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100 East 13th Street•Suite 10-Vancouver,Washington 98660
Phone: (503) 384-0460: (360) 699-0607
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By:
Project
Job No.
_,_ Associated �--� I - 6 o p
r. Consultants,
Location Date 4 pi
Inc, Structural Engineers of -4 f!
Client !fff
100 East 13th Street•Suite 10•Vancouver,Washington 98660 „ Sheet No
tilP E 4) . /
Portland.(503)384-0460 • Vancouver:(360)699-0607
Associated Consultants, Inc Title: Job#
100 East 13th Street,Suite 10 Dsgnr: Date: 9:44AM, 5 SEP 11
- Description:
Vancouver,washington
Portland(503)384-0460
Scope
Vancouver(360)699-0607
Rev: 580004
User:KW-0603830,Ver 5.8.0,1-Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software ec.ecw:Calculations "
Description Beam under west wall
eneral Information . Code
Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined
Section Name 4x12 Center Span 9.25 ft Lu 0.00 ft
Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft
Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft
Member Type Sawn Douglas Fir-Larch(North),No. 1/No.2
Fb Base Allow 850.0 psi
Load Dur.Factor 1.150 Fv Allow 180.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member
E 1,600.0 ksi
Full Len•th Uniform Loads
Center DL 210.00#/ft LL 500.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span=9.25ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin
Max Stress Ratio 0998 : 1
Maximum Moment 7.6 k-ft Maximum Shear* 1.5 3.9 k
Allowable 7.6 k-ft Allowable 8.2 k
0. Max.Positive Moment 7.59 k-ft at 4.625 ft Shear: @ Left 3.28 k
Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.28 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.078 in
Max.M allow 7.61 @ Right 0.000 in
Reactions...
fb 1,234.27 psi fv 100.08 psi Left DL 0.97 k Max 3.28 k
Fb 1,236.54 psi Fv 207.00 psi Right DL 0.97 k Max 3.28 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.052 in -0.176 in Deflection 0.000 in 0.000 in
...Location 4.625 ft 4.625 ft ...Length/Deft 0.0 0.0
...Length/Defl 2,132.2 630.65 Right Cantilever...
Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in
@ Center 0.078 in ...Length/Defl 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
Stress Caics
Bending Analysis
Ck 32.811 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2
Cf 1.100 Rb 0.000 CI 0.000
Max Moment Sxx Req'd Allowable fb
@ Center 7.59 k-ft 73.69 in3 1,236.54 psi
@ Left Support 0.00 k-ft 0.00 in3 1,236.54 psi
@ Right Support 0.00 k-ft 0.00 in3 1,236.54 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 3.94 k 3.94 k
Area Required 19.036 in2 19.036 in2
Fv:Allowable 207.00 psi 207.00 psi
- Bearing @ Supports
Max. Left Reaction 3.28 k Bearing Length Req'd 1.501 in
Max.Right Reaction 3.28 k Bearing Length Req'd 1.501 in
7.-
Associated Consultants, Inc Title: Job#
100 East 13th Street,Suite 10 Dsgnr: Date: 9:44AM, 5 SEP 11
Description
Vancouver,washington
Portland (503)384-0460 Scope:
Vancouver(360)699-0607
Rev* 580004
User:KW-0603830,Ver 5.8.0,1-Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software ec ecw C :i
Calculations
Description Beam under west wall
Query Values
Gvs:.s.;. 45,1d a z ,';x5'u,tcl.4,.„v k:zia..a.:,,,.u.,..r,.,zri a. ,.,,-4~r=su.,._,,. , ikiiai.44...x,.44Mi,e,4;Ma`°,.,.:?v S,a:: „x R.:.,.,,:. t_,,,,,I."'w ..,. <s w,,,•.,,, ,,,,,,,,,,,,,,:,.
M,V,&D @ Specified Locations Moment Shear Deflection
@ Center Span Location= 0.00 ft 0.00 k-ft 3.28 k 0.0000 in
@ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
@ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
Sketch & Diagram
7 59 r _..._.... ..__ ... __'._ (�. +"
i 8 83.__ _ __ ��, 1
71 1i i 1 t T t T T T t t i i i T 1 i T i i T t i T t i T i t i 1 T•ri T T f i T t i T 710#/fl
4.56'- -.__"'- - , --1
- � 3.80 �
3.04 i--,___ y
c 2,28 i ...{
0.76-.. .i
mot=7.6k-fl Biel®MIH)�Y�+1111e11iS182 z.75 X3.68 4.61 4.5d 6.06 7.39 832 9.2
Dmax=-0.176in Location (ftl
3.28 . _
Rmax=3.3k Rmax=3.3k 2.74 -
_._._ - 1_�
r i
Vmax@ left=3.3k Vmax@rt=3.3k 1,64 y --. } .L --
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t -1.63 _..
V7
-2.44._ .,_- ._ - __..._ _.- _..
Be.-km 112 11.89 1 82 z.75 3.68 I.61 5.50 8.46 4.39 4.32 9.2
Location (ft)
ficao
0.021 1- 4 1_. 1 _E
0.04 F - 1 �L_ -
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., -0.14 ._ .4 „1._ } _i....
m -0.16- . w .� _- ''� IF.-.
o -0.18- _. it }- ,� -y -F -. _, U- .A
[ie.(lecriioii .89 1.82 275 3.68 0.61 5.50 `6.06 7.39 8.32 9.
Location (ft)
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By: MY
Project Job No.
• LU
Associated 1,A--L f L__ g , ( , , -- _
Consultants, Location t Date a
Inc, Structural Engineers l''.1(.1 ii- 4
Client Sheet No.
1340 SW Bertha Boulevard•Suite 200•Portland,Oregon 97219 ++ ---W}
Phone:(503)384.0460•Fax:(507)364-0459 _ l
I
Associated Consultants, Inc Title: Job#
100 East 13th Street, Suite 10 Dsgnr: Date: 9:04AM, 5 SEP 11
Description :
- Vancouver,washington
Portland (503)384-0460 Scope:
' Vancouver(360)699-0607
Rev: 580004
User:KW-0603830,Ver 5 8 0,1-Dec-2003 Multi-Span Timber Beam
a...
(c)1983-2003 ENERCALC Engineering Software ec.ecw`Calculations
' . "a�s"wti+".+1: .. .... "�,p.+` IF":. ``". �:+..enns✓'4.: ,.t.v,+wsa t",... I .'"^> Cii > ryY+ .ter.,.
Description B check first floor beam at the shear-wall
C,> X/7--
General ro
4 .° Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000:Base allowables are user defined'
Douglas Fir-Larch(North),No. 1/No.2 Fb:Basic Allow 850.0 psi Elastic Modulus 1,600.0 ksi
Spans Considered Continuous Over Support Fv: Basic Allow 180.0 psi Load Duration Factor 1.330
Timber Member Information
Description L R
4�a5 •
Span ft 9.00 9.00 S -I 1 5 f sem,n
Timber Section 4x12 w/ 4x12 w/ // ("
2-2x12 2-2x12
Beam Width in 6.500 6.500 \P - 1 5 f71� 2.0l t✓ 9 Pi-
Beam Depth in 11.250 11.250
End Fixity Pin-Pin Pin-Pin 4 .
Le: Unbraced Length ft 0.00 0.00 /I f
Member Type Sawn Sawn "`l 9
Loads
Live Load Used This Span? Yes Yes
Dead Load #/ft 225.00 215.00
Live Load #/ft 325.00 320.00
Point#1 Dead Load lbs 4,285.00 -4,285.00
Live Load lbs
@ X ft 7.500 4.000
Results 1.
?.'h. >..ar�3*.a&fi..R`r iu: :+m.T.t'r.`'.. ,at&'* ;_: ,>....n9fits £ ..,5*_i}t.'tN.n "'ui. -..x5'.. ._.^'CKe ,.#,=+X „trls.xt. '.. n e 'W' ? u`.-,.'fua.'.`8P.vWF%£.4F'1Na+Y•.Q,-3'a%
Mmax @ Cntr in-k 80.6 -77.7
• @ X= ft 4.92 4.02
Max @ Left End in-k 0.0 -50.9
Max @ Right End in-k -50.9 0.0
fb:Actual psi 587.6 566.9
Fb:Allowable psi 1,130.5 1,130.5
Bending OK Bending OK
Shear @ Left k 2.72 0.50
Shear @ Right k 6.52 0.03
fv:Actual psi 122.9 9.9
Fv:Allowable psi 239.4 239.4
Shear OK Shear OK
Reactions & Deflection
vii .t- DL @ Left k 1.62 3.39 t
LL @ Left k 1.10 3.63 , .,� p 4 t , 7 1`i fQ
Total Left k 2.72 7.02 ��k f
W t DL @ Right k 3.39 -1.05 <---
LL @ Right k 3.63 1.08A-f V .,s 7 0 Z.,0
41
Total @ Right k 7.02 0.03
Max.Deflection in -0.080 0.057
@ X= ft 4.56 4.02
Query Values
Location ft 0.00 0.00
Moment in-k 0.0 -50.9
Shear k 2.7 0.5
Deflection in 0.0000 0.0000
Associated Consultants, Inc Title: Job#
100 East 13th Street, Suite 10 Dsgnr: Date: 9:04AM, 5 SEP 11
" Description:
Vancouver,washington
Portland (503)384-0460 Scope:
Vancouver(360)699-0607
Rev 580004 #.
User.KW-0603830,Ver580 1-Dec-2003 Multi-Span Timber Beam
(c)1983-2003 ENERCALC Engineering Software ec.ecw.Calculations
,.'Y++ N`.n..,--@i .....:... ...,,,, M. a g,,,,r-, '€'*r;=-:a&v ,.A.A 3s.'.:f'' ;:..,,,,v,f,...,'4-.v. i':,ss' .i.... :Y:". '""",``,-a a . '� 4, ... etk'h';5.e,'$.»_1
Description A check first floor beam at the shear-wall
.) , U .
General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined'+,
Douglas Fir-Larch(North),No. 1/No.2 Fb: Basic Allow 850.0 psi Elastic Modulus 1,600.0 ksi
Spans Considered Continuous Over Support Fv: Basic Allow 180.0 psi Load Duration Factor 1.150
Timber Member Information
x rM,o ,. _ hens . .. k. a i
Description L R
Span ft 9.00 9.00 ,
7. 5/ ,, r
Timber Section 4x12 w/ 4x12 w/ �
2-2x12 2-2x12
Beam Width in 6.500 6.500Coo
W a- '1 l 5 PI-' of "12 Z0 " = 535
Beam Depth in 11.250 11.250
End Fixity Pin-Pin Pin-Pin Ak
/ . 1. a
Le:Unbraced Length ft 0.00 0.00 411,
/
Member Type Sawn Sawn
Loads
aggamigaunewavAmAre,afgaswouggiawyeA,:' Awa.: �..-..,1 .,., `; �, . ;,.• U, :; N :` .`Ormm .
Live Load Used This Span? Yes Yes
Dead Load #/ft 215.00 215.00
Live Load #/ft 320.00 320.00
Point#1 Dead Load lbs -4,285.00 4,285.00
Live Load lbs
@ X ft 7.500 4.000 •
Results
x.,n ✓g4a-,' p".(ly' J+`+"- 3' ,za. ,ftib. e
Mmax @ Cntr in-k -94.8 133.8
' @ X= ft 7.50 4.02
Max @ Left End in-k 0.0 -80.0
Max @ Right End in-k -80.0 0.0
fb:Actual psi 691.5 976.0
Fb:Allowable psi 977.5 977.5
Bending OK Bending OK
Shear @ Left k 0.95 5.53
Shear @ Right k 0.42 3.57
fv:Actual psi 19.2 103.5
Fv:Allowable psi 207.0 207.0
Shear OK Shear OK
Reactions & Deflection
i
••f DL @ Left k -0.13 4- 1.51
LL @ Left k 1.08 3.60 A� { ? (( t �° G
Total @ Left k 0.95 5.11 /�` A "! 1-^E 1 l -Pe i
tnl f- DL @ Right k 1.51 2.49 1
LL @ Right k 3.60 1.08 M V 0 5/10
Total @ Right k 5.11 3.57
Max.Deflection in 0.034 -0.106
@ X= ft 6.24 4.62
Query Valuesill
.,a..., 4w'e,3 .. &.,„ ,.,�,; x, :. e ms-.:k.`. ,.; a.a ..N3;a y#z�e.z•'.�X .,... :-,4,. ', �y.` 'aY.
Location ft 0.00 0.00
Moment in-k. 0.0 -80.0
Shear k 1.0 5.5
Deflection in 0.0000 0.0000
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dy. FerLi !Hurt.. i)(V2)(4030)
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Low:414 fz.oeve.,
I4- 04 , �. 567$ 5 6'14
By:
• Project Job No
Associated 1 426
Consultants, Locetton Date
n�, SiruRural Engineers / ' P" -4 - t
Client Sheet No. L
100 East 13th Street•Suite 10•Vancouver,Washington 98660 1\46-500P.
Portland:(503)384-0460 • Vancouver:(360)699-0607