Specifications /Gl - 0 CO 10
Engineering INlooli Inc
PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
SEISMIC BRACING AND CONSTRUCTION
REQUIREMENTS FOR THE SUSPENDED
ACOUSTICAL TILE CEILING SYSTEM
FOR:
TVF &R COMMAND AND BUSINESS OPERATIONS CENTER
11945 SW 70TH AVE.
TIGARD, OREGON
'RECEIVED FF
. D PRO (& O PZc d - e s Xi7C
City of Tigard
s
PIG 12 ZM FF � ° � Ap • oved Plans
� 7 •8PE r
CITY OFTIGARD N By �,r., • Date 11311a
1VISIO.
BUILDING D ` �o• 41, k 70 iE
- v/ 15 2CP x , \ , ` \
. T U 9 OFFICE COPY
EXPIRES : 6/ 30/ •
tr FPi>i -9
CLIENT : ANNING— JOHNSON COMPANY
JOB NO.: 100505
PREPARED BY : SET
CHECKED BY : .
DATE : 6 -1 -10 PAGE OF 13
,
® Project: TVFtR COMMAND AND BUSINESS OPERATIONS CENTER Page: 2
Client: ANNING JOHNSON By: SET
ENGINEERING, INC. Job No.: 100505 Date: 6-1 -10
DESCRIPTION / CONSTRUCTION REQUIREMENTS:
CODE: 2006 IBC (2007 OSSC)
TYPE OF GRID: ARMSTRONG 7501 MAIN RUNNERS W/ XL 7590 CROSS TEES
HEAVY DUTY SYSTEM
STRUCTURE ABOVE CEILING: 1.) CONCRETE OVER METAL DECK
2.) 20 GA METAL DECKING OVER OPEN -WEB STEEL JOISTS
(SEE DETAILS "A1" AND "A2" FOR MORE INFO.)
COMPRESSION STRUTS: 1 5/8 "- 20 GA STUD W/ 1 1/4" FLANGES UP TO 8' -0" TALL
(SEE DETAILS "B1" AND "B2" FOR MORE INFO.)
FASTENERS FOR SPLAY WIRES: 1.) HILT! 3/8" KWIK BOLT TZ W/ CEILING CLIP
2.) WIRES TIED TO STEEL JOISTS
(SEE DETAILS "B1" AND "B2" FOR MORE INFO.)
DIAGONAL WIRE SPLAYS: 12 GA
STRUT AND SPLAY SPACING: 1ST FLOOR CEILINGS
12' -0" x 17-0" EACH WAY AND 6 -0" FROM WALLS
OR SEPARATION JOINTS.
2ND & 3RD FLOOR CEILINGS
10' -0" x 12' -0" EACH WAY AND 5' -0" OR 6 -0" FROM WALLS
OR SEPARATION JOINTS, RESPECTIVLEY.
NOTES:
1.) ALL ELEMENTS OF THE SUSPENDED CEILING SYSTEM NOT SPECIFICALLY ADDRESSED
WITHIN THESE CALCULATIONS ARE TO BE INSTALLED PER THE REQUIREMENTS OF THE
NORTHWEST WALL & CEILING BUREAU TECHNICAL BULLETIN 401, FOUND AT: www.nwcb.org
IN REFERENCE TO ASCE 7 -05 SECTION 13.5.6.2.2:
2.) UNLESS PERIMETER DETAILS PER THE ATTACHED DETAIL "C" ARE USED OR
OTHER APPROVED METHOD AND /OR DEVICES ARE USED AT CEILING PERIMETER,
THE WIDTH OF THE PERIMETER CLOSURE ANGLE SHALL NOT BE LESS THAN 2.0 INCHES.
IN EACH ORTHOGONAL HORIZONTAL DIRECTION, ONE END OF THE CEILING GRID SHALL BE
ATTACHED TO THE CLOSURE ANGLE. THE OTHER END IN EACH HORIZONTAL DIRECTION SHALL
HAVE A 3/4 IN. CLEARANCE FROM THE WALL AND SHALL REST UPON AND BE FREE TO SLIDE ON
A CLOSURE ANGLE. AT ATTACHED SIDES USE 1/8" 5052 ALUM. RIVETS FROM GRID TO ANGLE.
CLOSURE ANGLE SHALL BE ATTACHED TO WALL STUDS AT 16" O.C. W/ #6 x 1 1/4" SCREWS.
3.) FOR CEILING AREAS EXCEEDING 2500 S.F., A SEISMIC SEPARATION JOINT
OR A PARTITION WALL THAT EXTENDS THRU THE CEILING THAT BREAKS THE CEILING
UP INTO 2500 S.F. AREAS SHALL BE PROVIDED. EACH CEILING AREA SHALL BE PROVIDED WITH
CLOSURE ANGLES IN ACCORDANCE WITH NOTE #1 AND LATERALLY BRACED AS DESCRIBED IN
THESE CALCULATIONS.
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 820 -2088 Fax: (503) 884 -3636
® Project: 7VF4R COMMAND AND BUSINESS OPERATIONS CENTER Page: 3
Client: ANNINCz JOHNSON
By. SET
ENGINEERING, INC. Job No.: 100505 Date: 6 -1 -10
STATEMENT OF SPECIAL INSPECTIONS
The following components and construction require special inspection:
1.) Periodic special inspection is required for the Hilti Kwik. Bolt TZ
anchors noted in detail B1. Inspections shall be per the
requirements of ICC ESR -1917, section 4.4.
2.) Special inspection is required for power driven fasteners installed in
concrete over metal decking applications, as noted in detail Al.
This inspection shall be in the form of pull testing as described in
section V -g of the Oregon Statewide Code Interpretation No. 2007
OSSC Section 1613.1.
Periodic shall be defined as follows: Inspection by the special inspector of the
specified material and /or system described above prior to commencement of the
work, at some point during installation, and upon completion of the work. These
intervals shall apply to each differing ceiling system. All non - conforming work
shall be corrected by the contractor prior to other related work proceeding and
covering the subject work.
The special inspector shall be a qualified person who has demonstrated
competence, to the satisfaction of the building official, for inspection of each
of the specified materials and /or systems described above.
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 820 -2088 Fax (503) 884 -3838
® ® Project: T\F4R COMMAND AND BUSINESS OPERATIONS CENTER Page: 4
Client: ANNING JOHNSON By. SET
ENGINEERING, INC. Job No.: 100505 Date: 6 -1 -10
CONCRETE OVER
METAL DECK ( B.O.)
d
° 1 I/8" MIN. d
d
°
a Q °
4 ° Q
A °
°I a
HILTI X -CW X -C 27 CEILING
WIRE ASSEMBLY (E5R -2892)
OR APPROVED EQUAL.
(SEE NOTE BELOW FOR
12 GA HANGER WIRES 9 4' -0" FURTHER REQUIREMENTS)
O.C. ALONG MAIN RUNNERS W/
(3) TIGHT TURNS AT
CONNECTIONS
ARMSTRONG 7501 HEAVY DUTY
MAIN RUNNER 9 72" D.G.
ARMSTRONG XL7590 CROSS TEES
9 24 " O.G.
11-9 Q � Q j SI_p Q �L
NOTE: SEE STATEMENT OF SPECIAL INSPECTIONS
REGARDING PULL TESTING OF POWER DRIVEN
FASTENERS INTO CONCRETE OVER METAL DECK
TYP. CEILING CONSTRUCTION
Al
AT CONCRETE STRUCTURE (FLOORS 1 & 2)
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
Kg El ® Project: TVFtR COMMAND AND BUSINESS OPERATIONS CENTER Page: S
Client: ANNING JOHNSON By SET
ENGINEERING, INC. Job No.: 100505 Date: 6 -1 -10
20 GA METAL ROOF
DECKING (5.0.)
A
•
I -LAG 150 SD EYE LAG
SCREW (ER -5361)
12 GA HANGER WIRES m 4' -0"
O.C. ALONG MAIN RUNNERS W/
(3) TIGHT TURNS AT
CONNECTIONS
ti
ARMSTRONG 1501 HEAVY DUTY
MAIN RUNNER 6 4S" O.G.
ARMSTRONG XL1590 CROSS TEES
6 24 " D.C.
o- a -, 1
TYP. CEILING CONSTRUCTION
A2
AT METAL DECK STRUCTURE (FLOOR 3)
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
NNIC01 Project: TVF4R COMMAND AND BUSINESS OPERATIONS CENTER Page:
Client: ANNING JOHNSON By SET
ENGINEERING, INC. Job No.: 100505 Date: 6 -1 -10
CONCRETE OVER 3/8 "4) I -IILTI KWIK BOLT TZ
METAL DECK (B.O.) W/ 2 EMBEDMENT
u d 4
Q 1" MAX -�
a
-oat I
. a
a wl
a a
REMOVE STUD FLANGES AND-
BEND WEB ONTO SLAB.
ATTACH WEB W/ 0.138 "4 x 1 1/4"
PD F. 4 1/2"
MIN.
LI "x1 "x1 "WIDEx16GA
COMPRESSION POST MIN. W/ 1 /40 1-10LE AT WIRE
1 BIB" - 20 GA STUD 4 1/16 "4' HOLE AT BOLT
MAX. HEIGHT = 8' -0"
12 GA DIAL. SPLAY WIRES AT 45°
MAX. TO PLANE OF CEILING. (4)
WIRES TOTAL AT 90° TO EACH
OTHER IN PLAN. (ONLY (2) SPLAYS
AIRE REQ'D WHERE NOTED IN
CORRIDOR CEILING PLANS)
REMOVE STUD FLANGES
AND INSTALL TIGHT TO TOP
OF MAIN RUNNER. ATTACH
WEB TO MAIN W/ (2) 4 13
SCREWS
0 0 o 0 L , o O O O O 11 O
2" MAX. TO HEAVY DUTY MAIN RUNNER
OPPOSING
SPL RE 1 4 CROSS TEE
SEE PAGE 2 FOR BRACE SPACING REQUIREMENTS
SEISMIC BRACE DETAIL
B1
AT CONCRETE STRUCTURE
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3836
MN 1
ice ® Project: TVFtR COMMAND AND BUSINESS OPERATIONS CENTER Page: 1
Client: ANNING JOHNSON By. SET
ENGINEERING, INC. Job No.: 100505 Date: 6 -1 -10
i i
+ -- .
/
'
20 GA METAL ROOF
DECKING (B.O.) / 11
OPEN WEB STEEL
REMOVE STUD FLANGES AND-' JOISTS (B.Q.)
BEND WEB ONTO DECKING.
ATTACH WEB W/ (2) •8
SCREWS. _IL
WIRE TIED TO TOP CHORD OF
JOIST W/ (3) TIGHT TURNS. WIRE
MAY BE TIED TO BOT. CHORD
WHEN WIRE IS PARALLEL TO
JOIST IN PLAN.
COMPRESSION POST
15/8 " -20 GA STUD 12 GA DIAL. SPLAY WIRES
MAX. HEIGHT = 8' - 0" AT 45° MAX. TO PLANE OF
CEILING. (4) WIRES TOTAL
AT 90° TO EACH OTHER IN
PLAN
REMOVE STUD FLANGES
AND INSTALL TIGHT TO TOP
OF MAIN RUNNER ATTACH
WEB TO MAIN W /(2)*5
SCREWS
'} +I 1 1
o ..• L J O O
2" MAX. TO I HEAVY DUTY MAIN RUNNER
OPPOSING I 1
SPLAY WIRES 4 /f
CROSS TEE
SEE PAGE 2 FOR BRACE SPACING REQUIREMENTS
SEISMIC AC TAIL
B2
AT METAL DECK /STEEL JOIST STRUCTURE
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
® ® Project: TYF4R COMMAND AND BUSINESS OPERATIONS CENTER Page: 8
Client: ANNING JOHNSON By SET
ENGINEERING, INC. Job No.: 100508 Date: 6 -1 -10
MIN. *6 x 1 1/4" SCREW FROM
WALL ANGLE TO EA. WALL STUD.
24" O.G. MAX.
f
8" MAX.1
8" MAX. /E
r 4 1/8" CLOSURE
ANGLE 4
°%4 \ � trP. HANGER �. ° a
.4% WIRE ® „ .o
\ J
0,
"6 SCREW IN SLOT (TIGHTENED) I/8 "4 5052 ALUMINUM POP RIVET
AT EA. GRID MEMBER TO WALL
ARMSTRONG BM CLIP ANGLE
REF: ICC ESR -1308
0 ATTACHED WALL 2 ATTACHED WALL
OPTION 1 OF 2 _ OPTION 2 OF 2
ARMSTRONG BER2 8" MAX. NOTE:
CLIP IN EACH ORTHOGONAL HORIZONTAL
REF: ICC ESR -1308 DIRECTION ONE END OF THE CEILING
/— SHALL BE ATTACHED TO THE
i CLOSURE ANGLE PER DETAIL I OR 2.
THE OTHER END IN EACH
� � ° ‘0 ORTHOGONAL D IRECTION SHALL BE
3/4" ° Q. FREE TO SLIDE ON THE CLOSURE
ANGLE AS PER DETAIL 3. REF:
° \� ICC -ESR 1308 FOR ADDITIONAL INFO.
1/8" CLOSURE GRID MEMBER
ANGLE
0 UNATTACHED WALL
0 PERIMETER DETAILS
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
•
Project: TVFdR COMMAND AND BUSINESS OPERATIONS CENTER Page: Ci
Client: ANNINCs JOHNSON By: SET
ENGINEERING, INC. Job No.: 100505 Date: 6 -1 -10
LATERAL FORCE: AT 1ST FLOOR CEILINGS
REF: ASCE 7 -05, SECTION 13.3
Using ASD load combination including 0.7E, where E = Q = F
Ref:
a =,:.:::- ;1::00: [T13.5 -1]
Sp 0730 From project specifications or calculated using
USGS Seismic Ground Motion Calculator with
assumed Site Class = D
W O 41)0 psf [13.5.6.1]
I p = 1:50 [13.1.3]
Rp 2:50 For bracing components except anchors in concrete. [T13.5 -1]
R p = 1.:00 For anchors in concrete not governed by the strength [13.4.2]
of a ductile steel element or not complying w/ ACI 355.2.
z
h 36s00ft
For all bracing components except anchors in concrete:
F ( 0. 7)( 0 .4)a /(R /I +2(z/h)) = 0.57 psf [13.3 -1]
For anchors in concrete not governed by the strength of a
ductile steel element or not complying w/ ACI 355.2:
F = ( 0. 7)( 1. 3)( 0 .4)a /(R /I +2(z/h)) = 1.86 psf [13.3 - 1],[13.4.2]
FpMAX = (0.7)1.6SpslpWp = 4.91 psf [13.3 -2]
F pMJN = (0.7)0.3S = 0.92 psf [13.3 -3]
USE F = 0.92 psf
USE F = 1.86 psf
Spacing of struts and splays, x -dir 12 ft r'
Spacing of struts and splays, y -dir = ft v
Tributary area = (x- dir)(y -dir) = 144 sq. ft.
Lateral force at each seismic brace location:
F pBRACE = F x Tributary area = 132 Ibs
Lateral force for concrete anchor design (when applicable):
Fp2 BRACE = F x Tributary area = 268 Ibs, shear and tension in anchor
Compression force in struts with splays at 45 degrees:
F'POST = FpBRACE x Tan 45° = 132 Ibs
Splay wire anchor loading: p 45°
1
P =F x Tan 45°F
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2088 Fax: (503) 684 -3838
® ® Project: Tvf4R COMMAND AND BUSINESS OPERATIONS CENTER Page: 10
Client: ANNING JOHNSON By. SET
ENGINEERING, INC. Job No.: 100505 Date: 6 - l - I0
LATERAL FORCE: AT 2ND FLOOR CEILINGS
REF: ASCE 7 -05, SECTION 13.3
Using ASD load combination including 0.7E, where E = Q F
Ref:
a P = 1; 00 [T13.5 -1]
SOS = 0:730 From project specifications or calculated using
USGS Seismic Ground Motion Calculator with
assumed Site Class = D
W 4 00`psf [13.5.6.1]
I = 1::50 [13.1.3]
R 2.50; For bracing components except anchors in concrete. [T13.5 -1]
Rp 1:00 For anchors in concrete not governed by the strength [13.4.2]
of a ductile steel element or not complying w/ ACI 355.2.
z
h = 36:DO ft
For all bracing components except anchors in concrete:
F = ( 0. 7)( 0 .4)a /(R /I +2(zlh)) = 1.06 psf [13.3 -1]
For anchors in concrete not govemed by the strength of a
ductile steel element or not complying w/ ACI 355.2:
F 0. 7)( 1. 3)( 0 .4)a /(R /I +2(zlh)) = 3.45 psf [13.3 - 1],[13.4.2]
F (0.7)1.6S = 4.91 psf [13.3 -2]
F pMIN = (O.7)0.3S = 0.92 psf [13.3 -3]
USE F = 1.06 psf
USE F = 3.45 psf
Spacing of struts and splays, x -dir = 1:0ft v
Spacing of struts and splays, y -dir 12ft v
Tributary area = (x- dir)(y -dir) = 120 sq. ft.
Lateral force at each seismic brace location:
FPBaACE= F Tributary area = 128 Ibs
Lateral force for concrete anchor design (when applicable):
F PZ BRACE = F x Tributary area = 415 Ibs, shear and tension in anchor
Compression force in struts with splays at 45 degrees: W 6 {Z`JT GA rart-
P POST = FPBRAcE x Tan 45° = 128 Ibs ANCOOK, v ; t
Splay wire anchor loading: V —F r 7.1
P =F x Tan 45 ° =F
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2088 Fax: (503) 684 -3636
. •
NNicolin Project: TV 4R COMMAND AND BUSINESS OPERATIONS CENTER Page: I `
Cli ent: ANNINCs JOHNSON By: SET
ENGINEERING, INC. Job No.: I00505 Date:
LATERAL FORCE: AT 3RD FLOOR CEILINGS
REF: ASCE 7 -05, SECTION 13.3
Using ASD load combination including 0.7E, where E = Q = F
Ref:
a = 100 [T13.5 -1]
S OS = 0730 From project specifications or calculated using
USGS Seismic Ground Motion Calculator with
assumed Site Class = D
W p =: 400.psf [13.5.6.1]
Ip 1 [13.1.3]
Rp = 2=50 For bracing components except anchors in concrete. [T13.5 -1]
R =` 100 For anchors in concrete not governed by the strength [13.4.2]
of a ductile steel element or not complying w/ ACI 355.2.
z = 3600ft
h 36:OOft
For all bracing components except anchors in concrete:
F = ( 0. 7)( O .4)a /(R /I +2(z/h)) = 1.47 psf [13.3 -1]
For anchors in concrete not governed by the strength of a
ductile steel element or not complying w/ ACI 355.2:
F 0. 7)( 1. 3)( 0 .4)a /(R /I +2(z/h)) = 4.78 psf [13.3- 1],[13.4.2]
F PMAx = (0 = 4.91 psf [13.3 -2]
F PMIN = (0.7)0.3S = 0.92 psf [13.3 -3]
USE F = 1.47 psf
USE F = 4.78 psf
Spacing of struts and splays, x -dir = 10 'ft `
Spacing of struts and splays, y -dir = '12ft
Tributary area = (x- dir)(y -dir) = 120 sq. ft.
Lateral force at each seismic brace location:
FPBRACE = F x Tributary area = 177 Ibs V i r C ea. (, 1 we 9164
Lateral force for concrete anchor design (when applicable):
Fpz BRACE = F x Tributary area = 5) . 4, , shear and tension in anchor
N. A, T o 2 ! eL.vr,Kr
Compression force in struts with splays at 45 degrees:
PPOST = FPBRACE x Tan 45° = 177 Ibs k GA.o FDIC
Ce?I 6>�
Splay wire anchor loading:
V=F P 45°
P =F x Tan 45 ° =F
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone:. (503) 820 -2088 Fax: (503) 884 -3638
�2
2001 NASPEC w/2004 Supplement
Project: TVF &R COMMAND AND BUSINESS OPERATIONS CENTER Date: 6/1/2010
Model: COMPRESSION POSTS
1111 till
R1 R2
8.00 ft
Section : 162S125 -30 Single C Stud (X -X Axis) Fy = 33.0 ksi
Maxo = 99.2 Ft -Lb Moment of Inertia, I = 0.060 in^4 Va = 543.0 Ib
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection
Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio
Center Span 0.0 0.000 0.0 None 41.7 0.000 0.000 L/0
Combined Bending and Web Crippling
Reaction or Load Brng Pa Pn Mmax Intr. Stiffen
Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd 1
R1 0.0 1.00 147.5 258.2 0.0 0.00 No
R2 0.0 1.00 147.5 258.2 0.0 0.00 No
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft -Lb) Factor VNa M/Ma Unstiffen Stiffen
R1 0.0 0.0 1.00 0.00 0.00 0.00 NA
R2 0.0 0.0 1.00 0.00 0.00 0.00 NA
Combined Bending and Axial Load
Axial Ld Bracing (in) Max Allow Ld Intr.
Span (Ib) KyLy KtLt KUr (Ib) P /Pa Value
Center Span 177.0 (c) None None 218 178.3 (c) 0.99 0.99 I'/
® Project: TVF4R COMMAND AND BUSINESS OPERATIONS CENTER Page: Is
Client: ANNING JOI -INSON By: SET
ENGINEERING, INC. Job No.: 100505 Date: h -1 -10
IS CHECK DIAG. WIRE SPLAYS : 12 GA
CAPACITY OF WIRE = 0.60 Fy A
= ( 0.60 )( 55,000 )( 0.0088 )
= 290#
TENSION IN WIRE = 177 = 250# < 290# OK
Cos 45°
M CHECK FASTENERS : 3/8" HILT! KWIK BOLT TZ W/ 2" EMBEDMENT
IN 4000 psi CRACKED CONCRETE OVER METAL DECK (REF: ICC ESR -1917)
ALL VALUES MULTIPLIED BY 0.75 PER ACI 318 D.3.3.3
Pa = 0.75 Np,aeck,cr (fc / 2500) (1 /a)
Pa = (0 .65)(0.75)(1460)(4000 /2500) 4 0.5 (1/1.4) = 643# P = 415
Va = CD 0.75 Vs,deck (1 /a)
Va = (0.65)(0.75)(2130)(1 /1.4) = 742# V = 415
COMBINED LOADING: 643 / + ( 742 > 1.20 < 1.20 OK
CHECK FASTENERS : WIRES TIED TO OPEN WEB JOISTS
. °. ASSUME FULL STRENGTH OF WIRE
M CHECK GRID : MAIN RUNNERS : ARMSTRONG 7501
CROSS TEES : ARMSTRONG XL 7590
CAPACITY OF CONNECTIONS (POUNDS):
MAIN RUNNER IN TENSION 335
MAIN RUNNER IN COMPRESSION 335
CROSS TEE IN TENSION 352
CROSS TEE IN COMPRESSION 352
* CONTROLLING VALUE = 335
SAFETY FACTOR = 2
SAFE CAPACITY = 33 = 167.5
ASSUME \ OF GRID IS IN TENSION
WHILE 1 IS IN COMPRESSION
.•. CAPACITY = ( 167.5 )( 2 ) = 335
335# > 177# OK
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 820 -2088 Fax: (503) 884 -3838