HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 07-00542 - 313 Jill Dr - New SFRStructural Calculations
For: Kartchner Homes
Plan #: Meado-wbrook aj
Location: Lot # o Block 6,
From: ork Company, L.C.
,Utah Hollow Road
�o Utah
Design tri
Roof Load
te 200,-).
Liv -01 T S F)
D�r
lax ' y
L'O- ad (PSFFloor Lot
d (PSF)
De oad (PSF1
1
84050 (801) 876-3501
40
15
40
10
Seismic Zone: DI
Wind Speed: 90 mph (I 1 0 mph 3 second gust)
Exposure: C
Material Pro-neirfles & ASSUMDtions
I I Oct 2007
07 OU)4,;�,
313 .l ia�rtci�ner
Concrete PSI (fc'): 2500 (found.), 300 (slabs), 4000 (susp. slabs)
Concrete reinforcement: ASTM A615 grade 60
Site Conditions: Dry & Stable granular based, 1.)-1-00 PSF Beaming rapacity, Granular Based
Backfill (KH --'-")5 pct, KP -225), Slope not to exceed 2a%, Minimum setback from slopes of 25"
Dimensional Lumbers Hem or Doug Fix 92 & ITR
Steel.- ASTM A36
Use Simpson straps and tie downs, and meed naming, reinforcement and other structural
rng and within the pages of this. document. These structuralrequirementsnts as noted on the dra�vv
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
IP IF
beam system to be engineered by the supplier. This engineering assumes that the building site is
dry and stable, a high wader fable or adverse soils such as plastic clays, fills etc. could cause
future flooding, settlement, site instability, or other adverse conditions. Verification of and
liability dor fl -le soil bearing pressure, site stability, and all other site conditions, including site
engineering as required, is the responsibility of others. "!'hese 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"
this U1113111-rM,project. The purpose of these calculations and engineering i�-s �o�P1ri edaare �tr�
damage and lass of life due to seismic activity and/or high wind con' ' ' nsf; t ciwr�
LJ
verify all conditions, dimensions and structural details of the drawin ��i'xp�e"use o��ese
calculations is not permitted.
OCT 24 200-7
on
All exterior walls shall be sheathed with 7/16" APA gated structural wood panel.. Block all
horizontal edges 1 1/�" nominal or wider. Sheathing shalt extend continuous from floor to toy
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 b" 0. C.
tr;�
Typical
sw- I
Shear Wall Schedule
Sheathi.
Nail
E
Field
Anchor
Bolts
7/16" one side
8d
6" O.C.
10" O.C.
%z" 321?
O.C.
7/1611 one side
8d 411 O.C.
10" O.C.
112.11 3211 .C..
Staples may be used in place of 8d na11s at �/� 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 dies each cantilevered j Dist to sill or fop plate.
3. Use Simpson H I or equiv. tics 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 � 6" beyond opening
S. Use 1�z" x 10 " J bolts 3 2" 0. C. all foundation walls
9. If discrepancies are found, the more stringent specification shall be followed.
fid. All multiple 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 shalt verify overall global stability of the building site.
13. Connect beams & headers over G ft,,, to trimmers with appropriate connectors/hangers.
14. Contractor shah 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 footinas to adjacent slopes be a minimum of 25 feet and that the intent of IRC section
8403.1.7.2 is met. If set bask 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 andpractices as per the 2Q03 IRC.
16. Use balloon framing method when connecting floors in. split level designs.
17. Naall shear walls to floor jll Dist using 2: 16d 16" 0. C. Add additional floor joist as regd.
18. Provide jvisi and rafter hangers as per manufacturers specifications.
19. Foundation stews shall not exceed 4 feet or I/2 the horizontal distance between sups. Horz.
rebar shall be 12" O.C. thxough step downs and extend 48" either side of step
20.1f 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 palate or install (2)
MST 36 straps each end of header extend across wing walls.
21. Use a minimum of 2-9 llz" LVLs for all headers carrying girder loads.
22. Allow foundation 14 days to cure prior to backfill
23. Use 1 1/8 " wide timberstxand or equiv. for all rim j Dist
24. Provide sold blocking through structure dawn to footing for all load paths.
Z5. Builder shall follow all recommendations found in all applicable Geotechnical reports.
26. Stacking of two sill plates is permitted with SIS" J -bolts through bosh plates. Stacking more
than two plates is not permitted without special engineering
Plan :
Meadnwbraok
Date:
10/11/2007
Location
33.25
Micro -Lam Beam
RB -5
Uniform Leads
250.07
Uniform Ffoor Span (ft)
0
Total Uniform Floor Load {pif}
0
Wall Height {ft}
d
Wali Weight (psf}
20
Wal! Load (plfj
4
Uniform Roof Span (ft)
10
Total Uniform Roof Lead (plf}
275
Pdll1t i..OadS
1900000
'f Distance from keit (fit)
2
1 Point Lowe load (!b)
0
1 Paint 'Dead Load {Ib}
0
2 Distance from Left (ft)
2
a Pflint Live Load (lb)
3000
2 Point Dead Load {Ib}
9125
Partially Uniform Loads
1 Uniform Span (ft)
0
1 Live Load (plf)
D
1 Dead Load (plf}
0
1 Distance of left side (#t)
1
1 Distance of right side {ft}
6
2 Uniform Sian (fit)
12
2 Live Load (pff}
240
2 Dead Load {plf}
90
Z Distance of deft side (ft)
2
2 Distance of right side (ft)
4
Tapered Load
Tapered load left (pl�
U
Tapered load right (plf}
Q
Left Distance (ft}
G
Right Distance (fit)
8
Beam Weight {plf}
9.64
Reactions & Moment
Duration Increase 1
BeamSpan(ft) 4
Left Reaction (lb) 2796.8
Right Reaction ction (Ib) 3126.8
Max Moment FtLb 5024.3
Max Mom dist from Left 2.0
Max Shear Lb 31268
Max Shear Stress (psi) 94,0
DetermineSize
Depth Estimate (ire)
9.50
Width Estimate (in)
3.5
Cross Area in
33.25
Max Mornent 100% =
11406:60
omemt of Inertia I =
250.07
Fa for Of Safety -
2.27
Max Shear 100% =
141.06
Factor Of Safety -
2.02
Bearing Required -
+1.62
Load S
23_'1
Beam S
52 .65
Factor of Safety
2.27
E (psi)
1900000
Deflection LL (ire)
0.02
L/360
0-13
LL Deflection F of S
7.03
Defier,tion TL (in)
0.03
L/40
0.20
TL Deflection ection F of S
7.63
Selection .- 9 1 /2"
LVL
Ex Pos a re Coefficient (front table 160!9.6.2,1(4)
llw=llmportance Factor (from table 1604.5)
Wind Speed 90
Exposure
Roof Slope =
Roof Angle (deg)= 26,56
P=i nd bead *exp toff* I
horizontal wall interior 14.1
horizontal wall end zone 19,48
horizontal roof interior 3.27
h ori o7ital roof eyed zone 3.15
vertical end zone windward -8:71
vertical end zone leeward -11.36
vertical interior zone windward -6.29
vertical interior zone leeward -x,29
End Zone Width (ft)
Interior Zone Width (ft)
Gable Roof Load
End
Interior
Hip Roof Load End.
Interior
Wall Load
End
Interior
Vertical Fore
rd zone windward
leeward
interior zone windward
leeward
Floor 2 D[aphragm Shoat
Total Shear (lbs)
Left WaIJ Length
Fight Wall Length
Floor 1 Diaphragm Shear
Total l Shear Its)
Left Wall Length
Right Fall Length
basement Diaphragm Shear
Total Shear (lbs)
Left Wall Length
Dight Fall Length
Critical Wall Length (f#)=
Left Wall Dead Load PIf;--
Left Wall Critical Length (ff)=
Right Wall Geed Load (pig=
Right Wall Critical Length ()=
10156
31
27
10904
10
1
313
5
313
6
.3
42.4
Calculate Uplift , Force F eq'd to Prevent OT Jibs)
Panel Length (ft)
Front 713
Back 858
Roof Freight
'mall Height
Truss Span 32
lnE� = 0.447
Minimm Pressure
dj u steel
14,16
19.48
10,00
13.00
0.00
0.00
M
0:00
2nd storyEnd Zona 'width (ft)
2nd StoryInterior Zona Width ft
'width
Ilan: Meadowbrook
Wind Load
Cate; 11 Orf WIr"Y
Location,
Wird Loafing Calculations
using rviarn indforce-Rea tin System (M FRS)
Longitudinal Direction
42.4
Wird Design Coefficients
14.16
P=wind load+exp cff*I
723
P; --Design Pressure
Burn
Horizontal Wind Load (from table 1609.6.2.1(1)
Wall Load .(psf)=
=494
end zone )
16.1
interior zone (C)
11.
Roof Load (p f)=
4000
end zone (B)
2,6
'interior zone C)
2.7
'vertical Wind Load (frorr1 table 1609:6,2.1 1)
Roof Load (pf=
Taal
end zone windward (E)
-7.
end zone leeward (F)
-9-8
int rio r zone windward (G)
-5.2
interior zone leeward (H)
-5-2
Ex Pos a re Coefficient (front table 160!9.6.2,1(4)
llw=llmportance Factor (from table 1604.5)
Wind Speed 90
Exposure
Roof Slope =
Roof Angle (deg)= 26,56
P=i nd bead *exp toff* I
horizontal wall interior 14.1
horizontal wall end zone 19,48
horizontal roof interior 3.27
h ori o7ital roof eyed zone 3.15
vertical end zone windward -8:71
vertical end zone leeward -11.36
vertical interior zone windward -6.29
vertical interior zone leeward -x,29
End Zone Width (ft)
Interior Zone Width (ft)
Gable Roof Load
End
Interior
Hip Roof Load End.
Interior
Wall Load
End
Interior
Vertical Fore
rd zone windward
leeward
interior zone windward
leeward
Floor 2 D[aphragm Shoat
Total Shear (lbs)
Left WaIJ Length
Fight Wall Length
Floor 1 Diaphragm Shear
Total l Shear Its)
Left Wall Length
Right Fall Length
basement Diaphragm Shear
Total Shear (lbs)
Left Wall Length
Dight Fall Length
Critical Wall Length (f#)=
Left Wall Dead Load PIf;--
Left Wall Critical Length (ff)=
Right Wall Geed Load (pig=
Right Wall Critical Length ()=
10156
31
27
10904
10
1
313
5
313
6
.3
42.4
Calculate Uplift , Force F eq'd to Prevent OT Jibs)
Panel Length (ft)
Front 713
Back 858
Roof Freight
'mall Height
Truss Span 32
lnE� = 0.447
Minimm Pressure
dj u steel
14,16
19.48
10,00
13.00
0.00
0.00
M
0:00
2nd storyEnd Zona 'width (ft)
2nd StoryInterior Zona Width ft
'width
Height
Wind Load
Force (Ibs)
3.8
1.8
1 48
135 .
42.4
3.09
14.16
2948
723
588
Burn
3082.9522
Area
=494
400
10,00
4000
10.00
17
Taal
4170
Width
Height
Wind Load
Force (lbs)
3.8
1.0
19,48
148
42.4
1:00
14,16
600
Sum =
748: 3124
Width
length
Wind Load
Force (Ibs)
4
43.1
0.00
0
4
43.10
0,00
42
43.10
0.00
42
43;. 10
0.00
0
Shear Wall Loads (plf)
Not applicable
Not Applicable
Shear Wall Leads (pif)
164
188
Shear Wall loads (pif
Not Applicable
It Applicable
Total 3367
Total (pif) 43
3.8
42.4
rid Story
4
6.
8
10
1
577
442
172
-
-369
-639
723
588
317
47
-223
=494
Exposure Coefficient (from t@ble 1609.6.2.1(4)
[w=lmportance Factor from table 1504,5)
Wind Speed
Exposure
Reef Slope
Roof Angle (deg)=
P --wind load*exp oeff*lw
horizontal wall interior
horizontal wall end zonre
horizontal roof inferior
horizontal roof end zone
ver -tical end zeas windward
vertical end zone leeward
vertical Interior zone windwarcf
vertical interior zone leeward
.4*Hmean
1 *ba se
End Zone Width (ft)
Interior Zone Width ft
Gable Roof Load
Hip Roof Load
Wall Load
Vertical Force
F[oor 2 Diaphragm Shear
Total Shear (Ibs)
Front Wall Length
Back Wall Length
Floor 1 Diaphragm Shear
Total Shear (Ibs)
Front Wall Length
Lack Wall Length
basement Diaphragm Shear
Total Shear (Ibs)
Front Wall Length
Back a[I Length
0 Roof Height 8,00
''gill Height
Truss Span 32
14,16
19.48
.7
.1
-8.71
-11,86
-6,29
-6,29
30.4
End
Interior
End
Interior
End
I ntrior
end zone windward
leeward
interior zone windward
leeward
Critical Wall Length (1't)=
Front Wall Lead Load p lf)=
Front Wall Critical Length (ft)=
Back a I I Dead Load ( plf)=
Back Wall Critical Length (ft)=
7789
17
25
8367
10
10
Sine = 0.4472
I inimurn Pressure
dj u ste d
14.16
19-48
10.00
10.00
0,00
0.00
0,00
0.x0
2nd storyEnd Zone Width ft
2nd StoryInterior Zone Width (ft)
Width
Plan-, Meadowbrook
WJnd Load
Date, *11 Oct O 7
3.18
Lo�ati on .
Wind Loading Calculations
using Main vvtn(Jforce-r%v-m1Z5L..1%j Dystem ( FFA )
Longitudinal Direction
3.09
"inn Design teff icicnts
2114
P= in d `o ad*exp eoefl`*l +
-1652 -2299
P=De ign Pressure
2248.604
Horizontal Wind Load (from table 1609-6-2.1'(1)
Wall Load (psf )-�--
Wind Load
end zone (A)
16.1
interior zone (
11.7
Roof Load (psf ).=
12.16
end zone (B)
.
interior zone �D)
..7
Vertical Wind Load (from table
1609.6,.x,1(1
Roof Load (psf)=
Width
end zone windward (E)
-7.
end zone leeward (F)
-9,8
interior zone wind a.rd (G)
-5-2
intehor zone leeward (H)
-5.2
Exposure Coefficient (from t@ble 1609.6.2.1(4)
[w=lmportance Factor from table 1504,5)
Wind Speed
Exposure
Reef Slope
Roof Angle (deg)=
P --wind load*exp oeff*lw
horizontal wall interior
horizontal wall end zonre
horizontal roof inferior
horizontal roof end zone
ver -tical end zeas windward
vertical end zone leeward
vertical Interior zone windwarcf
vertical interior zone leeward
.4*Hmean
1 *ba se
End Zone Width (ft)
Interior Zone Width ft
Gable Roof Load
Hip Roof Load
Wall Load
Vertical Force
F[oor 2 Diaphragm Shear
Total Shear (Ibs)
Front Wall Length
Back Wall Length
Floor 1 Diaphragm Shear
Total Shear (Ibs)
Front Wall Length
Lack Wall Length
basement Diaphragm Shear
Total Shear (Ibs)
Front Wall Length
Back a[I Length
0 Roof Height 8,00
''gill Height
Truss Span 32
14,16
19.48
.7
.1
-8.71
-11,86
-6,29
-6,29
30.4
End
Interior
End
Interior
End
I ntrior
end zone windward
leeward
interior zone windward
leeward
Critical Wall Length (1't)=
Front Wall Lead Load p lf)=
Front Wall Critical Length (ft)=
Back a I I Dead Load ( plf)=
Back Wall Critical Length (ft)=
7789
17
25
8367
10
10
Sine = 0.4472
I inimurn Pressure
dj u ste d
14.16
19-48
10.00
10.00
0,00
0.00
0,00
0.x0
2nd storyEnd Zone Width ft
2nd StoryInterior Zone Width (ft)
Width
Height
WJnd Load
Farce (Ibs)
3.18
1.8
1 948
135
30.4
3.09
14,16
2114
-1005
-1652 -2299
Sum =
2248.604
Area
Wind Load
Force (lbs)
304
10-00
040
12.16
10.00
122
Total
3162
Width
Height
Wind Load
Force (Iblft)
3.8
1.0
19-45
148
0.4
1.00
14A6 1
430
Sum =
578,4284
Width
length
Wind Load
Force (lbs)
23.10
. 00
0
0
23.10
0,00
0
30
23.10
0.00
0
Shear Wall Loads (.elf)
Not Applicable
Not Ap.plicable
hear' all Loads (plt)
229
156
Shear Wall Loads (plf)
Not Applicable
Not Applicable
709 Tota 1
Total (plf )
709
2
alr,ulate Uplift , Force Req d to Prevent OT fibs)
Panel! Length (ft)
Front 728
Back 288
109-04
62
,8
30.4
2nd Story
Force (l b/ft)
4
6
8 10
1
405
81
-565
-1212 -1859
-2505
-
-359
-1005
-1652 -2299
-2945
Plan. Meadowbr o .
Date, 11 Oct OO7
Location:
Seismic Calculations
Loading Summary
Floor Dead Load (p f) 10 Seismic Zone
Floor Live LOad(p f i 40
Walls (Ext) p f) 20 Roof LL(psf) 50
Walls ( I rpt)( pf) 10
Roof Dead LOad(pf) 1
Roof Slope 6 /1
Exterior combination
Snow Load Reduction Seismic Parameters
Ise 26.56 VACS",/1 .,4
n ow 50,00 Fa;-- .1
ditch Over 20
RS Ss=
Feduction m-
L.L._ Reduction 50.00 Sds=
Total Load 65.00 C S= 0,236
Adj. Factor 1.4
s= 0.1686
table 1617,6
1.772
1.77 eq. 16-16
1.16 eq 16-1
per eq. 16-49
Roof Length
' (p f) Left
0
2,5 1 250
r0Df,9]1
4.6
Taal Mass
TrIbutary to Roof Levels
Shear ( )(l sRoof Levels =
Floor 2 Length
W(p f) IbIft
0
10 500
wall height 0
Total Mass
Tribratar to Floor
Shear )(I b Floor Levels =
Flag 1 Length
(pf) Ib/ft
0
10 500
wall height
11000
Total Mass
Tributary to Floor 1=
Shear Ib) Floor Levels
Floor 1 Lateral Force 0
Floor 2 Lateral Force 0
Roof Lateral Force 9195
Total Seismic Mess = 74040
Total Lateral Force = 9195
Seism i G Force Distribution
*** Roof Sections H(X)
Roof 13.0
Floor 1 1.
Floor 2 0.0
Totals
V/S unn (wi*H 0 = 0.01297
Basement Sheer Wall F(total)
Total Lead (kips)
9.2
right side
4,
left side
4.6
front
46
back
4.
Floor I Sheer Wall
Taal Load (kips)
right side
left side
front
back
Floor 2 Sheer Fall
Total Load (Kips)
right side
left side
front
ba ck
F (tota
.
4.6
4_
4.0
4.
kip H M
55 700
0 0
0 0
55 700
Total Shear (lbs)
Length
1
10
10
10
Length
7
1
17
25
Length
10
10
10
10
Width
VV (I)
38
47500
DL (plf)
7040
54540
Front
910
Width
(lb)
38
0
7040
Fuck
0
0
0
Width
'(Ib)
03
11000
Fight
8800
01
10000
313
3338
% Force Total Sheer Force(Kip)
100-00% 9.10507001
0,00'Io 9.19507001
0.00% 0.10507001
I
Shear Wall Load (plf)
Not Applicable
Not Applicable
Not Applicable
Not Applicable
Shear VVall Load (plf)
170
148
270
184
Shear Wall Load (plf)
Net ApplIcable
Not Applicable
Not Applicable
Not Applicable
Dear Wall C riti a I
Length, F all
DL Floor CSL
Roof CSL
DL (plf)
critical (ft)
Front
200
0
364
709
7
Fuck
200
0
364
709
Fight
200
01
270
313
10
Left
2 DO
0
270
313
alculate Uplift, Force eq' f to
Prevent OT (lbs)
Panel Length (ft)
2
3
4
6
8
10
1
I- ro rpt
3451
2742
2033
616.
-801
-2218
-3636
Back
1893
1184
47
-942
-2350
-3770
-5103
Right
2430
2126
1813
1187
561
-
--691
Left
2043
1730
1,417
791
1
-401
-1087
Plan-. . adowbrvok
Date: 11 Oct2OO7
Location:
AT044MI111.
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 (1b)
Reaction 2 (lb)
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 =
Bearing Required =
E (psi)
Deflection LL ('in)
Ll-oad Def. Limit L/
Allowable Deflection (in)
ILL Deflection F/S
Deflection TL (in)
TI-oad Def. Limit L/
Allowable Deflection (in)
TIL Deflection F/S
Selection
R13-11 RB -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 1,050
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
2.01
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
2.56
4.66
2: 11 7/8" 2: 9 '/�"
Plan: IV dowbrook
Date: 11 Oct2OO7
Location:
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) 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 g g g
Weight (kips/Ift) 0.30 0.30 0.30 0.30
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
Sail Specs
Density (pcf) 125 125 125 125
Soil Pressure (psf) 1500 1500 1500 1500
Weight (k'Ips/lft) 0.19 0.19 01.19 0.19
Building Loads
Roof span 32 32 10 10
Roof (kips/Ift) 0.86 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/lft) 0.00 0.00 0.00 0.00
Total (kips.Ift) 1.06 1.06 0.47 0.47
Calculations
Total Weight on Soil (kips) 1.57 1.57 0.98 0.98
Soil Load (ksf) 0.94 0.94 0.59 0.59
Required Footing Width (in) 20 20 20 20
Required Footing Depth (in) 10 10 10 10
Plan: Mead brook
Date: 11 Oct2OO7
Location:
Sawn Lumber RB -2 RB -4
Load Parameters
Floor Live Load(psf)
40
40
Floor Total Load(psf)
50
50
Floor 1 Span(ft)
0
0
Total Floor Load(plf)
0
0
Wall Height (ft)
0
0
Wall Weight (psf)
20
20
Wall Load(plf)
0
0
Roof LL (psf)
50
50
Total Roof Load(psf)
65
65
Roof Span(ft)
8
32
Total Roof Load(plf)
260
1040
Beam Weight (plf)
6.5
6.5
Live Load (plf)
200
800
Total Load (plf)
266
1046
Reactions 8 Moment
Duration Increase
1
1
Beam Span(ft)
8
4
Reaction 1 (Ib)
1066
2093
Reaction 2 (Ib)
1066
2093
Max Moment FtLb
2132
2093
Max Shear Lb
1066
2093
Determine Beam Size
Depth Estimate (in)
9.25
9.25
Width Estimate (in)
3.5
3.5
CF =
1.20
1.20
Area =
32.38
32.38
Momemt of Inertia I =
231
231
Maximum Bend Stress =
513
503
Allowable bend Stress
1020
1020
Factor Of Safety =
1.99
2.03
Allowable Sheer Stress
180
180
Max Shear Cap (Ibs) =
3885
3885
Factor Of Safety =
3.64
1.86
Bearing Required =
0.75
1.48
E (psi)
1300000
1300000
Deflection LL (in)
0.06
0.02
LLoad Def. Limit L/
360
360
Allowable Deflection (in)
0.27
0.13
LL Deflection F/S
4.34
8.68
Deflection TL (in)
0.08
0.02
TLoad Def. Limit U
240
240:
Allowable Deflection (in)
0.4
0.2
TL Deflection FIS
4.89
9.96
Selection 2: 2 x 10 2: 2 x 10