Specifications (92) y\AbT2017 - 00\29.
OFFICE COPY Pi -SD\NA50
(1i
Structural Calculations MAY 2 4 7.017
for CITY OFTMMARI)
Residential Addition BUILDING OW SIO
10455 SW Johnson
Tigard, Oregon
May 22, 2017
DESIGN CODE
2014 Oregon Residential Specialty Code
LOADS
Gravity Loads 15 psf (Dead)
25 psf (Roof, Snow)
40 psf (Floor, Live)
Wind 120 mph, Exposure "B"
Seismic, Sds 0.76 g
SicWCTUIZ,14
PRair
•
0 eO!• 10. 1.44
R.
EXP: 6/30/0'
SCOPE OF WORK
These calculations are for a new addition over the existing garage.
Analysis of the existing structure away from the area of work is outside
the scop of work.
13 HAYDEN BY DATE 5/22/2017
ENGINEERS REV DATE
STRUCTURAL I CIVIL JOB NO (7214
(503) 968-9994 p (503) 968-8444 f SHEET OF
1
' Il
t.
': !r s'..
pt . (4,4 r....01;1)(-cif D . k y 4 r ..—".'
, ..
l
\ t7 T'i w E
LrNc.0r
, . 1 , , ,
; .1 1 , ,,,i. ,\ ...
\ ., 4...:Kist;
_ _ , , S 1 i
142 i I I ' 41
btt
t
4 X a(AA
0f ) « ---
f
I
L
m _
r
r
�t , ?Oo'
N' t 4t?,5
1 Aye (t 1 -01*--- i
+
i
1
,
f
E
1 3
t
7
3
1 s
HAYDEN CM DATE 9IZyI�?
ENGINEERS 1U455 51 ,h(W,� Rev DATE
STRUCTURAL i CIVIL _,_.,. JOBNO_
(503) 968-9994 p (503) 968-8444 f _ SHEET ) OF 45.
i.
UIE'�, t(
4°fryI
.
3
l,� R :"
I l `VFW', ! i "
I
1 . __--
r •
( 1
•
}
i
4.
c
s`
i
arts
i
1'4.! .
•
'- 94'4'
)
v.its Q 1 L.
g SS Siw1
HAYDEN ENGINEERS
CM DATE QIZ4Il7
3[ E G I E R Il) w�. C�f1U'S111J REV__ DATE .
STRUCTURAL I CIVIL
JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET 2- OF
HAYDEN
Project Title
Engineer:er; Project ID:
13 ENGINEERS Project Descr
STRUCTURAL ! CIVIL rmti:7MAY MIT.tosanrn
W
Ood Beat11 File=C:\PROGRA=21ENERCA-1
lic.#:KW-06005543
ENERCALC INC.19:g2017.Build:6.17.3.17,Ver6,17.317
Licensee, HAYDEN CONSULTING ENGINEERS
Description: --None--
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set :ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900 psi E Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600ksi
Fc-Prll 1350 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir- Larch Fc-Perp 625 psi
Wood Grade :No.2 Fv 180 psi
Ft
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575 psi Density 31.2 pc(
0(0,02)L(0.053)
t �► V V
10
2x10
( C
I I
Span=1050 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.020, L=0.0530, Tributary Width=1.0 ft
DESIGN SUMMARY Desi n Qty
,Maximum Bending Stress Ratio = 0.570 1 Maximum Shear Stress Ratio - 0.197 : 1
Section used for this span 2x10 Section used for this span 2x10
fb:Actual = 564.38 psi N:Actual _ 35.38 psi
FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 5.250ft Location of maximum on span - 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.092 in Ratio= 1367>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection
0.127 in Ratio= 993>=180
Max Upward Total Deflection 0,000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum
-0.383 4.383
Overall MINimum 0.063 0.063
`D+H 0.105 0.105
+D+L+H 0.383 0.383
+D+Lr+H 0.105 0.105
+D+S+H 0.105 0.105
+D+0.750Lr+0.750L+H 0.314 0.314
+D+0,750L+0.750S+H 0.314 0.314
+D+0.60W+H 0.105 0.105
+D+0,70E+H 0.105 0.105
+D+0,750Lr+0.750L+0.450W+H 0.314 0.314
+0+0.750L+0,750S+0.450W+H 0.314 0.314
+D+0.750L+0.7505+0.5250E+H 0.314 0.314
HAY
D E N Project Title:
r1317 Engineer: Project ID:
ENGINEERS Project Descr:
STRUCTURAL I CIVIL Printed'7 MAY 2017,10:58AM
Wood Beam File CPRCdGR4»2SENEReA 1
ENE C,INC.1-..3.2417,Build:6,17.3.17,Ver:&.17,3.17
Lie.#: KW-06005543 "`. Licensee : HAYDEN CONSULTING ING ENGINEERS
Description: --None--
Vertical
-None—Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+0.60D+0.60W+O.60H 0.063 0.063
+0,60D+0.70E+0.60H 0.063 0.063
D Only 0.105 0.105
Lr Only
L Only 0.278 0.278
S Only
W Only
E Only
H Only
4
9 jam. 4 pv
f 4
,W` (Y.4�4o (i '1,161 zq -t(0 '83/µ c ';4- '872' f
/94 4 174"
L
•
'
A (1544(3). °/?4 44 c#(6 : 1014;4 ;I -)
4z
t �
,tom: : ` ;. '
i.
Y.4 (r is `)— -
4 ,
t
4F ' '
-
------ .a....
' - 1'2 ' r �7,d
=ir I '
HAYDENBY C AA DATE 44 ZtJ!
ENGINEERS 1 5S REV
DATE
STRUCTURAL I CIVIL JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET S OF
tri
fi
?s.. IBS* 4 4165' '
g,. 15b44-40S4
h.W: 1-,\v'''''''
_ ,_ ria �—
x- 346
I.2494+ .z
i .96
Si
CAM 146 S f
S
t
1
.+"""'3 4{nom
10 el± z304- '
4
titfr#, .. 7
, t1-{11 �- )53 - Qc
IPe
' � ¶(05b 4 44
,
£v 151-) 440
!tomt`e: ''. y *"
517%IC SI_ CM,1U1 ''4110""
2
HAYDEN BY 4.M DATE 4k-9/)7
ENGINEERS-11.1111 I 101-SS.5‘,0C30611/46‘4", REV
DATE
STRUCTURAL 1 CIVIL -. JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET jr OF
HAY Project Title:
Engineer. Project ID:
Ig. ENGINEEE RS
Project Descr:
STRUCTURAL I CIVIL Panted 7 MAY 2017,10:58AM
Wood Berm File=C:1PROGRA-21ENERCA-1
ENERCALC,INC,1963.2017,Build:6.17.3.17,Ver:6,17,3,17
Lic.#: KW-06005543 " , L,';;e,lsee, HAYDEN CONSULTING ENGINEERS
Description: —None-
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity
Load Combination'ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi
Fc-PrIl 1350 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir- Larch Fc-Perp 625 psi
Wood Grade ;No.2 Fv 180 psi
Ft 575 psi Density 31.2 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
1 0(0.1261 L(0,334)
D(0 02)L(0.0531
V i i v t
XI X1
Mt I
N
2-2x10
Span=1050 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.020, L=0.0530, Tributary Width=1.0 ft
Point Load: D=0.1260, L=0.3340 k(a7 4.0 ft
DF1GN. UMMARYDesi-,n OK
Maximum Bending Stress Ratio = 0.591: 1 Maximum Shear Stress Ratio = 0.184 : 1
Section used for this span 2-2x10 Section used for this span 2-2x10
fb:Actual = 585.13psi fv:Actual = 33.08 psi
FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+1.41
Location of maximum on span = 4.024ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.087 in Ratio= 1449>=360
Max Upward Transient Deflection
0.000 in Ratio= 0<360
Max Downward Total Deflection 0.120 in Ratio= 1052>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
i
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0,668 0.558
Overall MINimum 0.110 0.092
+0+H 0.183 0.153
+0*L+H 0.668 0.558
+D+Lr+H 0.183 0.153
+D+S+H 0.183 0,153
+D+0,750Lr+0.750L4l 0.547 0.457
+0+0.750L+0.750S+H 0.547 0,457
+D+O.60W41 0.183 0.153
+D+O.70E+H 0.183 0.153
+9+0.750Lr+0.750L+0.450W41 0.547 0,457
+D+0.750L+0.750S+0.450W+H 0.547 0,457
1.31 HAY D E N Project Title:
Engineer: Project ID:
• ENGINEERS Pro�ectDescr
STRUCTURAL j CIVIL Frimed:7MAY zan,tasanM
Wood BeFile=C:1PROGRA-2IENERCA-1
_
ENERCALC,INC. ;-3.2017,BuMd:6.17.3.17,Ver$,17.3.17
Lic.#: KW-06005543 .;.
Licensee : HAYDEN CONSUL TING ENGINEERS
Description: -None--
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.750L+0.750S+0.52508+H 0.547 0.457
+0.60D+0.60W+0.60H 0.110 0.092
+0.60D+0.70E+0.60H 0.110 0.092
D Only 0,183 0.153
Lr Only
L Only 0.485 0.405
S Only
W Only
E Only
H Only
8
HAYDEN Project Title:
Engineer: Project ID:
ENGINEERSProject Descr:
STRUCTURAL I CIVIL
'r te,. 7 MAv 201: 1"01AM
WFile=CAPROGRA-21ENERCA-1
ood Beam
ENERCALC,INC.1983-2017,BuiI48.17.3.17,Ver:6.17.3.17
Lic.#:KW-06005543 LIcoosce . HAYDEN CONSULTING ENGINEERS
Description: --None--
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi
Fc-PM 1650 psi Eminbend-xx 950 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi
Ft 1100 psi Density 31.2 pcf
Beam Bracing . Beam is Fully Braced against lateral-torsional buckling
DM 07 ) 0 2)
D(0,183*(0 49#) ir Y /
Dan 5)Li0A)
*
$III 4
i I I
I I
5.5x16
Span=22.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations,
Load for Span Number 1
Uniform Load: D=0.150, L=0.40 k/ft,Extent=0.0-->>18.0 ft, Tributary Width=1.0 ft
Uniform Load: D=0.0750, L=0.20 k/ft,Extent=18.0-->>22.0 ft, Tributary Width=1,0 ft
Point Load: D=0.1830, L=0.4850 k 0 18.0 ft
DESIGN SUMMARY Desk n OK
Maximum Bending Stress Ratio = 0.744 1 Maximum Shear Stress Ratio , 0.345 : 1
Section used for this span 5.5)(16 Section used for this span 5.5x16
fb:Actual = 1,713.63psi fv:Actual -.,..- 91,45 psi
FB:Allowable = 2,304.78 psi Fv:Allowable , 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 11.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1
Maximum Deflection
Max Downward Transient Deflection 0.632 in Ratio= 417>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.869 in Ratio= 303>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6,071 5,597
Overall MINimum 0.994 0.916
+O+H 1.656 1.527
+0+L+H 6.071 5.597
+D+Lr+H 1.656 1,527
+D+S-i-H 1.656 1.527
+D+0.750Lr+0.750L+H 4,968 4.579
+D+0.750L+0.750S+H 4.968 4.579
+D+0,60W+H 1.656 1.527
+0+0.70E41 1.656 1.527
Ct
AY D E N Project Title:
13
Entineer: Project ID:
ENGINEERS
Project Descr:
STRUCTURAL I CIVIL Printed:7 MAY 2017,t 1:OrAM
Wood Beam File=C:\PROGRA-21ENERCA..1
KW-06005543ENERCALC INC,In; 4117,Bu d:6.17.3.17,Ver.617.3 17
Licensee: HAYDEN CONSULTING ENGINEERS
Description: --None--
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination
Supppoo
rt 1 Support 2
+0+0.750Lr+0.750L+0.456W+H 4.968 4,579
+D+0.750L+0,750S+0.450W4l 4.968 4.579
+D+0.750L+0.750S+0.5250E+H 4.968 4.579
+0.600+0.60W+0.60H 0.994 0.916
+0.60D+0,70E+0.60H 0.994 0.916
D Only 1.656 1.527
Lr Only
L Only 4.415 4.070
S Only
W Only
E Only
H Only
Ali-(15-44;4)(VZ) (i)(21)4(174 S) (2V2-1 = '344 4q1= .
is 45?-'-.` zznq4
6k1 0 P4'(P1/4";...).-
to.
3 LINt Ci C L.
of
i
t
BY e 't'` DATE 4l zigl
3HAYDEN iols ,s srv+ ry REV_ DATE
ENGINEER
$TpucruwAL x civil JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET__^ I1 OF
HAYDEN Project Title:
rzi Engineer: Project ID:
ENGINEERS Project Descr:
AIM III& STRUCTURAL ( CIVIL Printed 7 MAY 2017.1103A
Wood Beam File=C:PROGRA-21ENERCA-1
ENERCALC,INC.1983-2017,Buiid:617.3.17,Ver:6.17.3.17
Lic.#:KW.0600554
' Licensee;HAYDEN CONSULTING ENGINEERS
Description: --None--
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb Tension 1350 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb Compr 1350 psi Ebend-xx 1 600 ksi
Fc-Pill 925 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade : No.1 Fv 170 psi
Ft 675 psi Density 31.2 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
t 010 344'1.{0493i_... .._. .__... __
t �, i
r*t
�t
FS
Bx10
_... _ Span=9,9 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.,
Uniform Load: D=0.3440, L=0.4930, Tributary Width=1.0 ft
DESIGN SUMMARY Desk n OK
Maximum Bending Stress Ratio = 0.911: 1 Maximum Shear Stress Ratio = 0.525 :1
Section used for this span 6x10 Section used for this span 6x10
fb:Actual = 1,229.26 psi fv:Actual = 89.19 psi
FB:Allowable = 1,350.00psi Fv:Allowable _ 170.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 4.500ft Location of maximum on span = 8.212 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1
Maximum Deflection
Max Downward Transient Deflection 0.116 in Ratio= 927>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.198 in Ratio= 546>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180 i
1
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3,767 3.767
Overall MINimum 0,929 0.929
+D+H 1.548 1.548
+D+L+H 3.767 3.767
+D+l_r+H 1.548 1,548
+D+S+H 1.548 1.548
+0+0,750Lr+0.750L+H 3.212 3.212
+O+0.750L+0.750S+H 3.212 3.212
+D+0.60W+H 1.548 1.548
+D40.70E+H 1.548 1.548
+D+0,750Lr+0.750L+0,450W+H 3.212 3.212
+D+0.750L+0.750S+0.450W41 3.212 3.212
+0+0.750L+0.750S+0.5250E+H 3.212 3,212
J2
HAY D E N Project Title:
Engineer:ineer:
Project ID,
ENGINEERS
Project Descr:
STRUCTURAL I CIVIL Printed:7MAY 2017,11:03AM
Wood Beam File=C:IPROGRA-24ENERCA-1
LIC.#. KW-06005543 E r LC,INC.1983-2017,Build:6.17.3.17,V .17;3.17
Licensee: HAYDEN CONSULING ENGINEERS
Description: -None--
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination
Support1 Support 2
+0.60C+0.60W40:60H -- 0.929 0,929
+0.60D+0.70E+0,60H 0.929 0.929
D Only 1.548 1.548
Lr Only
L Only 2,219 2,219
S Only
W Only
E Only
H Only
F;
HAYDEN Project Title:
Engineer: Project ID:
ENGINEERS ProjectDescr.
STRUCTURAL I CIVIL P intetl:7 MAY 2017,11:03AM
Wood Beam File=C1PROGRA-21ENERCA-1
ENERCALC,INC.t 2017.Bulld:6.17.3.11,Ver:6,17.3.17
Lie.#: KW-06005543
Licensee: HAYDEN CONSULTING ENGINEERS:
Description: --None--
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi
Fc-Prll 1650 psi Eminbend-xx 950 ksi
Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi
Wood Grade 24F-V4 Fv 265 psi Eminbend-yy 850ksi
Ft 1100 psi Density 31.2 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
0(D,344 L(0A93}
i * if t
X
I
1
Span=9Cft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.3440, L=0,4930, Tributary Width=1,0 ft
DESIGN SUMMARY Design OK
1Maximum Bending Stress Ratio = 0.897 1 Maximum Shear Stress Ratio = 0.568 : 1
Section used for this span 3.5x9 Section used for this span 3.5x9
fb:Actual = 2,152.29psi fv:Actual = 150.56 psi
FB:Allowable _ 2,400.00psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 4.500ft Location of maximum on span = 8.277 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.191 in Ratio= 564>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360 ,
Max Downward Total Deflection 0.325 in Ratio= 332>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
i
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.767 3.767
Overall MINimum 0.929 0.929
+D+H 1.548 1.548
+D+L+H 3.767 3.767
+D+Lr+H 1.548 1.548
+D+S+H 1.548 1.548
+D+0.750Lr+0.750L+H 3.212 3.212
+1)+0.750L+0.750S+11 3.212 3.212
+D+0.60W+H 1,548 1.548
+D+0,70E+H 1.548 1.548
+0+0.750Lr+0.750L+0,450W+H 3.212 3.212
+D+0.750L+0.750S+0.450W+H 3.212 3,212
+0+0,750L+9,750S+0.5250E+H 3.212 3,212
4
HAY D E N Project Title:
Engineer: Project ID:
ENGINEERS Project Descr:
STRUCTURAL I CIVIL
Printed:7MAY 2017,1i:a3AM
Wood Beam File=C:4PROGRA-2\ENERCA-1
Lic.#: KW-06005543 ". „ :� ValI2�; E INC.1983.2 17 Build:6,1 . . 7 Ver:6.17.3.17
CAi.0 4 7 31 ,
Licensee: HAYDEN CONSULTING ENGINEERS
Description: --None--
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+0.60O+0.60�.60H 0.'29 1.929
+0.60D+0.70E+0.60H 0.929 0.929
D Only 1.548 1.548
Lr Only
L Only 2.219 2.219
S Only
W Only
E Only
H Only
1
4
Y.- i ice}
.t (+cj44. 1)4") 4 ( Z.CA9 4 7141
t
1O ,40Z4 e 0
63)
Ftc*44. k7 _. . .._._ I.__t# .. 3_,
r
a
I
2 4- (-11,4) + :,(3.......,,,0
.: ( a31L)4 -t 12.64334'}t- .,J.. = : ,..J
I.
® ( 150. 4 4070)4r tezti+ 3'4);4' (1044 x
1$b2 A- 41
s
. .,„N,
— _
r— .
, -____ ,va,
'SIP- 9 p.
1' 24 4` 2)3 tata :' 1'^,,= 1
thfcset 7112.
il:e.4- ,..
(i'") -44.:4. (t.'"\`')
11,14 L, ., Irl': , • e.$ l - S5
' 'rid' ; r �y
1,.....!__ „
ase CA c,x12 .0— ock Cao moo 46-.
BY CM DATE 4IZ9/I
1 HAYDEN tc�455 ,,, REV DATE
3ENGINEERS
STRUCTURAL i CIVIL _ JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET iia OF
1
qua P"tUa'
r c 50.,Ie:4.S C „ -, cr. t,...)44,11,
7. 061
, t
. ?4t) ' ,s s
E
asp
C;)' 'If8`' t . -fit
.7:), 1'' `410. 4 8 )2.b$
yam`
1! "p'Ko'u , titi.•. I
1897 4- ,I-))2. _ q
Pew g 6 4.4—i
261'
{ 4. `6 $ t `'s
Y
/ 176e,
-t--4--',, -4 � r
L
,ii& or ` z - ---
BY CM DATE 4/Vii)7
1 HAYDENS 10 4S 5.-+ � ,.7 REV DATE
3
ENGINEERS
STRUCTURAL ( CIVIL JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET 11 OF
tiff {
a
•
° '----------40 ,s en,,,,,, `fir
7
m_
{1 '! ?
iiii ..._,,„___,.... .4...._.4.....„,
tell. P = 4O
tf
{
f pp
1g£ # 1 t 2530 1
}
{
t
,
Soo 3
i
I ,q
1 tta Llai to s.-
tt
Nt # °
z
} ,' i440
1
3
1 HAYDEN BY e.M DATE 412�!h?
3ENGINEERS le4SS 5.Ar 'X\0 t,,,) REV DATE
STRUCTURAL I CIVIL - JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET i$ OF
i
oretas:
t R Y " . r:0 Pg :
• x . ,14 \ '�f. ,Ar
•PUP }4. ,w: f 1 St X+1 ) - ,\0374_ 5
i
�c Ovv
ti
S
'7 (Z. W>S4)-+- `-Li P55S-
3 9
4'f 14-') id'`40 . dal.—
I,
o 1zS ,8 f3--kz
�k
I 64) I,I el' AA\r,-)--ow-- .
i
i
)
1
)
i
x t
t
1
HAYDEN BY DATE 4l z91 t
3ENGINEERS ►�¢ssti� Rev._ DATE
STRUCTURAL I CIVIL
JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET 1C OF.
r
t ;
1
I Wr r 12c' 00 ,f(f...,,, 25
}
,
1
3
F ^g h
.. : V4dg4-.e: iy41},Wgr� ,.}� a'� <a.h FL �v1+Q 14 ..�"' ,V
7
*'k.) ttiit(W - 2" S?> fa R. 1�s.t v;
ix ,
L 1
, ,
_ cut t 40 2,.....ole; c.14-- fixtu, .1 et: i.
I t , f
4a^ 2, u3'e sp 3ri
Cit 4 SO Ct e6
,
1s ? Lv.tu41 AS " ( ci t Z3\l''.'' " 13x"'
I „ 6)(1'6' (1)(i) _ 11.stoR
1
7 ?,( -. .f. l*k (4,, `)(1)( .- 5.414'
,
C.f.)is
j .. . 9.. ,eA)pitic... .,4,b k+li:.}i s ' '\/**-- l..? *0 F: N a7¢•y s;-)61 6/7.
N S
t
t 1 I
I V *7- (x 7)11114)( = .0CG
[--- I
1 i
3
1
11
( (
a
BY C. DATE 912-qu(;
H INIAYDIEN
ENGINEERS io4SS Swrha ,v} REV DATE,
STRUCTURAL I CIVIL JOB NO.
(503) 968-9994 p (503) 968-8444 f SHEET Z0 OF
4O `,Z 133HS 1 YPt8-896 {co ) d P666-896 (£09)
ON9O1 11Ato i itianionais
31.VG na n MSe.. r,,SSSVt11 S1:133NWWN3
L,Ifh2ib 31bQ A9
N]OAVH
cater{
1
c5OI
1 t
t v I. :.,
CD
i cit
Air, ' .5ot '
St
iCCS � `� }{ ( p �{
ts " /117l v. tZ')'*,-1 ` "Car i 1, }
40tCi _ -1 5 1(. b) '- foZ,1t) ',1-,;i , r ) ='zi,. ,
1aai = " i n___
5501 w l(x\. f,, )�i4$f) fi / sly
1
i 3
'• {"' `E+ *fic1a1)i+ SttS1 (3jaat -t , ( J '_, ,4.}i„
`(r3) '31(A!roil 4 4 C t)1 + a('y
103 -cr 0511)(/�FZ°#) - of ?)
(.ti n; ( ttj 12
,Zli - 4t t tZat} �a�tal}
).Some .1
4'44#9°1 :cz )� ) BSc ° )t ) = "' ) .. ; {
Ott � ,5 . ) i
c,.cy\� r .h.k.oi . .boa 0n:- ..art
_. __ l»..
(yA:�, \+maycil t"
. } F"
_.. .... _.._.. ,.. .. .... ,.,. 4,.
. } , ` (i, `� 7Z `" -- is? °
,+5
ur
w,._x ( .t. ;_,1, (' 4 )(t1iSfis4) 14)9e1p+-' 2- a " 'l ,( 1 7
"'(1,-(....( tar$ ` C / (IM. Z~ ) 4 ( )(I1,SpI t , ?4447 1
1 ��
W.1°.(:;,. WS-C.(111/P j'Ai (%)(1,'Zf*) - ( ( 1"11 a) 1'5O F
AO,-c(PLi (Its) t!•< (1' (Us41) ii , CkV441-P p . !
t i
I
1
)
' e u t =(a',. rtoo(z tyki4tila iI e o[. :i
f
1
9 ` 11.4 i"`
1s °)t.it/1*/)4 ( 14 rmi) la "J-1S1 17111'
N '; T (z) (12 Pi)61 ct/ t)#-(.4i P (di b44f 1 12.2
f. a
e' ,e,,-- z)C64` (?i)li 6' 2
"
1. 1 ts4/rte ---.410..)/4°p t Y ,r 1 4. else
.,
X41
1 111
1A VA
= f 8') _ /
t.N '."<„ I
HAYDEN BY c....."", DATE 4(zW/I7
HENGINEERS 104- 5t,.., 'Cane V REV DATE
STRUCTURAL I CId'
VIL JOB NO
(503) 968-9994 p {503) 968-8444 f SHEET ZZ OF
___ _ ,—n _
I:
4 AJ cllea, IL She* 4'
I i
g # +_0 1 L; 11.5 : S = I
L
tVs
01M ( )6 ( l 4°
iL________ .,. ,, _ _ ... _r-dv1/47 t,..43-1(t)lits,?)(:t)t,e.\,r, i s .,.‘
! ,
9,o- \)(.4>t , ??)(1)r.G.') a
3
--rte 66 1 , .) 446 eiow.p
i
a1USS
6.
)
(?-44,:-. ( (')($.51-')/t)(4,*)t Int\ °
1.
' C,, t '° ( 5t =`761; ' I
90S t o C Z woe OP,. Msi. C e
T
i
' 41
c .lr ) ° .' is 7_sA- .c t4,' 117'6 ire JO
1
e',.-1-4; _ (7,5)( `(6)2 ?75o
7)1 i v S7 ' /, ) : c•c
I
•' .M`? AA 0 a N C> E w t's
t
fit ' - v t F
41 M IV CIP+g bot- ow i .�:
I.
i1
BY G�� DATE 912910
HAYDEN lt�A��, ►+ �7 REV DATE
ENGINEERS 3[
STRUCTURAL I CIYtL JOB NO
(503) 968-9994 o (503) 968-8444 f SHEET ZS' OF
e tmt,) 170 ,k`�j 5 neap- Loi.1 S84,a : - L4,4tt 0,4„r�<"
.,._._._,.. ,._ C. 0.* - 'ZOO . ... oSS41,4f : 2-7414i
= ( 7)c(0 ( .'St64
7,M" 0 i.)11..in'9 ' ,Sp sl `"}(,G ).. '4 WS
1
i 1I
a3kt) /..; Id t1-C(‘ V- � + ISI 11,-50 4c 4
1 f
tom: (a1)(4c�46) . G414
( (t (1,-A(Y\,(.6'i: o 6U
E
-gc,5
re.:i r v 2 p>, ' V1010 "4 1721 e 2
24 = LI ) 4 ' r) 18 c '`4L ----
I
oniMm Ce'11t71�1T 2'oi
ce>(9` r� ` c1 l,. 6 .. 14(uz
eT ' 11° o No It)
91 %.1a .5" 1\1 ' £ V: 10 1 t.)vi 1.. )a 2 t4 Z
= �
,
re
'fir. 4 j` .— 3i �.f _ ..?" 0LYkJ f .4)e t, 9/ -,,. `"'".
i
08.4. (4`)ciZ ' ?.0, '1
HAYDEN
4IZill
721
B
ENGINEERS LASS S"" ". LI REV
Ens
J DATE
STRUCTURAL I CIVIL OBNO.
(5031 968-9994 o (5031 968-8444 f SHEET Z4 OF
(o )C Gok(Ntivat.,
T , _ _
t 1
-1-7
l'Ivivo 316S 1:4-74.4.3.--6s::)- 4474 560C4
4 4,is
cl. ---Ar-14-Du 4 ; t.i//46'i., 147,,',000,0 too
,.„...1
.
i
_i_ ___ , ...___L
to.4 pipe. ....---cs,)
.. tt44)'7 1;,..- I
, C I
'
41141P"'"4-.f
i 1 I 1
1 .
I .
! I ,
, 1 I
I i
.._
, 1 ,
,. .
1 1 ,
. 1
, .
1 1
r 1 i
1 i
i • 1 1,,
. ,.
4 t
I ,
i 1 1
°
i 4
14
! i
. ,
i f
t !
. 4
1 i
i 1 4
•
i
1 4
4 1 I I
. 4
I 1
1 .
t 1 ;
, .
I
i I 1
I . i
1 1
, .
. .
i
1 i 1 i
., .._ .
BY c/.4, DATE 41ml fl
HAYDEN 4O45 5....) 7,14.6.,..0 lb-- REV DATE
1313( ENGINEERS
STRUCTURAL I CIVIL JOB NO
(503) 968-9994 p (503) 968-8444 f SHEET ZS OF Z-5