1725 Structural CalcsSTRUCTURAL DESIGN INFORMATION
GOVERV[NG CODE: 2004 International Residential Code (IRC)
2009 International Building Code (IBC)
This engineering pertains to the design of the Lateral Force Resisting System and a
review of the home designer's framing end foundation plans. The home designer is
responsible for making any necessary changes as requved by these calculations to
their framing and foundation plans.
I. Dyad Load:
A. Roof ................................................................. I S psC
B. Floor .................................................................10 psf
C. Exterior walls ........................................................10psf
D. Exterior walls with veneer ............................................ 50 psf
E. Interior walls with gypboard each side .....................................5 psf
2. t•7oar live load :....................................................................40 psf
3. Snow load:
A. Uniformly distributed snow load on roof .................. .............25 psf
4. Wind load - based on ASCF, 7-05 Method 2 Analytical Procedure:
A. 3 Second Gust ~Yind Speed ................................... ..... V=110 mph
B. Expusure ........................................................ ...................D
C. Importance factor .............................................. ............1= I.0
D. Topogaphical Factor .......................................... .........K~1.0
E. Wind Directional Factor ...................................... ........Kd=0.85
F. SWCtureclassifiedac ......................................... .........encbsed
S. Seismic load -based on ASCE 7-05 Section 12.14:
A. Mapped Spoctral Acceleration for short periods .......... .............55=1.0
B. Mapped Spearal Acceleration for 1 second period ....... ...........S1~.34
C. Soil Sitc Class ................................................. ....................D
D. Ductility coetLcien[ ........................................... .............R=6.5
E. Seismic I)esigtt Categop• ..................................... ...................D
6. Foundation Soil Properties:
A. Undisturbed sandy silt per IBC 2UU9'fable 1804.2...... ...,.Soi1 Class # 5
B. Maximum vertical bearing pressure ........................ ..........1500 psf
7. Retaining wall lateml loads:
A. A'atts free ro displace leteralty a[ rop ....................
..............3,5 pcf
B. Walls restrained against lateral displacement at top ...... .............45 pcf
8. Concrete:
A. 28 day design saengch F'c ...................................
.
Reinforcin
B
bars
ASTM i
..........300 55~~55''~~~~j~-
A615
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~ Category STRUCTURAL INFORMATION project No. Sheet SI-1
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oral En~ Phone: (360) boo-6884 Fax: (360) 944-0538
SEISMIC DESIGN BASED ON ASCE - 7-05 i
1617.5 Simpl(fled analysis procedure for s~ismic design of buildings
1.2 Sps
SEISMIC BASE SHEAR Y ~ .W (EO.12.14-11 with F=1.2)
R
Ss mapped spectral acceleration for Ss ;= i,p0
short periods (Sec, 11.4.1) from USGS web site
-`~ mapped spectral acceleration for ~ ;= 0,34
1 second period (Sec. 11.4.1)
F, Site coefficienC (Table 11.4-1) Fa'- 1'1 Based on Soil
F Si
ffi
i
T ,_ 18
F Site Llass D
v te coe
c
ent (
able 11.4-2)
v
SMS ~ = Fe'Ss SM5 = 1.1 (Eq. 11.41)
Scat := Fv'Sr Scat = 0.61 (Eq.11.42)
1].4.43 Design spacirem response acceleration parameter
2
SDS ~ = 3'SMS Sos = 0.73 >
2
Set : = 3'Srn Sp, = 0.41 >
1.2 Sps
R:-- 6.5 Tabta 9.52.2
V:= .p.
R
12.0.73
6.5
12.4 Selsmlc Load Combi nations I
i
0.509
SEISMIC
CATEGORY
0.209 D per Table 11.6.1
WOOD SHEAR PANELS
E := 1.3•Y (Eq.12.4-3 with redundancy factor =1.3 por 12.3,4.2)
wsv:= o.7•E 0.71.3 0.135 W 0.123•W WOOD SHEAR PANELS
~fi~.e~so~ Project ~ Date B~~
Category ProjetK No. S
-G 2 l
~~f ~~~~ 2t6o8 N.E- 49th Circe ~rancouver i4rashirtgton g8b82
~'~al En~`° Phone: (360) 600-6084 Fax: (360) 944-0538
WIND
it ~ 7.4
psf Ht psf
N:Ind Bose
Shear
Length L:= 40•{t
Hsight H_ :- 25•k WIND ~ LNL•(it•psf r 7.4~psf) WIND = 184001b
SEISMIC
Fr .} WroaF
F2 . j. Wfroor
Wwali Seismic
Base Shear
f4oof := 40~ft•32~k °5~oof = 1280kZ
Ary„~:= 40~ft•32 ft - 1280kz
Afloor -
Wwans:= 4•i8•ft•40•!t Wwa~la = ZB&Of[2
SEISMIC := ~A,n,t t5•psf + Ah~.t5•ps{ + WMaii6~10 psf~•0.123 SEISMIC= 8265.61b
WIND V R DESI N
~ ~erso~ Project ~ ~ ~ Dat~~ B^
Category Pro{ect :~o. ShVeetn
~ .C ~ ~ 6
~~~ ¢~~~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682
~'ral En~'9 Phone: (360) 600-6084 Fax: (360) 944-0538
wLHP DESIGN IS BASED ON ASCE 7-05 METHOD 2 -ANALY TICAL PROCEDURK FI ure 6-6)
VELOCITYPRESSURE q~:>.00256•K,•Kn•ICa•VZ•1 (Eq.6-15)
EXPOSURE B
WINp SPEED (3 second gust) Vas := 110 mph
IMPORTANCE FACTOR I := 1.0
TOPOGRAPHICAL FACTOR K,t := 1.0
WIND DIRECTIONAL FACTOR I(a:= 0.85 Table 6.4
EXPD$URECAEFFICIENT 0'-15' Kr:= 0,57 q~:=,00256•K~•Kt~ lCa•VysZ•I q~=15.01
(varies /height)
15'•20' K,:= 0.62 qr:- ,00256•K~~Krt ICd•v3s2 l q: = 16.32
20'-25' Kl:= 0.66 q~:= .00256•K~~Krt-ICd•V~2•I 17.38
qz _ .
25'•30' KL:=0.70 q~:=.00256•Kz•KRICeV~2•I q==18.43
WIND PRESSURE P:= q~•G•C.F G:- 0.85 Gust factor CP pressure coefficient
8? WALLS 0_i5' WINDWARD Pw ;= 15.Ot~psf• 0.85.0.8 Pw =102' psf
LEEWARD P~ : = 15.01•psf•0.85.0.5 P~ = 6.38 psf
15 2Q WINDWARD Pw :- 16.32•psf•0.85 0.8 Pw =11.1 psf
LEEWARD P~: = 16.32psf-0.85 0.5 P4 =6.94 psf
AT ROOF 15=20' WINDWARD P,,: = 16.32 psf-0.850.3 Pw = 4.16 psf
LEEWARD P;_; = 16.32•psf•0.85.0.6 P~ = 8.32psf
20'-25' WINDWARD Pw: = 17.38 psf•0.85.0.3 P„, =4.43psf
LEEWARD P~ : = 17.38•psf•0.85~0.6 P~ = 8.86 psf
25'-30' WINDWARD P„: = 18.43•psf•0.85.0.3 Pw =4.7psf
LEEWARD P~ : = 18.43•psf•0.85.0.6 PL = 9.4 psf
~fiderso~ Project A Dat~. Bc
Category r Project No. Sh
°° 2 -~
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~~~ ~¢~~ a>6o8 N.E. 49th Circle Vancouver Washington 98682
~'raI En~~o Phone: (360) 600-6084 Fax: (360) 944-0538
lYlND DESIGN 1S SASED ON ASCE 7-D5 MerNOD 2 - AN ql Y7lCAl PRDCEDURE~loure 6-6) roni.
Cp-0~ 443 8.86 Assume
psf psf
C
--0
6
0 := 35
p
.
6.5 ft
11.1
psf
8ft
6.9
psf
9ft
1oz
psf
Mean Roof Height
leeward 17 + 25
= 21
2
Loads at Roof roof -upper
Windward 4.43•psf•6.5•ft = 28.79p1f
leeward 8.86•psf•6.5•ft = 57.59p1f
Wall loads at upper level at lower level
Windward 10.2•psf~4•ft=40.8p1f 10.2•psf•8.5•ft=86.7pif
Leeward 6.9•psf•4 ft = 27.6pff 6.9•psf~8.5~ft = 58.65pff
~fi~erso~ Proect ~ Date By.
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Category Yroject No. Sheet
L.ATtrlen.L ANAl.Y515 2M0~ L-~
ai6o8 N.E. 49th Circle Vancouver Washington 98682
~'rdI Enb^9~ phone: (360) 600-6084 Fax: (360) 944-0538
AR WALL DE51 N
Pdl Pdl
wat I
f. ' .F-
P (~ P:= wind
Y:= e.ei•:rli~
h
~ R=Holdown
Force
Based on ?006 IBC Basic load Combinations 16 .t
0.6D l- W (Equation 16-74)
0.6•D + 0.7•E (Equation 16-15)
OvertvrMng Momont: M~:= P•h
Rasisting Moment: 0.6•~W W ~ (L)z + 0.6•P L
Mr ~- dl " wall 2 dl'
Moc - Mr
Holdown Forca R:=
l
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4ra1 Eng'° Phone: (360) 60o-6084 Fax: (360) 944-0538
shear Watis at Front Elevg~on
Upper Level
Wind Force P:=2844~Ib P=284416
lengihofwall L:=4•ft•2+4•ft•2 L=16ft
Shear P
v:= -
L
v = 177.75p1f
4
Overturn(ng Mm := P•8•ft• M,t = 568814 ft
Moment 16
(4 •ft)z
Resls[ing h><:- 0.6•(15•psf•2•ft+10 psf•8•ft)~
~ 0.6.400•Ib•4•ft
Moment 2
M, = 14881b•ft
~T - Mr
Noldown = 933.3314
Force 4.5~ft
Main Level
WlndFon;e P:= 443914 P=443914
Length of wall L:=2•ft+2ft+3.5•ft t.=7.5ft
Shear P 2.3.5 = 7
v:= -
v=591.87p1f O
2
Overturning M,t:= P•7•ft' M,t=8286.131b•ft
Moment 7.5
(2•ft)z
Reslstin
g ( p P
M, := 0.6. 15• sf 2•ft+ 10• sf•18~ft)•
+ 0. 6.600~Ib•2•ft
Moment 2
M>< = 97216~ft
~'bt -''1r
Holdown 2ft =3657.0714 l.{T't2Z
Force
~fiaerso~ Project ANO Pt.~t~ ~~125 Dft'L'1' `i ByP^"`
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Category LATERAL ANALYSIS Project No. sheet
to o0 2'i8a L'`~
.c
G~ ¢ti u6o8 N.E. 49th Circle Vancouver Washington 98682
~~ral Eng~~~ Phone: (360) boo-6084 Fax: (360) 944-0538
$hedr Walls betg q en garage and Great Room
Wtrrd Force P:= 2900.76 P = 290016
Length of wal l L := 16-ft L = 76ft
P
Shear v;= ~ v=18125p1f
Overturning M,~ ;= P 8-ft M~ = 2320016 ft
Moment
(16 ft)z
Resl6ting M, = 0.6•(10•psf•8•ft+ i0•Psf•9•ft)• + 0.6.600~Ib•76•ft
Moment 2
M. =1881616-ft
Moc - f'~
Holdown = 27416
Force i6 ft
aers Pco;ect RNo p~aN 1725 Date By
Category• LATERAL ANALYSIS P''°~~ No. sheet ~ ~0
~ Z~I$o
G°~ e~4~
~ 2t6o8 N.E. 49th Circle Vancouver Washington 98682
''al Eng~9 Phone: (360) 6o0-bo84 Fax: (360) 944-0538
Rear Elevation
Upper Level
Wind Force P:=29'26•Ib P=2926ib
Length of wall L:=4•ft•2+10~ft L=tBft
P
Shear v:= -
L v= 162.56p1f
4
Overturning Mai := P•8•ft• Ma = 5207.7816•ft
Moment 1b
(4•ft)2
Rasisting M,.:=0.6•(15•psf•3•{t+10•psf~8~ft)~
+0.6.400•tb•4•ft
Moment 2
Mr = 15601b•ft
Mot - M.
Hotdown = 910.441b
Forcc 4 ft
Main Level
WlndFarce P:=4365•Ib P=43651b
Lengthofwall L=5•ft+6•ft+4•ft+4ft L=79ft
P
Shear v:=- v=229.74p1f
L
6
Overturning Ma := P•9•ft• M~ = 72405.791b ft
Moment 19
(6•fi)t
Rcststing M,:=0.6~(15•psf•3•ft+10•psf•9•ft+10•psf•18ft)•
+0.6.600•Ib•6•ft
Moment 2
Mr = 556216~ft
Holdawn M'rt - M~
= 7740.631b
Force 6•ft
fiderso Project ~~O PLAN 17ZS Iltet?•oq By~>~
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~ Category LATERAL ANALYSIS Project No. Sheet
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~ 2)608 N.$. 49th Circle Vancouver Washington 88682
o'''al En~'~ Phone: (360) 600-6084 Fax: (360) 944-0538
SJI ear Walls at Le ft Elevation
Upper Level
Wind Force P:=1443•Ib P=14431b
Lengthofwall L:=12•ft+2O•k L=32ft
P
Shear v~ - v=45.O9pif
L
12
Overturning M,t := P•8•ft• 'v1Ot = 4329+b~ k
Moment 32
(12 ftj2
ReslsUng M, := O.6•(15•psf•13~ft+1O•psf•8•ftj• + O.6.4OO•Ib•12•ft
Momcnt 2
I.1~ =147601b•ft
Mot - M,
Holdown = -869.2516
Force 12•ft
Main Level
Wind Force P:=3736•Ib P=37361b
Length of wall L'= 8•ft + 2O•ft L _ 28ft
Shear P
v:= ~
v = 133.43p1®
8
Overturning Mot := P•9~ft Met = 96O6.861b•ft
Moment 28
(8'ft)Z
Resisting M~:= 0.6 !15 psf•13•k+ lO~psf•18 k; + 0.6 600 Ib~B•k
Moment 2
M = 1OO8O1b~ft
Holdown Moc - Mr
Force = -59.74 ~b
8•ft
~fiaerso~ Proems A Date Bc
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Category Pm~ect No. Sheet
°~ 2 - 2
-~
~~, ¢~ 21.608 N.E. 49th CYrcle Vancouver Washington 98682
~~'ral Eng~~~ Phone: (360) 600-6084 Fax: (360) 944-0538
Sit ear Walls at Right ElevaLbn
Upper Level
Wind Force P:= 1443.16 P = 144316
length of wall L:= 24 t 12 L = -~•
Shear P
v:= L
v= 90p~.
U•erturnfng Mop := P•e~ft Ma = Pt54+f fb~ft
Moment
ReSlSting
M~:=0.6•(15•psf•13•ft+10•psf•8•ft)• (38 ft)2
+0.6.400•Ib•38•fC
Moment 2
s
Mr=1.28x lO
ib•ft
Mm - Mr
Holdown = -3071,2116
Force 3B•ft
Main level
Wind Force P:= 3763.16 P = 376316
Length of wall L := 2'h +b + 3r L = 33 ~
Shear P
v:- ~
v' II~Prf
Overturning M~:= P•8•f[•~ ~ -2~ ~r
Moment
Rasisting Mr := 0.6•(t5•psf•2 ft+ to•psf•9~ft)• ~ 2 )Z + 0.6~600~Ibg •ft
Moment
Mr= 1904 u.'
Haldown MDt _ M`
Force _ y4y ,~,~
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~fiderso~ Project ~ ~ _ llate~` B^
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'~ ~ 2i6o8 N.E. 49th Circle Vancouver Washington 88682
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~~~ EU~~ Phone: (360) boo-6084 Fax: (360) 944-0538
Multi-LOadetl Beam(2006 Intemalional Building Code (05 NDS) 1 Ver: 7.01.10
ey: Anne ,Anderson Stnrdural Engineering on 11-30-2009:1:09:35 PM
Proleq: AHO 1725 - Location: 1
Summary:
1.75 IN x 11.875 (N x 7.0 FT !Versa-Cam 2806 Fb DF - Saise Cascade
Section Adequate By: 123.5% ConVOlling Factor Area /Depth Required 7.94 In
Center Span Deflections:
Dead Load: DLD-Center= 0.03 IN
Live Load: LLD-Center= 0.06 IN = L/1519
Total Load: TLD-Center- 0.09 IN = U942
Center Span Left End Reacons (Support A):
Live Load: LL-Rxn-A= 1750 LB
Dead Load: DL-Rxn-A= 1071 LB
Total load: TL-Rxn-A= 2821 LB
Bearing Length Required (Beam only. support capacity not checketl): BL-A= 2.15 IN
Center Span Right End Reactions (Support B):
Live Load: LL-Rxn-B= 1750 LB
Dead Load: DL-Rxn-B= 1071 LB
Total Load: TL-Rxn-B= 2821 LB
Bearing Length Required {Beam ony. support capacity not checked): BL-8= 2.15 IN
Beam Data:
Center Span Length: LZ= 7.0 FT
Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT
Center Span Unbraced Length.BOttom of Beam: Lug-Bottom= 7.0 FT
Live Load Duration Factor. Cd= 1.15
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 500 PLF
Dead Load: wD-2= 300 PLF
Beam Self Weight. BSW= 6 PLF
Total Load: wT-2= 808 PLF
Properties For Versa-Lam 2800 Fb DF• Boise Cascade
Bending Stress: Fb= 2800 PSI
SbearSfress: Fv= 285 PSI
Modulus of Elasticty: E= 2000600 PSf
Adius[ed Modulus of Elasticity: E-Min= 580000 PSI
Stress Perpendicular to Grain: Fc~erp= 750 PSI
Adjusted Properties
Fb' (TensioN: Fb'= 3224 PSI
Adjustment Factors: Cd=1.15 CF=1.00
Fv': Fv'= 328 PSI
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment: M= 4937 FT-LB
3.5 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and Ilve loads on span(s) 2
Controlling Shear: V= 2031 LB
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads o n span(s) 2
Comparisons Wrth Reae~ired Sadions:
Section Modulus (Moment): Sreq= 18.38 IN3
S= 41.13 IN3
Area (Shear): Areq= 9.30 IN2
A= 20.78 IN2
Moment of Inertia (Deflection): Iraq= 6220 IN4
1= 244.21 IN4
F- 5
•
• Multi-Loaded Beamf 2006 IMemational Building Code (OS NDS)) Ver: 7.01.10
By: Anne ,Anderson Structural Engineering on: 11.304009:1:11:00 PM
Project: AHp 1725 -Location: 2
5.25 IN x 11.875 IN x 11.0 FT !Versa-Lam 3100 Fb -Boise Cascade
Section Adequate By: 178.5% ConVOliing Fodor: Area !Depth Required 8.13 In
Center Span Deflections:
Dead Load: DLD-Center- 0.06 iN
Live Load: LLD-CeMer-- 0.11 IN a U1161
Total Load: TLD-Cenler- 0.18 IN = LA49
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A= 2298 LB
Dead Load: DL-Rxn-A= 1345 LB
Total Load: TL-Rxn-A= 3643 LB
Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.93 IN
Center Span Right End Reactions (Support B):
Live Load: LL-Rxn-B= 3252 LB
Dead Load: DL-Rxn-B= 1655 LB
Total Load: TL-Rxn-6= 4907 LB
Bearing Length Required (Beam only, support capacity not checked): BL-6= 1.25 IN
Beam Data:
Cenler Span Length: L2= 11.0 FT
Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 11.0 FT
Live Load Duration Factor: Cd= 1.15
Live Load Defied. Criteria: U 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 0 PLF
Dead Load: wD-2= 0 PLF
Beam SeK Weight: BSW= 18 PLF
Total Load: wT-2= 18 PLF
Point Load 1
Live Load: PL1-2= 2400 LB
Dead Load: PDt-2= 1000 LB
Location (From left end of span): X1-2= 9.0 FT
Trapezoidal Load 1
LeR five Load: TRL-Left-i-2= 350 PLF
Left Dead Load: TRD-Left-1-2= 200 PLF
Right Live Loatl: TRL-Right-l-2= 350 PLF
Right Dead Load: TRD-Right-l-2= 200 PLF
Load Stan: A-1-2= 0.0 FT
Load End: B-1-2= 9.0 FT
Load Length: C-1-2= 9.0 F7
Properties For: Versa-Lam 3100 Fa Boise Cascade
Bending Stress: Fb= 3100 PSI
Shear Stress: Fv= 285 PSI
Modulus of Elasticity: E= 2000000 PSI
Adiusted Modulus of Elasticity: E-Min= 58tX)r)D PSI
Stress Perpendicular ro Grain: Fc~erp= 750 PSI
Adjusted Progenies
Fb' (Tension): Fb'= 3569 PSI
Adjustment Factors: Cd=1.15 CF=1.00
Fv': Fv'= 328 PSI
Rdtusrrrrerri Factors: Cd=1.15
Design Requirements
Controlling Moment: M= 11680 FT-LB
6.38 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear: V= 4891 LB
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads o n span(s) 2
Comparisons Wrth Required Sections:
Section Modulus (Moment): Sreq= 39.27 IN3
S= 123.39 IN3
Area (Shear): Area= 22.38 IN2
A= 62.34 IN2
Moment of Inertia (Deflection): Iraq= 234.90 IN4
1= 732.62 IN4
F c~
Multi-Loaded Beam( 2006 International Building Code (OS NDS)) Ver: 7.01.10
By: Anne ,Anderson Structural Engineering on: 11-30-2009:1:13:26 PM
Project: AHO 1725 -Location: 3
Summary:
5.125 IN x 13.5 IN x 16.0 FT 124E-V4 - VisualN Graded Western Species - Dry Use
Section Adequate By: 83.1% Controlling Factor. Section Modulus /Depth Required 10.94 In
Center Span Deflections:
Dead Load: DLD-Center- 0.11 IN
Live Load: LLD-Center= 0.28 IN = L/877
Total Load: TLD-Center- 0.40 IN = U482
Camber Required: C= 0.17 IN
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A= 1591 LB
Dead Load: DL-Rxn-A= 832 LB
Total Load: TL-Rxn-A= 2423 LB
Bearing Length Required (Beam only. support capacity not checked): BL-A= 0.73 IN
Center Span Right End Reactions (Support B):
Live Load: LL-Rxn-B= 3019 LB
Dead Load: DL-Rxn-B= 7207 LB
Total Load: TL-Rxn-6= 4227 LB
Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.27 IN
Beam Data:
Center Span Length: L2= 16.0 FT
Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 16.0 FT
Live Load Duration Factor: Cd= 1.15
Live Load Deflect. Criteria: V 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 50 PLF
Dead Load: wD-2= 50 PLF
Beam Self Weight: BSW= 15 PLF
TotalLOad: wT-2= 115 PLF
Point Load 1
Live Load: PLt-2= 3810 LB
Dead Load: PD1-2= 1000 LB
Location (From left end of span): Xt-2= 11.0 FT
Properties For: 24F-V4- Visually Graded Western Spades
Bending Stress: Fb= 2400 PSI
Shear Stress: Fv- 265 PSI
Modulus of Elasticity: E= 1800000 PSI
Adjusted Modulus of ElastidN: E-Min= 930000 PSI
Stress Perpendicular to Grain: Fc peril= 850 PSI
Bending Stress of Comp. Face in Tension: Fb_cpr- 1850 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2760 PSI
AdJustment Factors: Cd=1.15
Fv': Fv'= 305 PSI
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment: M= 19557 FT-LB
10.88 Ft from left support of span 2 (Center Span)
Critipl moment created by combining alf dead loads and live loads o n span(s) 2
Controtlinq Shear: V= 4098 LB
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span{s) 2
Comparisons With Required Sections:
Section Modulus (Moment): Sreq= 85.03 IN3
S= 155.67 IN3
Area (Shear): Areq= 20.17 IN2
A= 69.19 IN2
Moment of Inertia (Deflection): Iraq= 558.83 IN4
1= 1050.79 IN4
F=1