SpecificationsW
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STRUCTURAL CALCULATION. TI .,`
DING DIA, ..' :h
1" EIVED
6
Residence Remodel / Additi cTIIcpY� AR 120 2
OFTIGARD
Dixon Res i d eiNG DIVISION
10009 SW 70th Place
Tigard, Oregon 97223
FOR
Steelhead Architecture
3369 SE Raymond St.
Portland, Oregon 97202
ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY
DIRECT SUPERVISION. THESE CALCULATIONS ARE FOR THE ABOVE REFERENCED PROJCT SITE ONLY. THESE CALCULATIONS DO
NOT APPLY TO SAME OR SIMILAR CONFIGURATIONS AT THIS SITE OR AT A DIFFERENT SITE,AND SHOULD BE VOID WITHOUT WET
SIGNATURE.
4,OCT.UAi'
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EXPIRES: 12-31-13
C.
Structural Engineers
100 East 13th Street•Suite 10•Vancouver,WA 98660
Phone:(503)384-0460•(360)699-0607
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'9; T2,11-61/As
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= DL = i r� revss
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e r 15 F5t4 (2xrL:r C( e �P5`
9L ' (fir) / FP ( '
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Vsr ` /86 04
GAA rt4Ou/ekict_5('y6 C L 5 = 0'96 ) Sos - 0.71V
- 7,1 gig,/ S : 0 31/4( 5 r 0.393
aaa ` 007 L151,0)4 io 71p1-4
\12,4v , 0.0766.Lts('1) t 1o0)z r G(7).5 c 4-2.91
UIQ = 0.07&C I/s(y7) t /o( )L tig(c)3 j 6'r L1" G04 ]
er. DS
'pled Dixon Residence Addition Job No
Associated 12-102
Consultants, 'pent- 100001 SW 70th Place Dote
5tructura, Eng;rrc�s Tigard, Oregon 97223 Jan 12
lil( l ui L ttt�t t Suite 17 b�nnm r� i Jnu� +,91lii
Client STEELI-1EAD ARC1-IITECTURE Sheet"°
Or-ec2or,
f15:5-)
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ID5
By-
P"Je'l Dixon Residence Addition Job No
Associated 12-102
(Ch:I Consultants, L-8"- 1 00 OcI SW 70th Place Date
n •Struci,-o' rnqincer, Tigard, Or-egor97225 Jan 12
cuet STEELi-lEAD ARCHITECTURE Shed No.
4
F'or-t 1 C17.7r- cior-)
IFile:P:12011-,lobs\11-242-Lakewood Marketplace,TSA1E ineerin 1Calcical.ec6
I Wood Beam e
ENERCALC,INC.1983-2011,Build:6,11.11.8,Ver:6.1.63.0
- Lic.#:KW-1:16003831,.. _ -: M4..7 � ,0-- .` ., . _`4,-7#A1:: Licensee:associated consultants inc.
Description: New 3/C Door HDR
Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05
•
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E.Modulus of Elasticity
Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi
Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
• Ft 575.0 psi Density 32.210 pcf
Beam Bracing : Completely Unbraced
D(0.311)yLau$ 1 L(0:7) +
D(0.512)L(0.589)
V V V y
t
�1
3-2x6
Span=3.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.5120, L=0.5890 k/ft,Extent=0.0—»1.50 ft, Tributary Width=1,0 ft
Uniform Load: D=0.3210, L=0.270 k/ft,Extent=1.50—>>3.0 ft, Tributary Width=1.0 ft
- Point Load: D=0.3110, L=0.3190 k(0)1.50 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.644 1 Maximum Shear Stress Ratio = 0.431 : 1
Section used for this span 3-2x6 Section used for this span 3-2x6
fb:Actual = 753.32 psi fv:Actual = 77.56 psi
FB:Allowable = 1,169.03psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.011 in Ratio= 3260
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.022 in Ratio= 1654
Max Upward Total Deflection 0.000 in Ratio= 0 <240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."- Def Location in Span Load Combination Max.'+'Defl Location in Span
0+1.D+L 1 0.0218 1.485 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
- --
Overall MAXimum 1.175 1.393
D Only 0.852 0.709
L Only 0.923 0.684
D+L 1.775 1.393
1
.3TA1(cm/AI, FizikiiAi'
c
- 65)Atri4 vows 5ub5 -
C.,VAiry r-ry At, t 5 ,c%c-fC4 1st,_ T 2-
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i,, DS
ni'''t Dixon Residence Addition Job No
Associated 12-102
0_,_ Consultants, :mea"°n 1000c1 SW 70th Place Date
Inc.Structural Engineers Tigard, Oregon 017223 Jon 12
,, I st 13th Streee•Suite 10•Vancouver.Washington 98!60 Client STEELH EAD ARCHITECTURE Sheet No.
I Stinal:(503)384-(1400 • Vancouver(1001 699-11N r l"p r t,1 at-)c1 , O r e q O rl ' '''''.12---- L''
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By
DS
- Project Dixon Residence Addition Job No.
SSODUicG 12-102
L-2......,
Consultants, Locatioa 10009 SW 70th Place Date
In c.Structure) Engineers Tigard, Oregon 97223 Jan 12
100 East 13th Street•Suite 10•Vancouver,Washington 98660 "lent STEELI-IEAD ARCHITECTURE Sheet No.
Portland:(503)384-0460 •Vancouver.(360)699-0607 P O r"t 1 G1 rl Cl , O r e ci p t--) w
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Inc.st, a-o, EnTr-ers r"e'l Dixon Residence Addition
1.'1°111000°1 SW 70th Place
Tigard, Oregon 97225 Job No
Date 12-102
, onsutants,
Jan 12
:,,10Client STEELHEAD ARCHITECTURE Sind No
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1
Associated Cons.iltants, Inc. Title: Dixon Residence Remodel Job#12-102
1340 SW Bertha Blvd., Suite 200 Dsgnr: Babrak Amiri Date: 4:04PM, 16 FEB 12
Portland, OR 97219 Description
(503)-384-0460 Scope:
Rev 580004
User KW-0603830,Ver 5 8 0,
1-Dec-2 I y r
(c}19832003ENERCALCEngmeerne ,211C'rc. Timber Beam Page 1 '._
�;e o
Description DJ-1
General Information 2,odi. R:.f 1997/2001 NOS, 2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined
Section Name 2x10 Center Span 14.50 ft Lu 0.00 ft
Beam Width 1.500 in Left Cantilever 2.33ft Lu 2.33 ft
Beam Depth 9-250 m 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 1 000 Fv Allc ,.v 180 0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi
E 1,600.0 ksi
Full Length Uniform Loads ;
Center DL #/ft LL 40.00 #/ft
Left Cantilever DL `Air ft I.L #/ft
Right Cantilever DL :1/ft I L #/ft
Summary
Beam Design OK
Span= 14.50ft, Left Cant=2 3 it. Bean-Wien= 1.500in a Depth=9 25in, Ends are Pin-Pin
Max Stress Ratio o : 1
Maximum Moment i 2. k-ft Maximum Shear* 1.5 0.5 k
Allowable : k-ft Allowable 2.5 k
Max. Positive Moment 1.31 r-ft at 7 250 ft Shear. @ Left 0.36 k
Max. Negative Moment 0.00 r-ft at 14 500 ft @ Right 0.36 k
- Max @ Left Support 0.00 s-ft Camber: @ Left 0.047 in
Max @ Right Support 0.00 k..-ft @ Center 0.094 in
Max. M allow 1.63 @ Right 0.000 in
Reactions...
fb 737.18 psi fv .5.;0 psi Left DL 0.07 k Max 0.36 k
Fb 914.55 psi Fv t 306. 0 psi Right DL 0.07 k Max 0.36 k
Deflections
a_,....,...,..ad. .r, ,z Totall_.. _
Center Span... D€a: I oad otal!_oar Left Cantilever... Ded Load Total Load
Deflection -'1 063 in -0.314 a Deflection 0.031 in 0.157 in
...Location 250 ft 7.250 ft .Length/Dell 1,783.2 356.6
. .Length/Defl 2. "69.3 553.85 Right Cantilever...
Camber( using 1.5* D.L. Deli ) ... Deflection 0.000 in 0.000 in
@ Center 1.09.1 in ...Length/Dell 0.0 0.0
@ Left ";.047 in
@ Right 000 in
Stress Calcs
- -
. ___-__
Bending Analysis
Ck 35 186 Le 4.798 :: Sxx 71.391 in3 Area 13.875 in2
Cf 1.100 Rb 15.388 CI 0 978
Max Morn:at Sxx Read Allowable fb
@ Center 1.31 K-ft 16 86 in3 935.00 psi
@ Left Support 0.00 K-ft 0 00 in3 914.55 psi
@ Right Support 0.00 K-ft 0 00 in3 935.00 psi
Shear Analysis ` Left Suppor: ` Right Support
Design Shear 0 40 c 0 49 k
Area Required 2 713 m2 2.713 in2
Fv:Allowable 180.00 psi 180.00 psi
Bearing @ Supports
Max Left Reaction 0.36 k Bearing Length Req'd 0.387 in
Max. Right Reaction 0.36 k Bearing Length Req'd 0.387 in
Associated Cons,iitants, Inc. Title: Dixon Residence Remodel Job#12-102
1340 SW Bertha Blvd., Suite 200 Dsgnr: Babrak Amin Date: 4:04PM. 16 FEB 12
Portland, OR 97219 Description
... (503)-384-04C0 Scope:
Qt-i, ria90:;4.
150. K1N- 3C, Ver'1,/.. •-Dec-2'._
Gene,r1 Tiniber Beam Page 2
,..,=;9...20C A ENERCA.:_,S,t.. ;:.ie.erir. '_. ec ecw Calculatoons
---. .
Description DJ-1
. ,
Query Values
M.V,&0 @ Specified Locations Moment Shear Deflection
@ Center Span Location= 0 0 0 30 k-ft 0.36 k 0.0000 in
@ Right Cant. Location= 0 0 - 0 30 k-ft 0.00 k 0 0000 in
@ Left Cant. Location= 0 0 DO k-ft 0.36 k 0.0000 in
Sketch & Diagram ir
' .
= , i
I
I 1
•
. ,
1 I
4 Oc.
(!) 2 33.b 1,r1,,e , no...4 001 S 00 669 9:0 0007 1176 13 1:: -,5 il V
LCAlittlOri trl,
Rrnax=04k t.1{`i x IR
Vmax a len=0 4k
Dell 0 tett end 017o 12
' ' %iff .,.. _..
.21 .
I, 5,.I,,,,,.,.., 16: 33, 10 00, -3, ,:-7 1176 1315 1511 169
,
00°'
'It
II
k'k'*'**4.181Mnwuogkh•168W°°
Associated Consultants, Inc. Title: Job#
1340 SW Bertha Blvd., Suite 200 Dsgnr: Date:
Portland. OR 97219 Description
(503)-384-0460 Scope :
Page 1
_
Descriptir: DJ-2
General in.. a1 Code Ref. 1997/200/ NDS. 2000;2003 IBC 2003 NFPA 5000 Base allowables are user defined
Section Name 2x10 Center Span 4.00 ft LL 0.00 ft
Beam Width 1.500 in Left Cantilever 2.33ft Lu 2.33 ft
Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft
Member Type Sawn Douglas Fir-Larch(North), No. 1/No.2
Bm Wt.Added to Loads Fb Base Allow 850.0 psi
Load Dur. Factor 1.000 Fv Allow 180.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi
Wood Density 35.000 pcf E 1,600,0 ksi
Full Length Uniform Loads
Center DL 13.30#/ft LL 53.30 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beare Design OK
Span=4 OOft, Left Cant=2.33ft, Beam Width= 1.500in x Depth=9.25in, Ends are Pin-Pin
Max Stress Ratio 0.083 : 1
Maximum Moment 0.1 k-ft Maximum Shear* 1.5 0.1 k
Allowable 1.6 k-ft Allowable 2.5 k
Max. Positive Moment 0.14 k-ft at 2.025 ft Shear: @ Left 0.14 k
Max. Negative Moment -0.01 k-ft at 0.000 ft @ Right 0.14 k
Max @ Left Support -0.01 k-ft Camber @ Left 0.001 in
Max @ Right Support 0.00 k-ft @ Center 0.001 in
Max. M allow 1.63 Reactions... @ Right 0.000 in
fb 75.96 psi fv 9.63 psi Left DL 0.04 k Max 0.15 k
Fb 914.55 osi Fv 180.00 psi Right DL 0.03 k Max 0.14 k
Deilec Ili i.
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.001 in -0.002 in Deflection 0.001 in 0.004 in
...Location 2.051 ft 2.000 ft ...Length/Defl 82,942.0 13,271.5
...Length/Defl 94.645.4 19,622.98 Right Cantilever...
Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in
@ Center 0.001 in ...Length/Deft 0.0 0.0
@ Left 0.001 in
@ Right 0.000 in
Stress Cafes
7
. ,, ,,-;-_-k £.ka 7 _. .,,_,.,-v ":3ra ` 33'ro..:
�.} vv ,
Bending Analysis
Ck 35.186 Le 4.798 ft Sxx 21.391 in3 Area 13.875 m2
Cf 1.100 Rb 15.388 CI 0.978
Max Moment Sxx Rea'd Allowable fb
@ Center 0.14 k-ft 1.74 in3 935.00 psi
@ Left Support 0.01 k-ft 0.12 in3 914.55 psi
@ Right Support 0.00 k-ft 0.00 in3 935.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 0.13 k 0.13 k
Area Required 0.742 in2 0.704 in2
Fv:Allowable 180.00 psi 180.00 psi
Bearing @ Supports
Max. Left Reaction 0.15 k Bearing Length Req'd 0.160 in
Max. Right Reaction 0.14 k Bearing Length Req'd 0.147 in
Associated Consultants, Inc. Title: Job#
1340 SW Bertha Blvd., Suite 200 Dsgnr: Date:
Portland, OR 97219 Description
(503)-384-0460
Scope :
Page 2
DJ-2
M,V,&D @ Specified Locations Moment Shear Deflection
@ Center Span Location - 0.00 ft -0.01 k-ft 0.14 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 01 k-ft 0.14 k 0 0000 in
Sketch & Diagram
6660 a .rr i. r rrr,,66 Mit
2.33f1 WOO=0 1 k-ft
Dna =-0 002in
Mmax lett= O.Ok-ft
Rmax=0 2k Rmaa:=0 1k
Vmax iA lett=0.1k Vmax(m rt=0 1k
Deft la lett end= 0 O04in
IBC2009(1613),ASCE 7-05 CHAPTER 11,12,13 SEISMIC DESIGN CRITERIA
Response Spectral Acc.(0.2 sec)Ss=0 960 g Figure 22-1 through 22-14
Response Spectral Acc.(1.0 sec)S. _ 0.340 g Figure 22-1 through 22-14
Soil Site Class_13 _ __v Table 20-3-1,Default=O
Site Coefficient Fa= 1.116 Table 11.4-1
Site Coefficient F.= 1.720 Table 11.4-2
Max Considered Earthquake Acc.SMs= Fa.Ss =1.071g (11.4-1)
Max Considered Earthquake Acc.SM,=Fn.S, =0.585g (11.4-2)
@ 5%Damped Design Sos= 2/3(SMs) =0.714g (11.4-3)
So, = 2/3(SM1) =0.390g (11.4-4)
Building Occupancy Categories n.Standard Y Table 1-1
Design Category Consideration: Flexible Diaphragm i with dist.between seismic resisting system>40ft
Seismic Design Category for 0.1 sec D Table 11.6-1
Seismic Design Category for 1.0sec D Table 11.6-2
St<.75g NA Section 11.6
Since Ta<.STs(see below),SDC= O Control(exceptlor of Section 11 6 does not apply)
IBC.Seismic Design Category D IRC,Seismic Design Category= D1 T-R301.2.2.1.1
12.8 Equivalent lateral force procedure
A.BEARING WALL SYSTEMS ;-12 2-!
Seismic Force Resisting Systems 13.Light-framed walls sheathed with wood structural panels rated For shear resistance or steel sheets v
C,= 0.02 x=0.75 T-12.8-2
Building ht.H„= 19 ft Limited Building Height(ft)=65
C„= 1.400 for So,of 0.390g Table 12.8-1
Approx Fundamental period,T,=Ct(h„)°° =0.182 12.8-7 TL=6.000 Sec
Calculated T shall not exceed 5 Cu.Ta =0.255 Use T=j 0.255 ',j sec.
0.8Ts= 0.8(S01/Sos, =0.437 Control(exception of Section 11.6 does not apply)
is structure Regular&S 5 stories 7 Yes J 12.8.1.3
Response Spectral Acc.(0.2 sec)S,= 0.9609 Max Ss a 1.5g
F.= 1.12
@ 5%Damped Design SOS= %(F,.5,) =0.714g (11.4-3)
Response Modification Coef. R= 6.5 Table-12.2-1
Over Strength Factor 0,,- 2 5 foot note 9
Importance factor I= 1 Table 11.5-1
Seismic Base Shear V= Co W
C,= R!S= 0.110 (12.8-2)
or need not to exceed,Cs= S°1 =0.235 For Ts Tt. (12.8-3) =0.110
(R/I).T
or Co=
Sol N/A For T>11
(12.8-4) =0.235
T`(R/I)
Cs shall not be less than= 0.044Sos.la.01 =0.031 (12.8-5)
Min C,= 0.5S,1/R N/A For 5,a 0.6g (12.8-6)
Use Cs=0.110
Design base shear V= 0 110 V0 Control
_-.... _... T-12.14-1
12.14 Simplified Seismic base shear 13.t fight-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets
@ 5%Damped Design SDs=0.714 SDC= D T-11.6-1 Limitations: P
F= I 1 For two-story building R= 6.5
V= FSns(W) =0 121 W (12.14-11)
R
13.3 Seismic Demands on Nonstructural Components
Fp=0.4apS°sW0(1+2z/h) (13.3-1) Sos=0.714
(Rp/Ip)
ap= 2.5 Rp= 3 T-13.5-1 or 13.6-1
1p= 1.0 13.1.3
z= 10ft h= 10ft Fp=0.714Wp
Max Fp= 1.6Sos15Wp = 1.143Wp (13.3-2)
Min Fp= 0.3SoslpWp =0.214Wp (13.3-3)
Fp= G 714 Wp
12.11.1 Structural Walls and Their Anchorage
Fr=0.40SosIWw, 12.11.1
= PJl
12.11.2 Anchorage of Concrete or Masonry structural Walls(flexible diaphragm)
or Fp=400SD51 =286 shall be a 280#/ft
Fp=0.8Sosl(Ww) (12 11-1)
= 0571Wp
g6 V,t-J
/-kf
a---r. 4IAtL 1i1,
ZZ
t
z (115-i e°1Z-))
/5j- 3c -'./ zz.'
orZ3 _[ ) 3 s' _ 730$
= 0,C [/ (=)f-fc(z)+ ' (.L)j + V5-0(27) 5-53 ' 3V6z.
Jrt-' I = 370y
/11 _ _ 7L—fiT I
Teca = /3/0
Wes,- Ldivy
1 5 ( t. - /7LFL... �. vs vF t /4(— f:r f ,s o,+!
y 1744/ 2_4, Eyz,
Oi t LZ-/(9 ) " Cr,(-?C°
s O LZL / ( ) t /0( 7)� ( (�)Z3A. c. 6"7/7-
777
By DS
Dixon Residence Addition lob No.
Associated 12-102
II=
Location Consultants, 1O00q SW 70th Place Date
Inc.Structural Engineers Tigard, Oregon c17223 Jan 12
Vancouacr,Washington 95650
Clieat. STEELH EAD ARCHITECTURE Sheet No.
l u'�F int:nth S�cr:•tiwtc 10• 7
Pr.
'54-0450 • Vancouv'et.1350)649-0507 P c {'"''t,
Page 1 of 2
Anchor Calculations
Anchor Selector(Version 4.7.0.0)
Job Name Dixon Res-Wind Date/Time:1/26/2012 1:30:52 PM
Calculation Summary-ACI 318_Appendix D For Cracked Concrete per ACI 318-08
Anchor
Anchor Steel #of Anchors Embedment Depth(in) Category
5/8"SET-XP A193 GR.B6(410SS) 1 5
Concrete
Concrete Cracked f,.(psi) ‘T'
C.V
Normal weight Yes 2500.0 1.00
Condition Thickness(in) Suppl.Edge Reinforcement
B tension and shear 18 No
Hole Condition Inspection Temp.Range
Dry Concrete Penodic 1
Anchor Layout Dimensions
Cx1 Cx2 Cyt cy2
(in) (in) (in) (in)
2.5 24 24 24
Factored Loads
Nua(Ib) Vuax(Ib) Vuay(Ib) Mux(Ib'ft) Muy(Ib`ft)
0 -342 0 0 0
ex ey Mod/high Anchor w!sustained Anchor only resists Apply entire shear
(in) (in) seismic tension wind/seis loads @ front row
0 0 No No Yes No
Individual Anchor Tension Loads
Nuai (Ib)
0.00
e NX(m) e'Ny(in)
0.00 0.00
Individual Anchor Shear Loads
V ua1 (Ib)
342.00
e'vx(in) e'vy(in)
0.00 0.00
Tension Strengths
Steel((U=0.75)
Nsa(Ib) DNsa(lb) Nua(Ib) N ua/(DNsa
24860 18645.00 0.00 0.0000
Concrete Breakout(u'=0.65)
Nth(lb) (INCb(Ib) Nua(Ib) Nua/DNCb
5068.42 3294.47 0.00 0.0000
Adhesive((h=0.55)
Na(Ib) 4>Na(Ib) Nua(ib) Nua/(t'Na
4482.02 2465.11 0.00 0.0000
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Side-Face Blowout does not apply
Shear Strengths +
Steel(m=0.65)
Vsa(Ib) �Vsa(1b) Vua(lb) V /wV
ua sa
14910 9691.50 342.00 0.0353
Concrete Breakout(case 1)(cb=0.70)
Vcbx(Ib) ctAVthx(lb) Vuax(Ib) Vuax/4'Vcbx
1657.81 1160.47 -342.00 0.2947
Vcby(Ib) cbVctay(Ib) Vuay(lb) Vuay/4)Vcby Vua/d.)Vt
9384.41 6569.09 0.00 0.0000 0.2947
Concrete Breakout(case 2)does not apply to single anchor layout
Concrete Breakout(case 3)(cp=0.70)
cxt edge
Vcby(lb) NVcby(lb) Vuay(lb) Vuay/$Vcby
3315.63 2320.94 0.00 0.0000
cyt edge
Vcbx(lb) NVcbx(Ib) Vuax(lb) Vuax/ct'Vcbx
25666.77 17966.74 -342.00 0.0190
cx2 edge
Vcby(lb) mVthy(lb) Vuay(lb) Vuay/c6Vcby
- 46490.76 32543.53 0.00 0.0000
cy2 edge
Vcbx(lb) cDVcyx(lb) Vuax(lb) Vuax/lVcbx Vua/ctVcb
25666.77 17966.74 -342.00 0.0190 0.0190
Pryout(m=0.70)
V�(lb) cDVc„(Ib) Vuax(lb) Vuax kb/c
P
8964.04 6274.83 -342 0.0545
Vcp(lb) (DVcp(lb) Vuay(lb) Vuay/cDVcP Vua/bVc,
8964.04 6274.83 0 0.0000 0.0545
Interaction check
T.Max(0)<=0.2 and V.Max(0.29)<=1.0[Sec D.7.2]
Interaction check:PASS
Use 5/8"diameter A193 GR.B6(410SS)SET-XP anchor(s)with 5 in.embedment
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