HomeMy WebLinkAboutSTRUCTURAL CALCS - 06-00481 - 591 Twisted Willow - New SFRFor:
Owner --
Plan
#:
Location.-
IF
From.
io
Structural Calculations
Creations West
M14ur Construction
R-165-6-05CE
Lot #10
,
Willow
fork Enginee
23Z9 W. Sprig
Morgan, Uta2
Design Criteria IBC 200-3:
Roof Load;
Live Load (PSF)
Dead Load (PSE�
Floor Load; M
Live Load (PSF)
Dead Load (PSF)
Seismic Zone: E
40
10
state
15w Road
0 (801) 876-3501
6 Oct 2006
Wind Speed: 90 mph 0 10 mph 3 second gust) Exposure C or
100 mph (120 mph 3 second gust) Ex-Dosure R
_TM
.A DA,
I f AA
I-
IF -:t,
Material Pro erties & Assum'Dt"ons � 1 —
Concrete PSI (ff), 300Q (found.), 3000 (slabs), 4000 (susp. slabs)
Concrete Reinforcement: ASTM A615 Grade 60
Site Conditions: Dry & Stable granular based, 150p PSF Be
aring Capacity, Granular Based
Backfill (KH -35 pef, KP=225), Slope not to exceed 2+D°/Q, M*inimuri, setback from slopes of 25'
Dimensional Lumber.- Henn or Doug Fir #2 ,8L BTS
Steil: ASTM A3 6
Use Simpson straps and tie downs, and meet nailing, reinfarcernent and other structural
requirements as 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 ars 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 ether adverse conditions. Verification of and
liability for the sail bearing pressure
site stability, and all ether 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 '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 en ineeri�
n is to
help reduce structural damage and loss. of life due to seismic activity and/or high wind
conditions. The contractor shad verify all conditions, dimensions and structural det�ai�s of the
drawing. Multiple use of these calculations is not permitted.
All exterior walls shall be sheathed with 7/16" APA rated structural woad panel. Black all
hori'zontal edges 1 nominal or wider. Sheathing shall extend continuous from floor to to
platy and be nailed at least 4" O.C. along s1*11 plate. Nails shad be placed not less than '/z}' -from,
edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend
sheathing c��.�r�r �ab1e end to wall j oints & over r1rn. joist between floors and nail to rim and wall
plates 6" C.C.
Shear Wall Schedule
�e- Sheat Nail Edge Field Anchor,Belts
Typical 7116'" one side gd 6•' O.C. 1011 O.C. V211 3211 Q.C.
SW - l. 711 "ons side 8d 4TI O.C. 1011 0. C. V211 321t O.C.
Staples may be used in place of 8d nails at the spacing
The following general requirements shall be followedurding construction:
I . Contractor to verify all dimensions, spans, & conditions and notify- engineer of any errors,
aYnissians, or discrepancies prior to construction.
Z. Use Simpson X3 5 ties each cant.ilevered joist to gill or t
op plate.
1 . Use Simpson H 1 or equiv. Cies each enol of each truss.
5. Foundation reinforcement as per Utah State Amendment
6. Use 2: #4 bars continuous four all footings
2: # 4 bar, each side of openings & 2 # 4 bars to & bottom extend 36" beyond opening
S. Use '/�" x 10" J" bolts 3 2" 0. 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 12pp O.C.
11 _ Contractor shall assure that all materials are used per manufactures recommendafiions.
12. Geotech engineer shall verify overall global stability of the building szte. Contractor shall
1 � . Connect beams & headers o ver 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 naive sail 3D" 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 en sneer
for further design requirements. �
1 �. The contractor shall conform with all buildingeodes and practices as per the 20Q3 IRC:.
16. Use balloon framing method when connecting floors in split level designs.
I7. Nail all shear warIs to floor joist using 2: 16d 16" O.C. Add addptional floorioist as regd.
1 S. Pro �1de foist and rafter hangers as per manufacturers specifications.
19. Foundation steps shad not exceed 4 feed or %2 the horizontal distance between steps. Horz.
rebar shall be 12" O.C. through step downs and extend 48'' either side of step
ZD.If gara�e return walls are less Than 32" wide then extend headers across return walls with 2
king stuffs an either end extending from the top of the header to the bottom pate or 'install (2)
MS'1'3-6 straps each end of header extend across wing walls.
2 1. Use a minimum of 2-9 '/2'" LVLs for all headers carrying girder loads.
Z2. Allow foundation 14 days to cure prior to backfill
23. Use 1 I18" wide timberstrand or equiv. for all rim joist
24. Provide solid blocking through structure down to foaling for all in patois.
2:5. Builder shad follow all xecommendaiions found in all applicable Geotechnical reports.
2 6. Stacking of two si1X plates i s permuted with SIS" J -bolts through both plates. Stacking mire
than two places is not permitted without special engineering
P I a n: Ra. 16 1%r* )5CE
Date: 6 Oct 2006
Location: Lot #110, Willow Brook Est.
Sawn Lumber FB -1
Load Parameters
Floor Live Load(psf)
Floor Total Load(psf)
Floor 1 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)
Total Roof Load(plf)
Beam Weight (plf)
Live Load (plf)
Total Load (plf)
Reactions & Moment
Duration Incre2se
Beam Span(ft)
Reaction 1 (Ib}
Reaction 2 alb)
Max Moment FtLb
Max Shear Lb
Determine Beam Size
Depth Estimate (Fn)
Width Estimate (in)
CF --
Area
Momemt of Inertia i =
Maximum Bend Stress
Allowable bend Stress
Factor Of Safety =
Allowable Sheer Stress
Max Shear Cap (lbs)
Factor Of Safety
Bearing Required =
E psi)
Deflection LL (in)
LLoad Def. Limit LI
Allowable Deflection (in)
LL Deflection FIS
Deflection TL (in)
TLoad Def. Limit LI
Allowable Deflection (in)
TL Deflection F15
FB -2
F13-3 R,13-3 RB -5 RB -6
40 40 40 40 40 40
50 50 50 50 50 50
20 24 32 p p 0
500 600 800 p 00
0 p p p Q
20 2 0 20 20 20 20
0 0 0 0 p p
4.0 40 40 40 40 40
55 55 55 55 55 55
0 0 0 30 5 36
0 0 0 825 138 990
5.1 5.1 5.1 5.411 6.5 6.5
400 480 640 600 100 72p
505 605 805 830 144 996
1 1 1 1 1 1
5 3 4.5 4.5 11 4
126390 8 1811 1868 792 1993
1263 908 1811 18687z)z 1993
1578 68120oo 2101 2178 1993
126 3 908 1811 1868 792 1993
7.25
3.5
1.30
25.38
111
6.18
1105
1.79
195
3299
2.61
0.89
1300000
0.04
360
0.17
4.28
0 . 05
240
0.25
5.09
7.25 7.25 7.25 9.25
3.5 3.5 3.5 3.5
1.30 1.301.30 1.20
25.38
111
266
1105
4.15
195
3 299
3.63
0.64
1300000
0.01
360
0.10
16.52
0.0 1
J
0.15
19.65
Selection 2-0 2 x 8 2-. 2 x 8
2 5. 3 8
111
798
1105
1.39
195
3299
1.82
1.28
1300000
0.04
360
0.15
3.67
0.05
240
0.225
4.38
2:2x8
25.38
111
8212
1105
1.34
195
3299
1 .77
1.32
13000Q0
0.04
360
0.15
3.92
0.05
240
0.225
4.24
32.38
231
524
1020
1.95
180
3885
4.91
0.56
1300000
0.11
360
0.37
3.34
0.16
240
0.55
3.48
9.25
3.5
1.20
32.,jo
237
479
1020
2.13
180
3885
1.95
1.41
1300000
0.01
360
0.13
9.65
0.02
240
0.2
1 0.46
2: 2 x 70 2: 2 x 10
Plan: R 156-05CE
Date: 6 Oct 2006
Location: Lot #110, Willow Brook Est.
Exterior Footing Calculations
back front
Concrete Specs
Density (Pcf)
Strength (psi)
Clear Cover Thickness (in)
Foundation
Overall Height (ft)
Height (in)
Wall Thickness (ft)
Thickness (in)
Weight (kips/lft)
Footing Specs
Width (ft)
Width (in)
Height (ft)
Height ('In)
Weight (kips/lft)
Area per Ift
Soil Specs
Density (pcf)
Soil Pressure (psf)
Weight (kips/lft)
Building Loads
Roof span
Roof (kips/Ift)
Wall Height (ft)
Wall Load (kips/lft)
Floor span
Floor Loads (kips/Ift)
Total (kips.lft)
Calculations
Total Weight on Soil (kips)
Soil Lead (ksf)
Required Footing Width {in}
Required Footing Depth {in}
Note: Interior footing sizes are not
150
3000
3
3
left
150
3000
3
right
150
3000
7.83
7.83
7.83
7.83
94
94
94
94
0.67
0.67
Q.67
0.67
8
8
8
8
0.78
0.78
0.78
0.78
2.00
2.00
1.67
1.67
24
24
20
20
0.83
0.83
0.83
0.83
10
0.25
2.00
10
0.25
AP%
2.00
10
0.21
1.67
125
125
125
125
1500
1500
1500
1500
0.65
0.65
0.49
0.49
38
38
2
2
1.03
1.03
0.05
0.05
10
10
16
76
0.20
0.20
0.32
0.32
20
18
2
2
0.50
0-045
0.05
0.05
1. 73
1.68
0.42
0.42
2.76
2.71
1.42
1.42
1.38
1.35
0.85
0.85
za za 20 zo
10 10 10 10
ed on plan
Plan.- f 656-05CE 001
Date: 6 Oct 2006
Location: Lot #110, Willow Brook Est.
LVL Beam RB -1 RB -2 RB -4 RB -7 R13-8Load ParametersRB-9
Floor LL (psf) 40 40 40 40 40
Total Floor Load(psf) 50 5110 50 40
Floor Span (ft) 0 50 50 5 0
Total Floor Load (plf) p � � � � 0
Wall Height (ft) p � � � 0
� � 0 D 0
Wall Weight (psf) 20 35 20 20 20
Wall Load (plf) 0 245 p 20
Roof LL (psf) 40 40 0 0 0 40 0 0 0
4 4 4
Total Roof Load (psf) 55 55 55 55 55 55
Roof Span (ft) 21 2 41 28 28 319%
Roof Load (plf) 578 55 1128 770 770 1073
Beam Weight (plf) 9.6 12 10 T� �2 ��
Live Load (plf) 420 40 820 560 560 780
Total Load (plf) 587 3 1 2 1137 7S0 782 1082
Reactions & Moment
Duration Increase 1 1 1 1 1 1
Beam Span(ft) 9 18 5 6.5 12 5
Reaction 1 (11b) 2642 2809 2843 2534 4692 2705
Reaction 2 (Ib) 2642 2809 2843 2534 4692 2705
Max Moment FtLb 5945 12638 3554 4117 14077 3382
Max Shear Lb 2642 2809 2843 2534 4692 2705
Max Shear Stress (psi) 79 6 8 85 76 113 81
Determine Size
Depth Estimate (in) 9.50 11-8.8 9.509.50 11.00 .50
Width Estimate (in) 3.5 3.5 3.5 3.5 3.5 3.5
Cross Area (in A 2) 33 42 33 33 42 33
Allowable Bending Stress = 2684 2604 2684 2684 260426%-�,---r
Allowable Moment = 11775 17862 11775 11775 17862 11775
Momemt of Inertia I = 250 489 250 250 489 250
Factor Of Safety = 1.98 1.41 3.31 2.86 1.27 3.48
Allowable Sheer Stress (psi)= 285 2g5 2g5 285 285 2oj
Allowable Sheer Force (lb)= 6318 7900 6318 6318 7900 6318
Factor Of Safety = 2.39 2.81 2.22 2.49 1.68 2.34
Bearing Required = 1.01 1.07 1.08 0.97 1.79 1.03
F (psi) 1900000 1900000 1900000 1900000 1900000 1900000
Deflection LL (in) 0.130.10 0.02 0.05 0.28 0.02
LI-oad Def. Limit U 360-360 360 360 3603ou
Allowable Deflection (in) 0.30 0.60 0.17 0.22 0.40 0.17
LL Deflection F/S 2.30 5.90 6.87 4.58 1.42 7.2Z
Deflection TL (in.) 0.18 0. 79 0.03 0.07
TLoad Def. Limit L/2240 0.39 0.03
240 240 240 240 240
Allowable Deflection (in) 0.45 0.90 0.25 0.33 0.60 0.25
T -L Deflection F/S 2.47 1.13 7.43 4.93 1.53 7,g1
Selection 2:9 '/i' 2: 11 7/8" 2: 91X-/" 2: 9 " 2: 11 7/8" 2: 9 Yz"
Plan:
Cute,
Location:
Seismic Calculations
Loading Summary
.Floor Dead Load ( pf)
Floor Live Load(pf)
Wall (E t)(p f)
Walls (Int)�p f)
Roof Dead Load(pf)
Roof Slope
Exterior
Snow Load Reduction
Slope
now
Pitch over 20
1
Reduction
L. L,- Reduction
Total Load
8-1656-0E
6 Oct 2006.
Lot #110, Willow Brook Est.
10 SeismicZone E
4
20 RDof LL(p f) 4
10
1
112
combination
Seismic Paramaters
26.56 '=*/1.4
40.00 Fa = I
SMS=
40.00 Sds=
55.00 '5 0.236
di, Factor 1.4
= 0.1686
table 1617,
1.772
1.77 e. 16-16
1.18 eq 1-18
per eq. 16-49
Roof Length
( f)
Lb/ft
4
23
1472
roof waJI
81168
Total Mass
Tributary to Roof Level
Shear M(lb)
Roof Levels
=
Floor Length
(pf)
Ibift
64
10
640
wall Leight 0
(Ib)
49
Total Mass
Tributary to Floor _
Fear M'lb ) Floor Levels
Floor I Length
4 ( f)
[b/ft
4
1
640
�,�x '"'
a l' i I p i t.
Total Mass
TFibuta ry to Floors 1=
Shear ()(Ib) Floor Levels
=
Floor- I Lateral Force 0
Floor 2 Lateral Force 0
Roof Lateral Force 13684
Total Seismic Dass = 109028
Total Lateral Force = 13684
Seismic Force Chi tribution
**'Pe 00f eotlon *mow H )
R of 13,5
Floor 1 1.0
Floor 2 nn
Totals
0.01249
Basement Sheer Wall
Total Load (kips)
right side
left side
front
back
Floor 1 Sheer Wall
Total Load (kips)
rrg ht side
left side
front
b ack
Floor 2 Sheen Wali
Total Load (kips)
right side
left side
front
back
F(total)
13.7
.
.6
.
.8
F(total)
13.7
6.
F(totail)
13.7
.
.
.
.
(x) kip �)H(
0 0
0 0
1 1096
Total Shear (Jbs)
Length
10
1
10
10
Length
3
32
25
20
Length
10
1
10
1
Width
VV (Ib
49
72128
9040
81168
13684
Width
W(lb)
49
0
9040
0
0
Width
(Ib)
49
16560
11300
27860
4697
% Force Total Sheer Force (Kip)
1 M 00% 13,6843682
0.00% 13.6 843682
0,00% 13.6843682
1
13684
Shear gal] Lead (plf)
Not Applicable
Not ApplIcable
Not Applicable
Not Applicable
Shear Wal
297
214
274
342
Loaf (plf)
Shear a ll Load (llf)
Not Applicable
Not APP I Poabl
Not Applicable
Not Applicable
Shear ' all Critical Length. -Wall DL Floor DL Roof CIL GSLIf
Front '21 0�� critical I ��
450 1026 1116 4
Back 2,00 500 1026 1150
Fight 3120 50 54 282 19
Left 320 50 54 282 14
Calculate Upiift Force Req'd to Prevent OT bs�
Panel Length (ft) 2 3 4
Fret 10
1
X694 1 578 4 -1771 Back -4003 -6236 -4
68
Right 3859 2709 1560 -739 -3038 -5337 -7636
4790 4508 4225 3660 3096 2531 1966
Left 3284 3002 2719 2154 159
Plan'-1656-D5CE
Date: 6 Oct 2006
Location= Let #110. Willovv Brook Est -
Wind Loading Calculations using Mair i�ndforoe-Re i. tiro stern
Longitudinal Direction �' �� � �
Wind Design Goefficlents
P=wend load*e -p cu ff*l
P=D ign Pressure
Horizontal Wird Load (from table 1609.6.2.11I
'mall Load - �
end zone () 16.1
inferior zone () 11-7
Roof Load (p f)=
end zone (E) 2.6
interior zone (D) 2.
Vertical Wind Load (from tadJe 1609.6.2.1(1
Roof Load (psf)=
rid zone windward (E) -7.2
end zone leeward (F) -9-8
interior one windward (G) -5.2
interior zone leeward (H) -.
Exposure Coefficient (from table 1609-6.2-1(4)
lw-zl porta nce Factor (from table 1604-5
Wind Speed
Exposure
Roof Slope =
Roof Angle (deg)=
P=' 'ind load*exp p t eff*l
horizontal gall interior
horizontal gall end zone
h ri ontai roof interior
horizontal roof end zone
vertical end zone windward
v rtF al end zone leeward
vertical interior zone windward
vertical interior zone leeward
. *Hme n
.1 "base
End Zone Width (ft)
Interior Zone Width (ft)
.able (Roof Load
J-tip Roof Load
Nall Load
Vertical Force
Floor 2 Diaphragm Shear
Total Shear (lbs)
Front Wall Length
Fuck Wall Length
Flavor 1 Diaphragm Shear
Total Shear (lbs)
Front Wall Length
Back Wall Length
basement Diaphragm Shear
Total Shear Ibs)
.Front Fall Length
Back VVall Length
90 Roof Height
Wall Height
Truss Span 36
End
Interior
End
Interior
End
nter.ior
end 7 -ane windward
leeward
interior zone windward
leeward
Critical Wall Length (f)=
'front Wall Dead Load (plf)=
Front Wall Critical Length )=
Back Wall Dead Load (p lf)=
Back Wall Critical Length (ft) =
4410
1
10
10377
25
20
11-16
2
1150
2
.4
4.
4.
1
26.56
Sine = O,4472
39-2
I fnImum Pressure
grid
Adjusted
14,16
14.16
19.48
19.48
127
10-00
3.15
10,00
-8.71
OM
-11.86
OM
-6.29
0.00
-6-29
0P00
End
Interior
End
Interior
End
nter.ior
end 7 -ane windward
leeward
interior zone windward
leeward
Critical Wall Length (f)=
'front Wall Dead Load (plf)=
Front Wall Critical Length )=
Back Wall Dead Load (p lf)=
Back Wall Critical Length (ft) =
4410
1
10
10377
25
20
11-16
2
1150
2
.4
4.
4.
Height
2nd"
storylEnd Zone VVIdth (ft)
39-2
1..0
grid
Storyl nterior Zone Width M
Calculate Uplift , Force eq'd to Prevent OT (Ibs)
Panel Length
Front 193
Back 471
Width Height
4,9 2.4
39:2 3.32
Area
441
0
Wind Loa d
19.48
14.16
Sum
Wird La.ad
10.00
10,010
Tota l
Force (lbs)
224
3149
3373.747
Force (I b )
4410
0.
4410
Width
Height
Wind Load
Farce (lb/ft)
4.9
1..0
19.48
191
39,2
1.00
14.16
555
-1701 -2787
-3873
Burg =
745.8682
Width
length
Wind Load
Force (lbs)
29.55
0-00
0
29.55
0.00
0
39
29-55
0,00
0
39
29,55
0-00
0
Shear Wall Loads (pl:f)
Not Applicable
Not ppPioa hle
hear' all Loads ( If)
208
259
Shear Wall Load (plf)
Not Applicable
Not Applicable
Total
Total (p if )
14384
4
4.
-
rid Story
Force (lbift)
8
10
1
-334
-860
-1912 -2965
-4018
-5070
-7
-1
-1701 -2787
-3873
-499
Plan: -1 6-0E
D2te: 6 Oct 2006
Location: Lot 110, Will + E3 rook Est,
Wind Loadin a l ulati oris using Main '' indfor�ce-Resistin System
Tra,nsv rs Dir ction � � � �
Wind Des#gn Coefficients
P=wind load*e p oeff*lir
Pc -,Design Pressure
Horizontal Wird Load (from table 1609,6-,1 (1
Wall Load (pf)=
end zone (A) 16.1
interior zone () 11,7
Roof Load (p f
end zone (B) 2-6
Interior zone D) 2.7
VerticaI Wind Load (from table 1609.6.2.1(1
Roof Load p sf = -
end zone windward (E) -7,2
and zone leeward F -9,8
interior zone windward ) -5,2
interior zone leeward (H) -5.2
Exposure Coefficient (from t2ble 1 o .6, , 1(4)
I `I rrrporta nce Factor (from table 1604-5)
Wind Spoed _ 0
EXPOS pure
Roof Slope
Roof Angle (deg )= 26.56
P=vvind I ad*e p oeff` lw
horizontal wall interior- 14,16
horizonta wall end zone 19,48
horizontal roof interim 3.27
horizontal roof end zone 3.15
vertical end zone windward -8.71
vertical end zone leeward -11.86
Vertical interior 7 -one windward -6.29
vertical interior 7 -one leeward -6.29
End Zone Width {
Interior Zone Width M1
Gable Roof Laud
End
Interior
Flip Roof Load End
Interior
Wall Load
End
Interior
Vertical Force
end zone windward
leeward
interior .gone windward
leeward
PIaor 2 D-Taphragrr, Shear
Total Shear Ib)
Left's all Length
Right Wall Length
Floor 1 Diaphracgi m Shear
Total Shear Ohs)
Left Wall Length
Right Wall Length
basement Diaphragm Shear
Total Shear (1d)
Left Wall Length
Right \Na.11 Len 9th
Critical Wall Length O=
Left Wall Dead Load (pl f)=
Left Wall Critical Length (ft) -z
Fight Wall [aid Load (plf)=
Right Wall Critical Length (ft)=,
5760
1
10
14384
10
10
Roof Height 9
O faIo` Height
Truss Span 36
Sire _ 0,4472
Minimum Pressure
A dj u sted
14.16
19.48
10.00
10.00
0.00
O
0-00
0.00
2nd storyEnd Zona Width (ft) 4.
2nd StoryInterior Zone Width (ft) 54,2
Width
Height
Wind Load
Force (lbs)
4.
-4
19,48
224
54.2
3,32
14-16
485,E
1073
846
Sum _
4578-8779
Area
576
%00
5760
0
10.00
o
Tota 1
5760
Width
Height
Wind Load
Force (lbs)
4.9
1-0
19,48
191
54,2
1,00
14-16
767
Sum =
958.2232
Width
len gth
Wind Load
Force (I Ess)
42.55
0,00
0
42-55
0,00
4
42,55
0-00
o
4
42.55
0.00
o
Shear Wall Loads (plf)
Not Applicable
Not ,Appl ica bie
Shear Wall Loads (plf)
210
292
Shear Wall Load (pif)
Not Applicable
Not Applicable
282 Total 111.3
a Tota I Wfl 5
282
1
Front Panel Length (ft)
Back 1032
1525
2nd Story
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1
-
4
8
10
919
806
580
354
128
1412
1299
1073
846
620
2nd Story
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1
-
4
BCI JOISTS
Span (ft)
Depth
Load Parameters
Floor Dead Load
Floor Live Load
Total Floor Load
Plan: R. 36-05CE
Date' 6 Oct 2006
Location: Lot #110, Willow Brook Est.
S imple 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
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 1 0^6 (lb-inA 2)
K x 10^6 (Ibs)
Live Load Deflection (in)
Total Load Deflection (in)
Live Load F of S
Total Load F of S
Selection
450 1.9E
16
9.5
10
40
50,
1
16
16
2
69
549
2197
549
29un
1.32
1475
2.69
2.00
0.53
0.80
170
6
0.49
0.63
1.09
T .27
9 Y2"' 450's @ 76"