
31
148,
fret
4.6
17
270
back
4.6,
25
184
Floor 2 Sheer Wall
F(totail)
Length
Total Load (kips)
9.2
Shear `gall Load (plf)
right side
4.6
10
Nct Applicable
left side
4.6
10
Not Applicable
front
4.6
10
Not Applicable
knack
4.6
10
Not Applicable
Shear Wall CTiticall L ntl : Wal I DL
Floor DL
Roof DL
DL If critical
Front
0
0
864
709
Back
200
0
864
709
Fight
200
0
270
313 10
Left
200
0
270
313
Calculate Uplift, Force
Req'd to Prevent OT (lbs)
Panel Length ()
2
3
4
6 8
10 1
Front
3451
2742
2033
616 -801
-2218 -3636
Back
1893
1184
476
-942 -2359
-3776 -5193
Right
2439
2126
1813
1187 561
- -691
Loft
2043
1730
1417
791 165
-461 -1087
Plan: IN dowbrook A
Date: 25 Apr 2007
Location-. Lot #31. Oakbrook
XrjN:TWT71,
Load Parameters
Floor LL (psf)
Total Floor Load(psf)
Floor Span (ft)
Total Floor Load (plf):
Wall
Height (#t)
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 (Ib)
Reaction 2 (Ib)
Max Moment FtLb
Max Shear Lb
Max Shear Stress (psi)
Determine Size
Depth estimate (in)
Width Estimate (in)
Cross Area (in A 2)
Allowable Bending Stress
Allowable Moment
Momemt of Inertia I =
Factor Of Safety =
Allowable
sheer
Stress
(psi)=
Allowable
Sheer
Force
(lb)=
Factor Of Safety
Searing Required =
E (psi)
Deflection LL (in)
LLoad Def. Limit L/
Allowable Deflection (in)
LL Deflection F/S
Deflection TL (in)
TLoad Def. Limit L/
Allowable Deflection (in)
TL Deflection F/S
Selection
R13-1 R13-3
40 40
50 50
0
0
0
0
6
0
20
20
120 0
50 50
65 65
2 32
65 1040
12.1 10
50 800
197 1050
16 6
1576 3149
1576 3149
6306 4723
1576 3149
38 95
11.88 9.50
3.5 3.5
42 33
2604 2684
17862 11775
489 250
2.83 2.49
285 285
7900 6318
5.01 20.01
0.60 1.20
1900000 1900000
0.08 0.05
360 360
0.53 0.20
6.72 4.07
0.31 0.06
240 240
0.80 0.30
2: 11 7/8" 2: 9 '/z'
Plan: Mi. lowbrook A
Date: 25 Apr 2007
Location: Lot #31, Oakbrook
Exterior Footing Calculations
back front left right
Concrete Specs
Density (pcf) 150 150 150 150
Strength (psi) 3000 30010 3000 3000
Clear Cover Thickness (in) 3 3 3 3
Foundation
Overall Height (ft) 3.00 3.00 3.00 3.00
Height (in) 36 36 36 36
Wall Thickness (ft) 0.67 0'.67 0.67 0.67
Thickness (in)
8
8
8
8
Weight (kips/Ift)
0.30
0.30
0.30
0.30
Footing Specs
Width (ft)
1.67
Width
1.67
1.67
1.67
Width (in)
20
20
20
20
20
Height (ft)
0.83
10
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
0
1.67
1.67
1.67
Soil Specs
Density (pcf) 125 125 125 125
Soil Pressure (psf) 1500 1500 1500 1500
Weight (kips/lft) 0.19 0.19 0.19 0.19
Building Loads
Footing
Width
(in)
20
20
Roof span
20
32
32
10
10
Roof (kips/Ift)
0.86
10
0.86
0.27
0.27
Wall Height (ft)
10
10
10
10
Wall Load (kips/Ift)
0..20
0.20
0.20
0.20
Floor span
0
0
0
0
Floor Loads (kips/Ift)
0.00
0.00
0.00
0.00
Total (kips.lft)
1.06
1.06
0.47
0.47
Calculations
Total Weight an Sail (kips) 1.57 7.57 0.98 0.98
Soil Land (ksf) 0.94 0.94 0.59 0.59
Required
Footing
Width
(in)
20
20
20
20
Required
Footing
Depth
(1-n)
10
10
10
10
Plan; 'Meade `waok A
Date: 25 Apr 2007
Location: Lot #31, Oakbrook
Sawn Lumber RB -2 RB -4
Load Parameters
Floor Live Load(p
Floor Total Load(p
Floor 1 Span(ft)
sf) 40 40
sf) 50 50
Total Floor Load(plf)
Wall Height (ft)
Wall Weight (psf)
Wall Load(plf)
Roof LL (psf)
Total Roof Load(psf)
Roof Span(ft)
Total Roof Load(plf)
Beam Weight (plf)
Live Load (plf)
Total Load (plf)
Reactions & Moment
Duration Increase
Beam Span(ft)
Reaction 1 (,lb)
Reaction 2 (Ib)
Max Moment FtLb
Max Shear Lb
Determine Beam Size
Depth Estimate ("in)
Width Estimate (in),
C F -
Area =
Momemt of Inertia I
Maximum Bend Stress
Allowable bend Stress
Factor Of Safety =
Allowable Sheer Stress
Max Shear Cap (Ibs) _
Factor Of Safety =
Bearing Required =
E (psi)
Deflection LL (in)
Ll-oad Def. Limit L/
Allowable Deflection (in)
LL Deflection FIS
Deflection TL (in)
TLoad Def. Limit L/
Allowable Deflection (in)
TL Deflection FIS
260
6.5
200
266
1066
1066
2132
1066
9.25
3.5
1.20
32.38
231
513
1020
1.99
780
3885
3.64
0.75
1300000
0.06
360
0.27
4.34
0.08
240
0.4
4.89
0
0
0
zo
0
50
65
32
1040
6.5
1
4
2093
2093
2093
2093
9.25
3.5
1.20
32.38
231
503
1020
2.03
1300000
0.02
360
0.13
8.68
0.02
240
0.2
9.96
Selection 2-W 2 x 10 2: 2 x 10