Report (48) Site Address: 6e.4 riaaed . OR ?7.2,-)3
A
Building Division
• Deferred Submittal Transmittal Letter
TO: DATE,REGEIVED:
DEPT: BUILDING DIVISION
FROM: 6/"I, G e 1 /l/• OCT 2 8 i
.c l. �t��, a-
COMPANY: � �
RQ'(�/ i(Qhs nxd t o►'1
PHONE: 5 03 —�Z D ?` �� 7 7 By:
RE: j , r k 0k f3up �013 ' CnC�O 65
A (Feermit7 ase Number)
V,Jn 1_ ,1191` Sr .113 Lv w0.' Ca�Etr
(eject name or,5 idivision name and lot number) 1-0
Valuation of Deferred Submittal: $
ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM:
Copies: Description:
Qa-, r f4(. A. a.Sy 3 1 3 -C► ._ Sia ec peovit
Remarks:
NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in
responsible charge who shall review them and forward them to the building official with a notation indicating that
the deferred submittal documents have been reviewed and been found to be in general conformance to the design of
the building. The deferred submittal items shall not be installed until the design and submittal documents have been
approved by the building official. Oregon Structural Special[)'Code Section 106.3.4.2
FOR OFFICE USE ONLY
Routed to Permit Technician: Date: Initials:
Fees Due: fl7_Ye_S70 No Fee Description: Amount Due:
Deferred Submittal Fee: $
Additional fee based on valuation: $
Other: $
Total Fees Due: $
Special
Instructions:
—Reprint Permit (per PE): Yes No Done
Applicant Notified: Date: Initials:
The fee firr processing and reviewing deferred plan submittal shall be an :unount equal to 65% of the building based
on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in
addition to the project plan review fee based on the total project value.
I:BuiidinoForms\TransmirndLet er-MidSubnuLdoc 04/04/07
RH N
SUBMITTAL COVER SHEET
To: Drew Rocker From: Mitchell Nicholson
Ankrom Moisan Associated Architects PC R&H Construction Co.
6720 SW Macadam#100 1530 SW Taylor Street
Portland, OR 97219 Portland, OR 97205
Project: 5743.700. -St.Anthony Community Center
Submittal No. 084313-04 -- Storefront - Design Data
Specification Section: 084313-084313-Aluminum-Framed Storefronts-Design Data
Subcontractor/Supplier: Lindquist Glass
Quantity Sent:
Revision No.: 0
Return to R&H by: 10/09/2013
Comments:
Item Description R&H Review Status Notes
1 084313-Aluminum-Framed Storefronts- No Exceptions Taken
Design Data
.. ............... ....... .................._...... .... ........... ...... ....... ...... ..
REVIEW IS ONLY TO VERIFY GENERAL CONFORMANCE
AND COMPLIANCE WITH THE DESIGNT DELEGATED-DESIGN COMPONENT REVIEW
CONTRACT DOCUMENTS. SUBCONTRACTOR ORR
SUPPLIER IS RESPONSIBLE FOR DIMENSIONS,ERRORS No exception taken Make corrections noted
AND OMISSIONS IN THESE DRAWINGS OR LISTS WHICH
HE SHALL CONFIRM AND CORRELATE AT THE JOBSITE _Rejected Revise and resubmit
WITH HIS WORK OR FABRICATION AND WITH THAT OF
OTHER TRADES AFFECTED BY HIS WORK HE SHALL BE _Submit specified item
RESPONSIBLE FOR ANY DEVIATION FROM THE
CONTRACT DOCUMENTS OR THESE DRAWINGS OR _Reviewed for compatibility with the design of the building
LISTS UNLESS HE HAS OBTAINED WRITTEN APPROVAL Review to determine whether systems, materials. Or equipment are
TO DO SO,AND SHALL BE RESPONSIBLE FOR THE —' designed in conformance with the performance and design criteria and
SATISFACTORY COMPLETION OF HIS WORK tl,a design concept expressed in the Contract Documents.The Architect's
review is not performed for the purpose of determining the adequacy,
accuracy and completeness of the services, certifications, or approvals
R&H Constr�uJc/tiign Co. performed by delegated-design professionals.
By: i`/lo��2 � aeti The Architect relies upon the adequacy.Po q cy, accuracy and complete-
ness of the services, certiffc tions, or approvals performed by
Date: 09/30/2013 10:35:30 AM dele d-desl n p ovals. a �v
Ankrom Moisan Associated Architects, Inc.
R&H(onstrudion(o.
1530 SW Taylor Street Portland,OR 97205/TEL:503.228.7177/FAX:503.224.3638/www.rhconsi.com
OR Contractors Registration No.38304//WA Stale Ucense No.RH(011"194PO//(A CSte No.852583
Design Criteria: 2010 ( SSC Alternate All-Heights Method
95 MPH (3 Second Gust)
�.) Exposure B
Iw=1.00
Mean Roof Height= 25 feet at Auditorium
19 feet elsewhere
Window System: OLDCASTLL/VISTAWALL
Storefront: FG-3000 2" X 4.5"
Curtainwall: CW-250 2.5" X 6"
Strength Criteria:, Fb = F,,Jn,,=25,000/1.65 = 15,152 psi for 6063 T6 Aluminum
Deflection Criteria: L/175 for Spans <_ 13.5 feet
L/240+ �/," for Spans> 13.5 feet
Seismic Drift Criteria: ASCE 7-05, Section 13.5.9
CT
PROF�s�
` N
7PE
�9OREGON y v
C. Cpl
213'
James G. Pierson, Inc. Project ST. ANTHONY COMM. CENTER Job no.
Consulting Structural Engineers tocadon Date
610 SW Alder,Suite 918 Portland,Oregon 97205 TIGARD, OREGON 09/18/2013
T: 530-226-1286 F: 503-226-3130 event Sheet no.
jgpierson.com LINDQUIST GLASS 1
1001.
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James G. Pierson, Inc. SIT. fImVc-; , V cc�r'AY14 , cq-,
Conlexation tYdtl
Consulting Structural Engineers cats -;
320 SAVSrtrk,suite 535 Portl.uid,Oreton 1 r_4i
TO: (503) 226-1286 E.ix: (503) 226-31:30
Cieru Shco flu. 2
orl.r Q ti 157 0�11 t,..-rp
SIMPLE-SPAN UNIFORMLY-LOADED MULLION ANALYSIS FOR WIND LOADING
Project:St.Amhorry
Cherlt Lindquist Glass _
awtl pFawrF qr 1009 t8C Abmab A6NFipk+MFIMe d
Tr PYr W. I.lm 1 'un 1 Enter Basic Wnd Speed 95 mph Enter Importance actor,I, 1.15 Pressure,%- `7' 23.1 psi (-�_�-`
wa...aroue].. IFmp�.PiFr.en.In..
A ua 1.151 Dole Enter Exposure B Entor Ke per ASCE FIB,6 4 1 Table 1609.6 2(1)
YNt2M5 F0.7tl8
e 3]R FliNr 711 1.n Enter Mean Roof Height 19.0Il K,10.615 (ASCE 7-06 Teale B-3)
C V-1 F"'" 3.5381.572
D V4We cv"' 50
.0 1155
E M-1 FG3130 2.222 O.d1
P 0 0
NF9NIw PeaiWF NF9NWF RFpb D1N1 RFud
6p1n LFrg1N LFh U1F Yuabn RgIq LNF Tip.Yl161p PrFFawF YW9on DFMspon DFOFcIbn 4
MflMow lrFmF Non) Ee.c1wF PletrwF %eFFwF v7Y10 LOM A�.w Yan•nl or RFeupFa fp cermvCa,AOGibnllWkvbWon,Etc.
Iwl Onl pnl Ibl (p0 A-leh b'N P (n0 Pi Wf) IFr.11 T7W MIN) E,c.Fe.bT NalW lln� tW) E2rFFs7
aFl 98.09 1715 1.00 72.00 510 15.11 5 21.5 1613 7.70 8 0321 DsW OK No RM. 72T1p1 NO
p 612 11563 2800 200 M00 1500 39 213 a 17.8 1609 561 A 0125 0716 VES 0.112 13229PY no Fli III x 2.111%110'
SF] 1010 000 200 1925 1103 2391 5 21.7 1627 t.75 E 0.109 0501 OK NO RFW. 2321* M
SF1 6763 W63 200 2100 11,31 Mai 1 17.7 1828 515 A a069 0376 OK NO RFW. 3609909 NO
9MC-PFal 12]1] 1863 2.00 72.00 1281 5]71 4 17.1 1597 760 c 0W 07d OK NO R.W. 91dr0 NO Ge .183155
BF-le 123.13 2110 200 56.6] 081 37.17 17a 16.11 575 I A I Olt]I 07d YES Od1 I 12]61PW I NO I Mr.DFft..b 5,5%OrFr•ON
H sr/ 7163 000 200 5525 2961 1171 1 171 16]0 708 A 0055 0109 OK Ne RFW, ZMPW NO
OF13 2383 1000 2,00 1000 1200 1.81 1 100 18]1 003 A 0000 0.135 OK �X.
Re W. 11" rid
a 8.11 21f13 1000 200 1000 12W 1,97 1 IID 18]1 091 A 0000 0135 OK RFW. 70eu NO
.15 ]bJ1000 1200 t07170 1631 100 A 0000 Ot]5 ON RFW. as" NO
VII TJ a] 1010 200 1000 12,00 1.97 1 f70 16L foo A 0000 0135 OK Ne RFW. 9209 r10
NOTES:
7.Wnd pressures are calculated using the 2009 IBC Alternate AlkHelghte Method
2.Wind pressure for vemcal member analysis is reduced using the effective Nand area,as defined m ASCE 7 Chapter 6,for each conddion
3.Wind pressure for use in determining reactions was reduce based on the actual tributary area at reaction point
3
Mullions 19-R Bldg Ht
t
SIMPLE-SPAN UNIFORMLY-LOADED MULLION REACTIONS
Project.St.Anthony
Ceentliroquist Glasa
BS mph lEnterimponanceractor,1, 1,16 lPresswe.q,n 23,1 pa/ `-•��
B n er per 1B,EPI I lame I (I 1>weo c.ri.wee.te..
1P.Blt I K.10.tm l(ASCE 6.3) 0�
Cam.dbn N.9l.n Pe.lOw NpWr. Pd.plr.
3",(L.1191h L.RW. Mullion R19NUI. Tdb.Wmh Pr...w. Conn.c0on9r Cenmclbn
P71nd9w Fl.nr TdMd.ry Rr.. R.aetlen R..dbn H..d Nwll R..d Od.112 601 ON.0I SIII Od.112 Cemm.w
MI Ibl wlmn 11431 M) MI tem IR 1 w.Pled Pn..u1.Prw1 MU p9.1
..(nn (wn
OFl9600 2715 w nm 5166 s 17.6 21.8 161 M2 m hs tae a6
SS" 1x4361 2800 200 Moo 15W . lee 11.7 163 30 519 im me
y SFS 10163 000 200 1925 11061 S 1.1 21.9 101 00 81 1/S e'6
8F. 67.81 5661 2,00 2800 M.11 . 10.4 176 16,1 163 170 h5 8'5
VF m.r tM 121.11 19063 200 7200 We, 1 26.9 17.7 162 471 435 206 816
8FS•Meedn 1 12113 2700 200 1 5663 1 4381 1 . 1 lel 1 17.7 1 161 1 132 1 MS I Mi I em
N SFe 7161 000 200 5525 2962 1 71 1 11.8 lel 111 120 16 M ere 7/5
SFI1 2361 1000 2060 1040 1200 1.0 S.0 SO S S 215 &6
p 9F1. 2163 1000 2.00 IOOD 1200 1 10 80 SA S S 1/S 8'S
1a HEIS 23.61 10060 200 1000 12060 1 10 SO SO 3 S 2r5 ae
SFIS 2363 1000 2.00 low 12-00 1.0 SO SO S S Ih 7/e
Connecta-1943
- 4
SIMPLE-SPAN UNIFORMLY-LOADED MULLION ANALYSIS FOR WIND LOADING
Project St Anthony
Client:Lindquist Glass
V61tl M..Iu."I 20M loc Adm.N-Igm LI.e.O r• ��'�
TM .� 1a 9n S.(1.1 Enter Basic Wind Speed 95 mph curer Importance Factor.1. 1 1,15 reasure.qa= 23.1 pat --�-
J•me.C.1•'.mn.lAc.
Vutawal FG3b3 w
A 2.151 ogle
326. Enter Exposure B Enter K.per ASCE Fig,6-4 1 Tade 1809.6.2(1)
Yiww,n Faa1b
e
265 1.27 Enter Mean Roof Height 23.0(1 I K,,10 665 (ASCE 7-05 Table BJ)
c V-.FGa155 13b 1.572
0 veuwa.CWdt 5N Lass
E VnW 0FO32W 2222 ON,
F 0 0
Il.tiv. Po.16w
WNMew FrNlr 6Pan L.r19N L.e LR. MW h RI9MLNe Tdb.WllRh Eff dh. Pn..w. P w. P--lu"' N3.16
MulOon �� OMWbn D.e.ct.n Ilelll.nt el F. R R.W.
IMI (in) pnl Onl M..e1 2elw Pn4IMO PM MO TYM Lime(M 8ae..aM07 .MI.I M (0X1 aablel CarmivR.,A1119eon.l CYelA.13.n.FAa
CWl 11300 000 2.78 5.00 29.50 11.2a 5 726 17.1• 0 0906 0971 OK Me R.H. New NO
CYR 17300 000 2.50 1100 23`50 1126 4 167 17.1. 0 0399 0971 OK Ne R.W. 6X1 NO
CAG 17300 57,'50 2,50 53.75 $9.13 71.03 4 107 17.12 0 1.503 0.971 YES 1.135 IIe8.1P11 NO C.11•.5)(120'
N CN4 17]00 5575 150 b00 47.13 6926 tel 17.1• 0 1201 dart YES 0.65 1171304 NO c.A•3%120•
Sit Mal W63 200 32W .611 AN 1 190 17.39 A 0923 0718 YES 0214 141 NO F.B.Ve'K2-171K1W
SF7 131.63 7200 200 17.25 M63 462 • 190 17.30 c 0070 0152 OK Ne MW. NO .Use
SF9 71.63 000 2.00 425 2383 wall • 192 17503 A 0.050 0.09 OK N.R.W. 2475P4 ND
SFIO 12563 000 200 3125 27.03 b31 4 190 17.4 383 A 0.519 0715 0" Ne R.N. 0 NO
N SM 1256] 000 100 423 230] 36.63 • 190 17.4 3.12 A 0.70 0716 OK NPMW, iW NO
5FUWIERFOST 131,6] 2563 200 7200 5061 •615 . 169 17.N 660 c 0731 0752 OK M.R.Y6. 9I N0 ChW.3155
SFI2 onlM POST 1 131,61 I 7200 I 700 I 1.00 I 4500 1 41.13 . 1 190 1 17.29 1 583 1 C 1 0655 1 0,752 1 OK I Ne R.W. I 819W NO
NOTES;
1.Wrid pressures are calculated using the 2009 IBC Alternate All-Heights Method.
2.Wind pressure for vertical member analysis is reduced using the e0ectwe vend area,a9 defined in ASCE 7 Chapter 6,for each condition
3.Wild pressure for use in determining reactions was reduce based on the actual tributary area at reaction pals.
5
Mulbom 25-R 8109 Ht
a
SIMPLE-SPAN UNIFORM LY-LOADED MULLION REACTIONS
ProjectSt Anthony
Client.Lindquist Glaze
93 mph Entu Importance Factor. I 1.15 1p,anure,Oe'0.0025OV- 23.1 ptl
l��U
S 11cm,K.p•r WE FiIT 1 Table 1009.8.2(1)
25.O1i1 0,885 I(ASCE 7.05Table 6
Po• re
Sp.n LerRpn VRLII• YWlbn RI914 U1. Trip 9Yldtl1 RH•W C•nYcaen N•9elly Oonr1•clla0 NpYlw Po.I4w
Wln4ovr From TrIM4ary Alea CmneclbnR. Ruc11•n R.aelbn NIM DNal11 INtd Cal"2 OY DMa41 Oi110.1a42 Comment
ON IUI vR4nOrU lint 5411 2bro lKl Nr.prel(w0 v""ur•vrM peq go.)
(ve0
CWI 17]00 000 2.00 5400 2950 S 17.7 235 QS .17 312 19/7 21/7
p Cm 17]00 000 2.90 4200 n"m . 1..1 192 17.6 271 249 vw 2177
In cm 17]00 57.50 2.50 $373 69.13 4 %5 190 17A as 619 10'7 2171
CW4 11300 53,75 2.50 0350 17.13 4 203 191 173 546 .9S 1017 210
3F6 1230- Y6] 200 378] 4054 203 192 176 ]90 357 217 Os
6F7 121.9] 7200 200 17.23 "S0 . 21.3 192 176 406 374 2/5 Os
SW 1163 a0o 200 43n 230 . s9 193 17,7 113 10. 113 716
SF10 In" 000 2.00 51.25 27.0 . 120 192 17.7 n2 213 1 as
N 6F11 In 03 000 2.00 4323 23M . 103 193 17.7 196 T. LS 68
6FI2011TER P031 TITO n63 200 ]200 5001 . 233 19.1 178 4w .06 In 6s
6FI21NNER POST 131.0 12-00 200 1.110 U00 4 200 10} 176 301 %1 NS 6s
Connect-.258
8
` �ivrr�gYl St . Anthony
Jami+G.Pierson�I+nc. Cbeam 2005
9/17/2013 12:02 File: CW Reinf I.cbm
Curtainwall Reinforcing
By: BC
Beam Results
Max. Span Deflection = -0.8655" (Span 2, @ 30.0011)
Max. Positive Moment(1) = 2524311i (Span 3, @ 0.0011)
Max. Positive Moment(2) = 286944 (Span 2, @ 30.0011)
00
Member Information j
a
Span L(in) I(in"4) S(in"3) E(psi) Reinf-I Reinf-E
1 56.500 5.946 1.995 1.0e+007
2 60.000 5.946 1.995 1.0e+007 3.650 2.9e+007
3 56.500 5.946 1.995 1.0e+007
Distributed Load Information
Span W1(8/in) W20/in) Xl(in) X2(in)
1 7.670 7.670 0.000 56.500
2 7.670 7.670 0.000 60.000
3 7.670 7.670 0.000 56.500 a
y a
v �
Joints Free to Displace
Free Joints - 2 3
Support Reactions ^�
Joint Pounds
1 663
4 663
Q
Maximum distributed load value
shown only, see distributed load
table for detailed information.
1 7
Ddvoi by Cbeam 0 V2W5
St . Anthony
James G.Pierson,Inc. Cbeam 2005
Q__W// 9/17/2013 12:02 File: CW Reinf I.cbm
Span No. 1
O.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L
Location 0.00 5.65 11.30 16.95 22.60 28.25 33.90 39.55 45.20 50.85 56.50
Shear 663.46 620.12 576.78 533.45 490.11 446.78 403.44 360.11 316.77 273.44 230.10
Moment 0.0 3626.1 7007.4 10143.8 13035.3 15682.0 18083.9 20240.9 22153.1 23820.4 25242.9
Defl. 0.0000 -0.1066 -0.2113 -0.3123 -0.4078 -0.4963 -0.5764 -0.6468 -0.7064 -0.7540 -0.7889
Stress 0.0 1817.6 3512.5 5084.6 6534.0 7860.7 9064.6 10145.8 11104.3 11940.1 12653.1
Span No. 2
O.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L
Location 0.00 6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00
Shear 230.10 184.08 138.06 92.04 46.02 0.00 -46.02 -92.04 -138.06 -184.08 -230.10
Moment 25242.9 26485.5 27451.9 28142.2 28556.4 28694.4 28556.4 28142.2 27451.9 26485.5 25242.9
Defl. -0.7889 -0.8161 -0.8376 -0.8530 -0.8624 -0.8655 -0.8624 -0.8530 -0.8376 -0.8161 -0.7889
Stress 12653.1 13275.9 13760.3 14106.4 14314.0 14383.2 14314.0 14106.4 13760.3 13275.9 12653.1
Span No. 3
O.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L
Location 0.00 5.65 11.30 16.95 22.60 28.25 33.90 39.55 45.20 50.85 56.50
Shear -230.10 -273.44 -316.77 -360.11 -403.44 -446.78 -490.11 -533.45 -576.78 -620.12 -663.46
Moment 25242.9 23820.4 22153.1 20240.9 18083.9 15682.0 13035.3 10143.8 7007.4 3626.1 -0.0
Defl. -0.7889 -0.7540 -0.7064 -0.6468 -0.5764 -0.4963 -0.4078 -0.3123 -0.2113 -0.1066 0.0000
Stress 12653.1 11940.1 11104.3 10145.8 9064.6 7860.7 6534.0 5084.6 3512.5 1817.6 -0.0
For questions on Cbeam, a Windows-based program, contact:
M=SOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fa: (214) 917-9439
Email: software@mcalsoft.com
2 $
Ddvru by dram g V2005
AU-- v N MA
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,
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J-,uiies G. Pierson, Inc. —,. A r 4 11 rI'l
Consulting Structural En inters
320 SAW.Stark,Suite 535 Portland,OLocation Date
Oregon 97204
client Sheet n�.
Tel: (503) 226-1286 Fax: (503) 226-3130 < 9
RHCONSTRUalO
N
SUBMITTAL COVER SHEET
To: Drew Rocker From: Mitchell Nicholson
Ankrom Moisan Associated Architects PC R&H Construction Co.
6720 SW Macadam#100 1530 SW Taylor Street
Portland, OR 97219 Portland, OR 97205
Project: 5743.700. -St.Anthony Community Center
Submittal No. 084313-02 -- Storefront- Shop Drawings
Specification Section: 084313-084313-Aluminum-Framed Storefronts-Shop Drawings
Subcontractor/Supplier: Lindquist Glass
Quantity Sent:
Revision No.: 0
Return to R&H by: 10/09/2013
Comments:
Item Description R&H Review Status Notes
1 084313-Aluminum-Framed Storefronts-Shop Make Corrections Noted
Drawings
DELEGATED-DESIGN COMPONE REVIEW
REVIEW IS ONLY TO VERIFY GENERAL CONFORMANCE _No exception taken ®Make corrections noted
AND COMPLIANCE WITH THE DESIGN CONCEPT AND Rejected Revise and resubmit
CONTRACT DOCUMENTS. SUBCONTRACTOR OR
SUPPLIER IS RESPONSIBLE FOR DIMENSIONS,ERRORS
AND OMISSIONS IN THESE DRAWINGS OR LISTS WHICH _Submit specifted Item
HE SHALL CONFIRM AND CORRELATE AT THE JOBSITE Reviewed for compatibility with the design of the building
WITH HIS WORK OR FABRICATION AND WITH THAT OF
OTHER TRADES AFFECTED BY HIS WORK HE SHALL BE Review to determine whether systems, materials, CT equipment are
RESPONSIBLE FOR ANY DEVIATION FROM THE designed in conformance with the performance and design criteria and
CONTRACT DOCUMENTS OR THESE DRAWINGS OR the design concept expressed in the Contract Documents.The Architect's
LISTS UNLESS HE HAS OBTAINED WRITTEN APPROVAL review is not performed for the purpose of determining the adequacy,
accuracy and completeness of the services, certifications, or approvals
TO DO SO,AND SHALL BE RESPONSIBLE FOR THE performed by delegated-design professionals.
SATISFACTORY COMPLETION OF HIS WORK
The Architect relies upon the adequacy, accuracy and complete..
R&H Constru tion Co. ness of the services, certifications, or approvals performed by
deleg d-de it p of ats.
;K/�
By. %i�;�4/K✓ By: Date-0
Ankrom Moisan Ass ciated Architects,'Irio:
Date: 09130/2013 9:08:23 AM !,
R&H(onsirudion Co.
1530 SW Taylor Street Portland,OR 97205/TEL•503-228.7177/FAX:503.224.3638/www.ncconsi.com
OR Controdors Regiardon No.38304 H WA Stale 1lrense No.1111CON'-194PO//CA CSlll No.852583