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12047 SW PACIFIC HIGHWAY 1 IN ro H H C) m H G K 1 "" AVMHOIH JI3TDVd MS LPOFT y Permit No. SP 117-87 CITY OF IIGARD SIGN PERMIT APPLICATION The applicant hereby applies for a peri '.t for (.he work indicated e_r as shown in the accompanying clans and spe.cifica. .ons. SIGN LOCATION ADDRESS: 12047 SW PACIFIC HWY _ — ZONING:C-G NAME OF OMPANY: PACIFIC CAR WASH APPLIUiNT/AGENT•: DENNIS THOMPSON The City of Tigard imposes an annual Business 'Tax which must be kept current on all persons doing businesit in the City . Do you presently have a current Business Tax? YES PROPOSED SIGN: PERMANENT (x ) FRE=ESTANDING; ( ) TEMPORARY ( ) WALL (X,K4 West, end of building BILLBOARD ( ) SIGN DIMENSIONS: _ 3' x 23' _ -, 7 TOTAL SIGN AREA (Sq. ft.): 69 WALL AREA (Sq. ft.) : 600 _ i f y,7U y HEIGHT (ft): _—` 10' PROJECTION: _ .i[_LUMINATION: YES ( ) �NO ( X ) COPY: _ CAR WASH __ MATERIALS: _ �,3T k -- EXISTING SIGNSz______jjM oNTHIS WALL OTHER PERMITS REQUIRED: YFS ( ) NO ( X ) — COMMENTS: PLANNING DEPARTMENT All sign permits must be accompanied by a Permit Fee: — .G0 _ scale draw in(a and plot plan. If work Receipt No. : — 251.88 authorized under- Q sign permit has not been Approved ey;_ KL — completed within ninety days after the Date: 9/2/87 — issuance of the permit, the permit shall become null and void. I CER TIf Y THAI I. AM THE RECORDED OWNER OF THE PROPERTY , R AN AGENT AUTHORIZED BY THE OWNER. Appl ci'atit' s Signature Address Telephone DAS:bs6? r� r`d �. tr". � 'e4 v ^. ��r!•• �t'�I��-,''r�• . �:� P v1'td"r Y� 1�i i., �t,�,.`� ,h. 7F ��,�r'' i yn !�'�f{'t k� � �;� �t �, ,��IlT' °• ' y � �� `: I i I .it rL.L gyp' to �.�,I - .�-� �. ; ,. --- �� �rY,•,p� ��IG�y�K�. MH mom v �. ...•._T,,.—� I 'TT �( I ��!'�7 fin:/ Y •r. CITY OF f I:G(,RD Tlermi t No, . f/.•� SIGN PERMIT �APPLICA1JON l The applicant hereby applies for a permit for I,1e work indicated or- as in the accompanying plans and sppci.fications, shown SIGN LOCATION ADDRESS: c/-7 CONING: (•(Y— NAME OF Cc_ IPANY: _ FIC IVASH APPI_TCANT/ADEN"I': ISE n OJ ', the City of T-i.gar-d im"Oses an annual Business 'Tax wh.icll must: be kept current Un all persons drying business in the City . Do ycu P-(csently have a current But Tax?Tax PLRMANE:N1 ( x ) TEMPORARY FRLI S1"AND:I:NC; ( ) ( ) WALL SIGN DIMENSIONS: z Y 73 ' BILLBOARD TOTAL SIGN ARCA (Sq, ft. ): �L2_---4 7-0��� �� �/-J WALT_ AREA (Sq. ft. ) : - �� -------- HEIGHT (ft) : PROJECT ION: ILLUMINATION YES NO COPY: MATERIALS: -- `— �`L�L�.—• ill _ EXISTING STGNST ——'' --_ ..' ------------ OTHER PERMITS REQUIRED: YES ( ) NO x �` PLANNING DEP(yR1MLNl -- — Permit Fee— s sign per mi Ls muss be accompanied by a Recei t No. : - scale drawing -And plot -�"'-' 1. authorized under a sign n plan. If work A roved l - 9 permit has not been —�.___..- _ _ rom feted Date: P within ninety days after theissuance of the become null and void ermit, ttie permit shall I "ERI?T Y 1 HA1 I AM THE RECORDED OWNER OF THE PROPERT'Y .O ' ON AGENT AUTHORIZED BY THE MINER, 4ua-ul >!z Appl c nt's Signature Address —z �/�� �dd1_ �iDIZ/�T (!v 1 �{t DAS:bs62 �/ - Telephone MIRK A 4 rualai* fine XolVet g , P.O.BOX 127•Tl 'LATIN,OREGQN 97062 PHONE 642.2601 TUALATIN FIRE DISTRICT APPEALS BOARD MEETING April 23, 1987 - 9:49 A.M. TRFPD Administration Office fr C Present: Dennis Baunach, Carl Berger, Martin Brown, Larry Goff, Larry '��"k Loar, Joe Martin, Dave Nelson, Brad Roast and John Williams Larry Loar, Assistant Fire Marshal of the Tualatin Fire District introduced those present. Larry excused himself from the meeting and asked Joe Martin, Deputy Fire Marshai of the Tuala,,ir. Fire District to preside. Brad Roast, Building Official for the City of Tigard presented the basic issue: Two roue items for the 60 Minute Tune located at 12035 S.W. Pacific Hwy. , Tigard are in violation. Stairway risers exceed the allowable height and the existing headroom clearance is only 610". Appellant, Dennis Baunach, Construction Manager, Benting Construction, Inc., asked for exceptions to these code requirements. Copie9 of sl.air details were presented. Discussion followed among Board Members and questions were asked of Mr. Roast and Mr. Baunach. Mr. Roast and Mr. Baunach were excused for further discussion and a decision by t' Board but were called back to hear the decision. Dave Nelson, Fire Marshal, Beaverton Fire Department, presided as Chairman of the Appeals Board and called for a motion. A motion was made by Martin Brown, Building Official, Gilly of Wilsonville, that based on Section 204 of the Uniform Building Code, the appeal is not an altercate method of construction, therefore, all the minimum requirements of the code are required to be met. The motion was seconded by Carl Berger. Mr. Nelson asked for any further discussion. Motion carried unanimously. The appeal was denied and code requirements must be met. There being no further business, the meeting adjourned at 10:30 a.m. - r! _ —wave Ne n, Chai man Attach: kw J d i n u Ick i I � i �tl _Iz w I � ' +' �, •' i i tt 1 ii ii fl II � n � u I I 4, I I IL 171 . :. A I r 1I J A i i Jit ; j "`'"'t• �'• t c . p • o c Z C =1 cL-E L � d d O � + (13 �] �.. y� = d a Z 7 1 � � i �� INTER-DEPARTHENTAL M9HORANDUM Tualatin dural Fire Protectiun District T0: AFM Loar DATE: March 1987 FROM: DFM Martin SUBJECT: 60 Minute Tune Appeal Per, the attached letters , Mr . Dennis Baunach is appealing the requirements for the stairway at 60 Minute Tune see the attached inspection letter #19990-4 ) . Although I agree with Mr . Baunach on the three points he raises In his letter , I feel a fourth point , the requirement for 616" of headroom clearance . needs to be addressed . The existing headroom clearance is 610" , which is in violation of UBC 3306 ( p ) , and constitutes a potential exiting hazard . Please advise me as to the rescl.ution of this issue . kw Attachmen',. , : ( 3 ) cc: Signed:_ Title: Deputy Fire Marshal .......... .......... THAII "R & FA[tit HAT10N INC' 3730 N. Suttle Rd. 9 Portland, Oregon 97217 (503) 286-6531 February 2, 1987 Tualatin Fire District P.O. Box 127 V Tualatin, Or. 97062 Subject: Tigard Auto Center 1q87 60 Minute Lube/Tuneup Lube Pit 10.�i4 f Ilk 00r, Atten: Mr. Joe MaLtin Dear Sir, We were the fabricators of the access ladder to the lube pit on the subject job. The reason for the 9" riser spacing was to shorten the ladder down to allow access out of the pit without hitting the head on the concrete overhead. With 8" risers, the ladder would extend under the overhead which would allow a head knocker in case of a hurried exit. Sincerely, "W.lr.ql-sgon, En-gineer WEJ/kz ! I r cznting 3CONSTRUCTION. INC. &14 Z- 2-- Tualatin Tualatin Fire District P .O. Lox 12' Tualatin Or . 97062 Subject: Tigard Auto Center 60 Minute Lube/Tune up Lube Pit Attn: Por . Joe Martin Tear Sir , We are requesting an appeal to the ruling by the City Of Tigard of a building code violation in regards to tl-z2 access to the 60 Minute Tune up lube Fit. Special considerations should be given because of the specific nature of this facility as indicated by the following reasons : 1. The lube pit is not accessible to the general public but used only by a few employes. 2 . The treads are constructed of heavy expanded steel (nearly impossible to slip on) . 3 . Handrails have been installed on both sides of the stairs to eliminate any possibility of falling off the stairs . We feel the current access to the lube pit is safe and hope upon your review you will grant an exception to the 8" riser rule. Alteration of the current configuration would require extensive reconstruction of a completely Liable and safe access . Sincerely, Dennis Daunach Construction manager 1 3960 S W 173RD AVE • BEAVERTON, OREGON 97007 • TELEPHONE (503)642-5682 Rflff Hat DIERIN DISTRICT Vp P.O. BOX 127 • TUALATIH. OREGON 97062 • PHONE 682-2601 60 MINUTE- TUNE January 30, 1987 1177 114th. Avenue NE Kirkland, WA 93034 19990— 4 -153D —334-003 Insp. Type INF Dear Judy Merrill, This is a Fire and Life Safety inspection. At the final inspection, the following violations were noted : For private stairways the rise of every step shall not exceed 8 inches and the run shall be not less than 9 inches. UPC 3306(c ) The largest variation in tread width or riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. UPC 3306( c ) Provide headroom clearance of not less than 6 feet 6 inches in every required stairway. UDC 3306( p ) Our next inspection will be conducted in approximately thirty day=, unless otherwise noted, at which time the above violation( s ) must be corrected. If you have any questions regarding this letter, or if we may be of assistance- please feel, free to call us at 682-2601 . Sin,_erely, lA / Joe Martin Fire Prevention Bureau Vii •M � tq,�q'M � �, `-°'"A4y�r "`fie' """°�:�'�'�n����•�1°�� �,.,nM yF*�atl PSR' ",iP � f. �`,g��.{yy+.f+rfp. '�' � '�'�b r' �y, 1 >J I�It 00 rocd CO u F�i JM�r� e W44 pp w 14 Fl m 1 N INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-41,75 nn�� Type of Inspection '` u Date Requested______1—= _3 V Time A. _P.M. Address Owner ��_�'f-'v_` 7} `�'"� of # -- � o BuilderThe following Building Code deficiencies are required to be corrected: Presented to --- ----- --- F� �°►pproved Inspector _ - _ lJ Disapproved Date — CALL FOR REINSPECTION ❑ YE! ❑ NO LdbHanson Duneb•ph Varvotle Thompson Nrcholsor AIA pc Aroh leclure IJ ban Design Fnvunnmanlal Planning !16 Nerlhwerll PerM AvenUS Pnrtleno,Qr"on 67209 Phone 15031 224.0110 LETTER OF TRANSMITTAL I TO DATE NO. r -- ZG>rel— c' t JOB NAME ATTENTION. — _ --- RE GENTLEMEN WE ARF SENDING YOUF1 ATTACHED ❑UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS [ ❑ SHOP DRAWINGS r ] PRINTS ❑PLANS ❑SAMPLES ❑SPECIFICATIONS ❑ COPY OF LETTER L SUBMITTAL DATA ❑ CHANGE ORDER ❑OTHER cane n. r n.r. DESCRIPTION THESE ARE TRANSMITTED AS CHECKED BE 1 OW ❑1 FOR ACCEPTANCE ❑ FURNISH AS SUBMITTED ❑ RESUBMIT _—__COPIES FOR ACCEPTANCE FOR YOUR USE ❑ FURNISH AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION PLft"EQUESTED ❑ RETURNED FOR CORRECTrONS �_� RETURN __ CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ REJECTED SEE REMARKS ❑ —_—�`_ __ El FOR BIDS DUE 19 ❑PRINTS RETURNED AFTER LOAN TO US REMARKS CA I COPIES TO IF ENCLOSURES ARE NOT AS NOTED,KINDLY NOTIFY US AT ONCE COPY FOR �__ �_ _ _ SIGNED _�q r r __. VICTOR mmsmr CONSULTING STRUCTURAL ENGINEERS 1818 WESTLAKE NORTH•SUITE 308•SEATTLE.WA 98109.206/283-0357 COMMUNICATION REPORT JOB NAME & NUMBER 60 MINIT TUNE & CAR WASH No. f36-K020A DATE Augtist 21 , 19(16 TIME 3:10 p.m. TYPO aF COMMUNICATION: TELEPHONE CONFERENCE INTEROFFICE I E LEPHONE W/ Mike Pari ch PRESENT ++++++ I++++t+++++++++t++++++++++++++ ++++++++t+++++++++++t++++++t+++t++++++++++++++++++ On --Thursday , Auclust 21St _ the followrny items were discussed. (if " do not hear from you v*w will proceed on the basis that Nese items dre as per all lwrties ayteernent.) Detail 4/5 Masonry reinforcement shall be chancled from Ii5 VERTS f, 32" f to #5 VERTS 9 36" O.C. Horizontal reinforcement shall remain th-= .,ame. Signed 6077 CITY OF'TIGARD 639.4171 DATE —!u!_e f 19 BUILDING PERMIT TAX MAP 251-_ —.LOT NO.—.4�� 11UU�— SUBDIVISION _ (;rwwret Inc. JOB ADDRES42G3� SW Pt►cific lil6kiWISy OWNER 13UILDER STATE REG.NO. ^----- EXP.DATE BUILDER'S PHONE - PHONE __ _ OTHER ARCHITECT ----- `— -- _ ;)EMOLITION STRUCTURE _ NEW Ll REMODEL C] ADDITION REPAIR MOVE OTHER A'CESSORY GARAGE OTHER FENCE RESIDENCE COMM Ll EDUCATION — IND RELIGIOUS —�— FIRE ZONE--PLAN CHECK BY HEAT OCCUPANCY _ LAND USE ZONE l4, BLDG TYPE — sitework include$ puvin�-s raciinLr, storia mewer, lau:tacapin�, duct irci., ''.ion. :ee t36Uiii & 6U/9 for new bldgae -- SEWER PERMIT N OCC.LOAD FLOOR LOAD HEIGHT NO STORIES AREA PJO.BEDROOMS VALUE __ LEFT SIDE BURIGHT SIDE _IL DEPARTMENT SET BACKS FRONT REAR _ ----._ Permit -��d"� THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILDING CODE, ZONING REGULATIONS AND ALL APPLICABLE CODES AND ORDINANCES, AND IT IS HEREBY AGREED THAT THE 251.20 WORK WILL BE DONE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND IN COMPLIANCE WITH ALL APPLICABLE CODES AND ORDINANCES. THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE Plan Check PI.Ck.Fire RESTRICTIVE COVENANTS. CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSINESS TAX PERMITS.SEPARATE PERMITS REQUIRED FOR SEWER,PLUMBING AND HEATING. State Tax - 'SDG— Total APPLICANt OR ADENT PDC# _ Prepd. -- - Recelpl No. AODRE88 -�— - x ',, ..—_AaPowd 6Y— Bal.D ue —. Issued By - _ - ff IFI'Wi a RAIRINFIEF DATE INSP. TYPE INSPECTIIOON�� REMARKS PLUMBING DATE Contractor Permit No. Rough-in Fixture Final HEATING Contractor Permit No. Gasor0ii Rough-in Final _ SEWER Final DRIVEWAY Final _�— Sic 3ramage — (F gain)Final Siaowalk Curb&Street Final Approach BLDG.DEPT.FINAL TEMPORARY CERTIFICATE OCCUPANCY Final CEFITFICATE OCCUPANCY --- Landscaping Zoning Final y CITY OF TIGARD �� 78 DATE ktG "- 1 V O BUILDING PERMIT •tune —__19_ TAX MAA!SJ,- LOT N0. 1100--SUBDIVISION Lo't7 OWNER JOB ADDRESS "1 JJ 1...:+w--V-C;flC--1}44"Y- BUILDER ;,IZnLi1,,, %nnfrltrUCtiOn_- ___._. STATE REG.NO. ____. EXP.DATE BUILDER'S PHONE ter>f.—u6b2 offer 245-1976 ARCHITECT _-.- PHONE OTHER -- STRUCTURE 1 NEW L! REMODEL L ADDITION REPAIR MOVE _OTHER I� DEMOLITION L1 RESIUENCF COMM L 1 EDUCATION [ , IND RELIGIOUS I AC(;ESSORY GARAGE I OTHER FENCE _ -- OCCUPANCY L-z LAND USE ZONE t 1' BLDG.TYPE !- FIRE ZONE PLAN CHECK BY HEAT - Aiy,at riic. "(raj .Iaar " rtlrt �,r "N+. tirt girl ,wlang+_J ah-ic+rh La fire di&Lr' i Wl l lr_viyat min r RLITf S RhAl)! T :u! Ulf i. fill:U TTTI , -- SEWER PERMIT# !1 t:,(,;t;�(� OCC.LOAD FLOOR LOAbonc: HEIGI� 1 NO STORIES AREA"04 NO.BEDROOMS VALU� _ BUILDING DEPARTMENT SET BACKS FRONT REAR t LEFTSIDE RIGHTSIDE Permit 343'UO THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILDING CODE, ZO*1ING �— 222.95 REGULr•TIONS AND ALL APPLICABLE CODES AND ORDINANCES, AND IT IS HEREBY AGREED THAT THE Plan Check _ • WORK 'AILL BE DONE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND IN COMPLIANCE 13r.2C1 WITH ALL APPLICABLE CODES AND ORDINANCES. THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE Pl.Ck.Fire RESTRICTIVE COVENANTS. CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSINES TAX PERMITS.SEPARATE PERMITS REQUIRED FOR SEWER,PLUMBING AND' EATING. State Tax 13.7! -- i SD&--I t 6 7.SU r 33 7.50 Total PDCti APPLICANT ORAGENI Prepd. .7u --- _... Receipt Na. ADORE8S PHONE Bal.Due Issued By- Approved By �____ _ _ 1 DATE INSP YPE INSPECTION REMARKS PLUMBING DATE it S�A�z Contractor Permit No. OuAf— �e �. r � Rough-in Fixture mac �/a« /s r�<, /7-- Final ro�ca 2 Lt ve / _ HEATING /ro-�J- 'r .nz'•'l f2'/�+. Z __ Contractor z- Permit No. Gasor0lt Rough-in 1� Final SEWER L - Final , -/7^ DRIVEWAY Final Storm Drainage (Rain Drain)Final Sidewalk Curb d Street Final Approach BLDG.DEPT.FINAL v TEMPORARY CERTIFICC TE OCCUPANCY rFlnaI CERTFICATE OCCUPANCY dscaping ning Fine! VIOTOR N KIMSEY CONSULTING STRUCTURAL ENGINEERS 1818 WESTLAKE MORT M 0 SUVi� 1089 SEATTLE,WA 581080208/283.0357 31FROOTURAL SALOULATIONS F0R, GC NA INUTE. TUNS CARW45H2- A F. E T 3A f'� 1) 7 0 PRUfF C,IfvF_rsJi0 9956 IJ� OREGON LST�► 14. U p K� VICTOR N NIW6.ww-r CONSULTING STRUCTURAL ENGINEERS w►R_ cr 1810 ftolske Norm.Sww 90e.S081119,w•s"10n 98109 . ,M)289 0357 oEeaw PROJECT NAME 60 MIN T 1013ER, CA VJA5H1 TAI1. ECAfi t ON -nG-A 9-0, D, CODE CRITERIA Building Code(s). ,$(G� Building Dept. . . . RD Fire Zone . . . • • • • Occupancy • • • • • • • • Type of Construction . . . . . . Sprinklered? Dyes ❑no . . . . • .� Seismic Zone . . . . . . . . • Wind Zone . . . . . . . . . • SOILS CRITERIA Soils-Consultant. . . • • • • Report No. . . .ZC Bearing Pressure(s). . . . . . . ,500 Bearing Depth(s). . . . . . . . . (' Other . . . . . . . . . . • MATERIALS CRITERIA Concrete (28 day strength) . . Foundation b slab on grade .F'c- 9,000 p5� Structural slab. 0 F c 00 Malls . . . . . . . . . . .F'c= 0p0 Columns . . . . . . . . . .F'c• 9A Other Reinforcing Steel- ASTM A-615 Grade 60 T Y°. Grade 40 ( Field bCn+_ G ail welded reinforcement). Iiasonry (Hollow Conc. Units-Grade N) .F'm= ; I Grouted solid . . . . .F'm� InsFected? Oyes Ono. . . . . . Structural Steel- ASTM A•• .Fy= a6 KSI Connectors- ASTM A- .Fya &0 KSI Weld electrode E70. . .. . . . .Fs, 21 KS1 Wood Sawn timber grade(;) ,Z Joists . . Purlins . . . . . . tF4 I seams . . . . . . . . Fik i i Columns . . . . . . . F*i Glu-lam lumber grade • • . Combination F) Plywood grade and/or index Other VICTOR H KIMSEY Jose 020 CONSULTING STRUCTURAL ENGINEERS DATE DESON IUIli WL-bildhe NLuIh Sudo:lot; Sca►Ik•,W it.114 iun'Ai(N) - 1?Ubl M OJ�7 $MEEiS LOADING CRITERIA-ROOF %IM, OR CEILING Main roof area OCanopy or mansard roof Meiling only 00ther, Dead Loads Item Material Load- #/ft2 Roofing & fill 3 FL-1 Buy 6T OF 410 ( if any) _ Sheathing or r.15 to G;DX 'a decking Insulati cn Ceiling 5 a" Gly Fixtures-mech. 0 �- elec . . misc . Framing Subframing Purlins or 2x PREFAB 7PU55ES joists 1A"0,C-, Girders Total Dead Loads: pL �Fj, O ASF LL 25 , O p$F- rt�, q-o, 0 FSF Live Loads ONormal load-20 #/ft2. Red,jci.ble by .09% per ft2 for areas greater than 150 ft2 to a maximum reduction of 4000 or reducible to 16 N/ft2 :for areas greater than 200 3`t2 and reducible to 12 #/ft2 for areae greater than 600 ft2. ONormal load on roof with slope of 4112 or Moore-16 N/ft2 Reducible by .06% per ft2 for areas greater than 150It� to a maximum reduction of 25% or reducible to 14 N/fI for areas greater than 200 ft2--l2 f/ft2 over 600 ft . Wormal load on roof with slope of 12 ,12 or more-12 N/ft2 lnow load- Zcj�/jt2 Won-re4ucible Dreducible by oad/40 - M lY ft for each degree of slope over 20 . OCeiling load only-.10 //tt2. OIhcruase in Fb and Fv of 20. 2110wed for duration of load- Kincrease in Fb and Fv of 15% ,all )wed for duration ar loa4. o � .��Q .s� �i;�-rr► t . 86 K.070 co If �— ch I o If If-pllI � Is) W-1 { ^C ►-o --{ I tit VICTOR it NIIY� T ,�, bc, Kozo CONSULTING STRUCTURAL ENGINEERS a► �—� 9etoq • oGMON wee vw.r.k.NaM►.swo roe.s..�o� ��+ iMl263.0357 ,w.+ �,. 70 8001= M d7 M K 13PA K Lon K M 51ee 59& PIMA fLm v � K6 10 - 1 40 1T 1000 rLr 5,0" (Z,5 �" C.xIZ 3��Z.V v= 4,0G +.I v Z 3,o 1000 4x(v �•�q 1,94- 1 •f loco 9 ,0 #0,yoa�xYol►-Cry 4.11 7,7r 107 2,1b -7.00 �I x 10 I.7.8 1137 Z,4- l s 18.0 1082 9*7`I Utt flax If;kCsL* +, 46. 8.39 -0 !i G 1L'0 1082 G. y9 19,4t 51WOL" ?-,q7 �,SH G,1b v 7 18,0 10%z q .7q g3.b2 518&W. W 4,vs bill V47 5 S 10,0 64- 3 . 7A 8,03 41 IL 1 .47 It •til 1-•9 to R 1240 642 3 ,85 11 -5(p 0. Zl,� 11 12,67 155 0.98 3. 11 4KA 0, 4C Rb-71 6,z7 Fr 68QPL1' 2 , 13"` 3,34w 4x8 S,u 497 1 ,7Z I ,$ 4 Ax G,'l��b, Zr (.z7 4 0 I ,38 2,I�• A 0.63 ► , 18 I ,�- Z AY- 0 V 17-X? 440 2,70 6.zb 4xM 1 .23 2'Ti 2 ,9 b ?* 8 ,60 100 0.40 0,%0 41C f, 0.18 — 1 .y z �X 4'ia`, 8 .67 66v 'L .99 (0.35 4x 135 1- 1 to fb,Q 110 1 ,00 +, 1*? 41 0.44 27 (* ,Z7 121D 0.36 0, �9 4x(0 o,17 I .y z 21 IZ,67 100 0,63 7"01 4 tv 6,2-1 I •9 2 29 6 ,27 120 0,3s 0,CA 44 ;u 6,t7 ►-W 0.36 0,5A 4xb 31 12,x? 1w 0. ?b ?"+1 4 6 3Z JZ,Z7 `solob 3.b I01 4-c 14 Aly ,oe 133 _--�- ���! � ,� :p�,•!'�--►,/' >� �r l�,moi) �T��L ��.00� F�t'1►N l� ��PJ I i I lyI I I I 1 � M 9 I t5 I tw A All- .T '-) /.Y�- 14Dkn ' t 1 r i ",-Tr l" Fl F"ST FLOG K FLAN ( F17) -r--r our -M a+. w, --7W �� vTT' �dE l tZ k � Tyr 2 s M ANT F' LAN �� P17) _ P3 40 4 @ 2,,a G �4'ar 4-'5� SNS" 5 Fin R *IV s-1r*v,L,, FLX.l. CJI G'I'N k'FJr 0i��'1f.MF-NT K'r-- OF t;,LAta 0L ISM r.MTS LONC ITUDI NAL FL, GFX�f2'X G�' W N vz ZVV x 4' WELVEV P5 Com'GO L• �z' 3 � '�P i�1 PL l.C�l.+.�1'1 r•t I.UMZATTOt1 b*•Y Ta F•}A- r7 UC► Or ",Aeri PTX e,. 4u. �c !� WHt-F'MTE5 Alm A 6HAVTH FirN S �--�6'x ax�/� FG W/2•fes'� x 5 ' Pr -P H CAP GYM UT51 :f,A -a WA.Y -r�-- Aj G E�•� or+ 40I UM TIC71� C R N5V E KSE � q FOR 5 CA (.,JAY � • Q IN Jf1�.1.L. 3� PV4• 1' r-6K WAW�m OIL. G? r1I� �OI`1 P1'f P1dT1►I V•1,5#T'!o It*I-A I'L 40gr r) y �joe► AM,•'.WAM of AlSPwm G c�'�' Al it I o" 4g,o"a I co, �E4 v—I Ir+ (D.= ON C � r_M ��" 1J�'AL L� VIOTOR Y KIMSEY Jose CONSULTING STRUCTURAL ENGINEERS DATE DE$ION 1818 Vvesuake North.Sude 3U8,Suallle,Washinglon 58109 1206)2830357 6NEET a �i L,Ab DE LCaN 11-1 f�A�'FOTO, 12 F U 7- L.L, I�� UL'G� T Zh-A, �AF•���. irEFf�IX. i s = In'D FC,F L .L, 5.14 '; ���• • 2.(02 N C3 -f► E P l.C�r.T:` 1G� �1► TH E MAX 2 A)CL_F_ - I�2 s•�.�4 c •�r4 �+ - 1 "114•: tuc UL.LY Lpp,CA� vfr*/EVES r11N117 Ulm C*-ILY LK HOME- P L.n,^ La.l IDI� �Fr� � ���cn G 1 w Pf�EVIbL14 C}�1.�1 . ': EFI�►-�, _'JD �B ' '�•���'4.q9� ► V W 1A-- + 5.3.E 1 f �"J � Q�� 1� F, )/FIJI � -1•I'L='1. IZ cam' 99, �-_- �rD SNTS 1i�N t V � VICTOR Y MIMSEX Joe CONSULTING STRUCTURAL ENGINEERS OfTE _ OESIGN IBM 1Nesllake Nuilh.Sude 308,Searle,Washmplon 98109 12U6)203.0357 $MEET• �` CONT- ® �= C1,��Op ►—f'`� � V 0" LPLlf'aJ LP,• / �3"� i c I IF u)�_ �-7 C1 F��'F, a- )O PAF PIP — .�> M �` , M,, ?C4./l,��l' x w 17 H Vriow Ma -1 . 1(v�` �. s.;` ►. ' A. 'MY -7'1 4 t...A V C-- 12.4 L K. -1 .�(o/ �•,�''�r�- = 20� nr� ` 0. 2h �N?/�-, V. 4 < c - U e� r , ,� -0-7 k p k c VICTOR 11 MIMSEY CONSULTING STRUCTURAL ENGINEERS °ATE pES1UH 181H Westlake North,Sude 308,Searle,Washmglon 98109 • 1206)283-0357 SHEET• T" F y O //�nA1 foo' 0 n \ A. 4 CME HEFtIc- - \/c 2 J' '`�Z5C ►z�Cq ,q�.� �.g� 2,4-7 ! r V?EF LE CTI Ot 1 - 'T r = -41 1 I(o(p I N.4 Lit - �1.�r 11! r C I(dr, ATL, A., " C),Cly I N.7/Tr. VICTOR 9 KIMSEY Joao — CONSULTING STRUCTURAL ENGINEERS GATE - — GE91UH 1818 Westlake Nuilh,Sw1e 308.Searle,Washington 98109 1206)283-0357 BMEE1• F_ mw 1.01 V= 20 •"1 5�,k 1=r 44. /-101 = O C�,04 O t7,1 1 • J 5,yewl�-Z /.`=.� - 2 I .,a^- Ik— VG F (27 X0 = 14.4�� COI_ 11�1N - ? 'Q F'1 fes,. � L_ �'-D'' , A�� F�,,�f, , � '�/=%k � �,� I ►. - k FrX�T1NG — 4-r (t'X I�1 FtG j _ �� F'�%F C?l ��t2?'.�('�•I�.,'L V4 - '_� ''_1� .�,Y. �;-� = I I,s''' '` ) ( I.s,,..X Ir.•'i,Z^ - 2 Q� '�- rJ K. c C? 11 1,1 F-r VICTOR M KIMSEY GATE CONSULTING STRUCTURAL ENGINEERS 0EBI tN 11318 WBSllake Nonh.Suite 308,Seattle,Washington 98109 1206)283.0357 SHEET• VA —t1 r P 2" ,ui°'4 ANc H 7R t,'�>LT, X48. 12 "� .G.. � .a L 1'►°/�G, N _ ' VICTOR 9 K1MSEY .Jose CONSULTING STRUCTURAL ENGINEERS DATE OE 910N 1818 Westlake Noilh.Suite 300,Seattle,Washinglon 98109 1206)283-0357 sm T•ER EE 6 L yl WALT l\lF- i=-= r-) C�-iZ? K= —1 . 0 04-1 Z 1 1 M= '` � 1t1 Ate, 0,2"7 1 ti z/rT; ICE, 43 14" O.C, r= 21,'x• P'- r4 2- ,4':�' 1.4.4cr'` W .4Cc L I Ate ► "G. c .� c' 166 RA-C)l _ A VICTOR N x1v - "T 6c, Kozo CONSULTING STRUCTURAL ENGINEERS DATE leia wuMwg waw,.so.30.s..nr.w.shNion quos • 12061203-03S? wwom MIER. LA E L. eE1l�-*11G V= 1 Kcsw =�037Sx1,00)(1.33)(0, 14) W = O. 07W = o" STR1 P TOR 0 tL,4,� WE�G+,r WALL = (0Fa5F+ 40F5F)(6)+(0NFYld)- 40 ROOF _ (ISP5f)(52') •• 78 V=(0,07)( 1186) = 83 wl fiDo{.� so m PHI FX F05URF- = 15,47 PSF 1-n STP-1 P T+fR.0 5LZ& 6,�,47 fslr)(,ot) = 19 155 > 03 -. tiv,r4D GOKTPoUi� c�,vz 0r OOKOZn -1 -�.►, I T b - - IJL VL o- , ti I I I z! 1 0 Tfit IL I VIOTOR 11 11 W '"'Y CONSULTING STRUCTURAL. ENGINEERS w►,E 6 Ills WuMkok•No "%.Sm"3M.se.nM.Wgs"jon 12061289 9951 DEdiO►r SHEET• e1 ' AREA A-1 EAsr war DI = -7773 5 O ci+= 5)( 87 l(OF 68) ( N it 160)TH DIP EGT1ON _ (15,4,1)( (o)( 57) = 13 6 ,U-- GT30/ r,:�O = I3S P �- (8) 4-7) e 1�`•ir� ` I ' 25,33 F- /Ir - x-60//25,3 3 ___ X45 R.F_ (�$0)(17, 16xA s) '7 SO ( c)6o1k N' = 060/ Do' = 3-�j PL-F CSF 25,3 3) 2.5 0 �t 6 VICTOR A Mild A Y CONSULTING STRUCTURAL ENGINEERS �». b(lkozo a►� MAP Ilie 1418 ftWW NOW Suwo 908,5661118,WAV"lon 90109 - ON)263.03$7 oEe+oN own. 41467/ �T WEST AIR�ON 4) Fjr Y zIG5 b3 V " flxz 33.04 N` = 1 Zo PLF 12400 c-L�c�U � N .oc CJ) 8dC G cqc.cz�- eDce5 bd 12"0,c, I ti" fi R MORS . CAT--� (N,5, Lulu) Z40" -.w 1 3� oto CFW. DIR� uL $oma ;p �o o� VICTOR N NIIV ''7Y bc, Kozo CONSULTING STRUCTURAL ENGINEERS CAM M Ap 7 019%M*ka Math.Suft XW.S.a11a,w.s"lon 9e109 • 12061203 0357 mom wEE+r. 'SttEAfZ VtALL5 A �GDE vim• 2l�`� L_=42,47 VJA L,L � = 51x10 z~ 510i� ■ �I%� = IZ`i PLr— MR [�Sx25 t 10x 19,T J -4 (_)u 4460 = 51xI+ Ar-r '74/4 of PP Mp-o E*Z5 x.lox5�t�ax ,►s,�4KZ] a Zov3o M or " 114-�1?f) " 1� 140 W-T M = a —Z,02 No ;;f'.d FT Ar- 443 / ( c = 66 PLS Mor . <�c��C��� = 11 Z'71 lip M RL c t��25x 11,S�,03410x l N6TM • 1,5xII,Z?-'S't' os= --17, 14 too I)P U Nr VICTOR N RIP ',Y t,�o CONSULTING STRUCTURAL ENGINEERS MAP T a o� y K. Isle wutwai►.trwM►.Swo 30e,Sa.uM.Was1+�+plon 99109 • ?u51283 0347 Pop• C' ;, hrz- WAu.; (ooaT� Wp ". v r-- 0.51 x Z,,J-,s- - 125 �Aj-. rrip/4- w 312 PLf-- Mir • (12 �C 17'� 21, 2.�' �`� M� sU5x25K10x5]- [ICJ KtlU-Z-3 NSM= I ,C2x21,9,-9-- 7.0,23 , 1I,4cjp UPuFT= 11,45/4x1 ►33 = 2► It)IL- WAu. E, = 51x2(-' = 132-x. 4rZ7 1324/1, -= 120 P� Mot = �3?� �-�) = 22,5 { M R = �,.►�,�2�x 1'7`C�s)] t-(�ox la S'x 115 OPUFr= lAme V)h �. r = v6ep AT= 2145-/ 120 Pum M oT z (O(x, 17) - 3G,a l M R- " CF�x 14-c -(,fox 15) I&`, S)= 1��•SZ WO UPu FT o2o VICTOR N MIW""llY CONSULTING STRUCTURAL ENGINEERS 1118 wvsww.tdaM.Suit 3LA.S,.gu1M,W&Shwgton 9eto9 • 12061263 0991 ci• ,�Fjja jl WA UA CD#JT WA" G F = 51K1'4, 3 A) :: F/t, _ (,91/+ r )" PW .MOT l, sx9tZ-b - U e LIT T �►tm,� = 51x Zi = 1,07 MOT = 14,99 W = [(40Sx 13)(►7)l(J)3f[ Sox 1y><bx3j 384 Ner M = I Is x 1q,9`( —'stet U Ply FT = No NC- 5+WAP- whM J I - L M N N'= ZD4-TV UPUFT PONE 1?8 � i3w m L`t N F ' 6'730 # Ar = 030/c.�,o = 1 4P CONSULTING STRUCTURAL ENGINEERS DATE 1419 wu.wr.Nolh.Suft roe,s..11*.Waow Von irue)?ea ��qN 0957 MV0 . Whp L Co N T Puf Mor a $ 690X17 ) = 147,73 MP. s IUX 11 •F— ISX 'L 50Y.S) = ZSo W = ljcjx 148 — Z!5o UPW FT Ia0NE wow S F = 19 0-t 3 300 SZ4 o M 5260/ M = 277 FtF Mor 5240X17) = 89 '`1 M R = (159 2 4- Sox 12) TZ.Z(S) = 15Z- N� M = ISx 59 - 15-1 VL i� ' iy UPLIFT = wow; MAG STRUT F1 = ��0o +09(po)(AA) = 4400 *,/,,33=33 F Z = 2Zaa OL A,33 K C20 = SIM?WN 5T QZ4 44-10 > -33av dp 4-4-40 > 3 Sao , 01.- 5UM (Qx14L WM) ffhQp ._= F�r- 3.3*a %56 4x9 WA UL, T F ti- = 33CO/ 14, AF M ar X33 aa'X I40 = 44s 2 KA rL = (19 K 2 +- 50 x 14) 1 G-711 s �467- M = 44„2x l .S -01 = � OPL i'T = 1- 5/14,61x1,3 - 904 * u6- pl?Qtr S TF-VT F = 33" x Al 15�ai'i,j • I I G 3 % E70LTS = 1940 > II0 oM1 S�MPSau 5t� � b-i�d �� . 8� K029 , #O Z1 oQ,ZI "PIZr t I I 9`•� I I I . OL co d d . I IPA p' y I # ,,�W 7,1 v z' N Q 1+�•oz' O -O E nook, ch, 0 VICTOR 0 NIV"nv Jose -b(� KO ZO CONSULTING STRUCTURAL ENGINEERS .- orF.a++ � Iola Vw~Q Nall►.Sub .S�InM.Was►w+p�on 9e1Q9 PUN?B30351 &WET• ASA R-4- p EA5T- WEST D I RE3Z--nQt4 F = ,41)(I2#5) : 113 FV K 30: 5190 11 =Vz = o,-w x r.-mo a 1155 ;w vY b i A 144 - a 3d X C-4IU17 31 * Ari =Vf = 1157/ 3S -S3 PL FL 04-1 : ISO Arl =may = 1-737/7W' = F7 P 0L %0 3io # VS V� V, Va *, N�oR-T� SouTN DIR.�TI01� T (15, 4--7XI2,� ( 3s) = 55 �/6 = (p,29 (6755 = 1°I3p v-1 -v0 (O: ZJ6750 a44,0 A;.c 64402- C NJM eAalt PAT)+ Ta P-F- +5 FAST M5T D 1 Ft6 CTI OR T#U MAN OMS PAZ 3 'M 47)(1245)( 17-) = 23 20 v _ fez _ 11 (o Ar = I I(a/ 15 = '7-7 PL.F PW-1 = !� CF = (ZS ZOX 12)/15 x g = 7-30+� N09TH 50un+ D(P.EGTION (15. c 7X(Z.V 6) ;; 2,100 v = 0, = 1450 Ar = I q 50/ISO 120 Q-r = 4 cost VICTOR 111111 l".v rc. Ko2o CONSULTING STRUCTURAL STRUCTURAL ENGINEERSGATE�� N �C sole ftm".Ham.sw.roe.S..ier,w,f►nnq�on 9e�oq I?ubl x8] O�b1 &*ET• F A-RA A EM,T VJt5T DI RFS o N Cb as a f& = 1 140 �r 1-140/50 22 Pi,� too 4 ti goR.'nt (I5. 47�C 12.�x '� C 15 -7® #� v 8� Da VS" CK (UN0J-oc CP-,D) A1� -2dL 1-- CASA z 53 �N 3 tdt* CA56L DN 4 8Je (,.�o CA% T, p I A PN P Q 64A C4+0 k_E) M ti 5Yy Ih" = til 400 V = 3,58 �r wr � er u■r W-1QW-1a VICTOR 11 NIW"ti'w'T ime t5(, Kozo CONSULTING STRUCTURAL ENGINEERS "m i oeMo« ---- Wig wu%oa&o Noft Su,M 3W.Seattle,W&VwV10n 90109 • 12M)2e3 03b? "a m �_.------ AR WALks (eek. AA ,r - 115a/ 2s,7'- lao n,F Mor '° 1158�C IZ'� = 13,9 M f- 1 >t 9 •t- 10 s4] Zb,'l 1(•s) 9$,84 KT M , I. 13,9 •°18,P�4 _ -78,0 UPLIFT *' NON& WOO 0 I" = 1166 t AT z 116ol 15' = Tj PLF Mor ��16a��IZ� = 13•`� M IL 101K 12-3 Z7,0 }jcTM 1,C�,x 13,9—Z-7 U PWfT - tQ00 t , Uj4u. pp two s6ft� W-4,L) Ar M or MbP UP U FT NEW �M-� VIGTOR N NIFT"T Joao b(lKU20 CONSULTING STRUCTURAL ENGINEERS DAn I b— KNOW sale Wu►Nake Nae+,Sudv:roe.seeuM.wes"ja►96109 • ,sue)267 035? �QLAI EXI F R I'74o + 1140 = 21o'D Ar = *1100/ 15 = 193 PLF ft f' DPLIFr 6Lf im'P) STS' C t0 25' ►'� f 1'740 2?0 V (Phu, clu F t o 4 z8q S = F, 3 A- = 2$q 0'33 ' 3to PL-r tiU Pwf - ( or- 64 Imp �.. STRUT "9 s/3s= b 5 PbF F, I X50 4f T4 0 F5 = 0 far= $S Psl x 2,'z sx 12 x 133 /l.gs VJAU. H++ 110 r�- I7 `t o/ IT, 3 3 - 187 pc,F bqq o� Upw FT = Nol,* (OK- 34 tgsP) 'f4 PW- ' f, 1330 * �4 = goo it VICTOR N NIVPNT CONSULTING STRUCTURAL ENGINEERS �• M t DATE b NIB wu.w.k.NOW Swr 300.s•.nM,waW"Ion 96109 • 12061283-0357 mom V* r• wau. JJ 6755 k s 77 Ar- "240 0 KF Mor 3377 x Ii = 40,5 MIS, = (Is v 4- + 10 x ►Z) G,4(,s) = WT M I, V)64,s - -3,2 4 w 57,s V DPW F-7- = 57,�/ fox 1.33 - 7, Il l& RD -7 F� �z STP)rr =337 7 #1=/3 o 1 !2 F, = ro7S OF Fz = 'Z-0 4 W1I X33 ` (Gj2D SIMFW4 51- 41'6 6 IB _> 11171- Ar 1171Ar - 3 G7SPLF MOT �- eX77/5 377X12-)= 44,5' Mi = 3►Zy Nit`M 57,5 ON FT = 57 s/5 x I�33 = �. 63 OD l= 96(* 50 v Ta M A5 h/A u. �b 3 1,3 =G,y Ar 195a,��' = Z90 Pty Mir 17, 4- M 7, 4M(L 15x 4hi 10x 1?3 5y I',) = 2,is N6-r M - I,Sx 17,E - Z,Zs =13,S5- UP L4 FT WAV, Nil N' - 195u� 12 � i 2.a Pti,F Mir s 100)(11) 17,4 MOL (1x4 +- Ipxiz)] 1Z2{s) = 12,44 Nor M I• s x n, y --Iz ,9ir = 13, 14 UP U FT f 13, 14/ IZ it 3 3 • SW * IIGb LI& MOTOR R KIPP-T`V NS r,(. K_OZO CONSULtING STRUCTURAL ENGINEERS CAIM �p-LI )x � -r.�---- 1616 ft"eke NOW Suit]06.$091116.Ws%-WVfon 96109 • IX*)283 0941 Ipw r. - 1 1 S/)� ,viol 'ZS f ,7735- I`130 s 33 Ir N 5 p 'aN M or 4833-4 ! + -r x��] z��z�,s) = 45 CANVI~ 13F-AM M = 9,67 x 12'x x_1.9 67 W Iun -� 26- _ _ 17 4 40 I� �a CifWf- Au. C-EL-L5 Salla qtr= ' Psl x 1,33 = � (aw jusr) cst w� 7D PRJWL*-i' OJOL�nwr T-7 JL Mks 1.7x 94 X K-+ I.S = I�fI Iii i124W 1Z4" 409 ;o - ,oori = 1,41a44 C) • USE ICIIxZ4 CSDD& OEAM VICTOR N Milt' Z ' 1 ec, ko?.o CONSULTING STRUCTURAL ENGINEERS a« �-- ale ft"1 k•Noft SW X0,Se•�ll•,WslMnpwn W➢109 • �?Ub)263-03b? Nott• SH F-okR WAU, SUM MAg kj 12-? P Sw 1 AA (cx)" 15W 1 119 M 77 C (;COI I cr- Vol p D '312 Z pp Vol D E i2 I EE l°t3 po }-F Vap C� 14(a 1 cTcr -310 1-78 1 N H JA300- 'Lo 4 I JJ (-964 3 K I-78 Volp 134 6-Vs 3 74s, I M M 7010 2 21 q P 13N I � DF 4 Q ISH 1 Sw-I kpw I '�CAaeG Sim?, )' MV4 '' 310/2 5w•-,z Do lode 4 oo vo C --p4 ' -4 R.S 21 I 5w- 3 oo ►ude,Z oU h,C , ji -no 7 T Z2� I 51�• MasoN�y �' I�oa 86-013 L. R. SQUIER ASSOCIATES INC. 2Y�lg7( 9potechnical consultants 4255 oak ridge road lake Oswego, oregon 97034 p.o. box 1317 tel. (503) 635-4419 Gramore, Incorporated February 26, 1986 10300 S.E.Greenburg Road, Suite 470 Portland, Oregon 97223 Attn: Mr. Barry Cain Re: Foundation Investigation, Pro- posed 60-Minute Tune/Service Retail and Car Wash, Tigard, Oregon Gear Mr. Cain: A new car service center is proposed for construction on a one-acre site located on Highway 99W at Greenburg Road in Tigard, Oregon. We have completed a foundation investigation for the new facility. Presented in thi-, letter report are the results of our field explo•ations, laboratory testing, and office studies. Conclusions and recommendations concerning foundations, earthwork, retaining walls and pavements are included. The Site 1=1,n, Figure 1, shows the location and configuration of the new buildings structure on i c site. Ground contours obtained from Barghausen Consulting Engineers, Inc., are also shown. The contours indicate that the site slopes gradually from elevation 198 feet at the northeast corner of the site to elevation 182 feet at the southwest corner. Highway 99W borders along the south of the property. From the edge of the road the ground slopes downward about 1.6 horizontal: I vet tical. Presently there are several existing retail buildings on the east end of the property along the highway. A single family residence is located at the corner of Greenburg Road and Center Street. Saplings and trees, along with miscellaneous brush and grass, cover the remainder of the site. We unraerstai;d that the proposed facilities will consist of two single-story buildings. A retail/service building to be located on the northerly portion of the COMPLEIE SERVICES IN SOIL A ROCK MECHANICS FOUNDA110N ENGINEERING A EN51NEERiNG GEOLOGN site will be approximately 50 x 155 feet in plan. This building will include several below grade pits for car repair. A car wash building approximately 30 x 100 feet in plan will be located at the south end of the site. The two buildings will have masonry walls. Site filling will be required to raise the grade for the car wash to i about elevation 195 feet. The floors will be a concrete slab-on-grade. A retaining wall will be constructed along Center Street. The parking area and driveway pavements will be designed to support car and light delivery-type trucks. I Field Explorations The site is located in the Willamette Silt formation, which, for the most part, contains near-surface soils consisting of silt and clayey silt. To confirm these general subsurface conditions and to provide more detailed subsurface data for foundation design studies, five test pits were made on the site at the locations shown in Figure 1. The test pits, designated TP-1 through TP-5, were excavated on February 6, 1986, using a backhoe provided by a local contractor. A represen- tative from our firm located the general areas for the excavations and maintained detailed descriptive logs of the soil encountered. In the te. t pits both disturbed and undisturbed samples were obtained. The disturbed samples were classified and representative portions saved in air tight glass jars. Undisturbed samples were obtained in 3-in. O.D. Shelby tubes, which were pushed into the soil usi•ig the hydraulic feed from the backhoe. Since the samples were pushed and not driven, they are relatively undisturbed and, conse- quently, suitable for strength and consolidation testing. All the samples, both the disturbed and undisturbed samples, were returned to our laboratory for check classification and laboratory testing. A 6-inch diameter CBR test sample was obtained at test pit TP-5. The sample was trimmed into CBR test mold at depth 1.5 to 2.0 feet below the ground surface. The logs of the test pits are presented in Figure 2. Each log presents a general description of the types of soils encountered and the depths where the soils changed in composition and/or characteristics, although the changes rray be gradual. Further to the right, the number, depth and types of samples that were obtained are shown. The depth to ground water observed in the test pits are also -2- Aar a � shown on the logs, where applicable. The ground water levels and seeps are only for the dates shown and they may vary from time to time. Laboratory Tests All the samples were returned to our laboratory for further examination and check classification. During classification, certain physicel characteristics of each sample were noted; for example, the degree of plasticity ar,d whether the sample was dry, moist, wet or saturated. The The natural moisture (water) content of each sample was We�hte . soil, r' moisture content is the ratio of the weight of water Y to d g expressed as a percentage. The values of moisture content are tabulated on the logs of the test pits. The unit weights, or densities, of the undisturbed Shelby tube samples were measured in the laboratory. The unit weights are presented on the test pit logs. In addition, one consolidation test was conducted on sample S-2, TP-3, in order to obtain data for an evaluation of footing and floor slab settlements. Standard procedures were followed in the preparation and testing of the sample. strain Figure � presents the results of the test in the forret Pnrthetsample curve. 7-ie curve indicates the percentage stray that developed under an applied constant vertical load. For example, the curve reveals that under a vertical load of 2 tons/sq. it., a strain of 2.6 percent developed in the sample. A California Bearing Ratio (CBR) test was performed on an undisturbed sample to determine the relative strength and deformation properties of the subgrade for use in Nivement design. The undisturbed CBR test specimen was trimmed into the CBR test molds in the field. The results of the CBR test are tabulated below: Sample classification Medium stiff silt w/trace clay, wet Natural mo;sture content 26.4 percent CBR Values ( ercent) U. .-Yenetra of n_--U in=enetration Top of specimen 1.7 1.6 -3- I � Discussion of Subsurface Conditions The field explorations disclosed that relatively uniform subsurface conditions exists beneath the site of the proposed construction. The subsurface materials encountered consisted primarily of medium stiff to stiff brown silt with some clay. Ground water seepage was observed during test pit excavation at depth 2 feet in test pit TP-5, to as low as 10.5 feet in test pit TP-2. The apparent moisture increased to wet below these levels as well. 'Tis probably represents the present ground water level. Based upon our experience, we anticipate that the ground water table will fluctuate with the seasons, rising in the winter and falling in the summer. Tne actual magnitude of the fluctuation is unknown, but it may be in the order of a few feet. Hence, at this site, the ground water table may be near [he ground surface during the rainy winter season. Recommendations for Foundation Design General. The subsurface materials and conditions disclosed by the test pits are sufficiently competent, in our opinion, to support column and wall loads of the two proposed single-story buildings on spread footing foundations. The floor slabs -nay be a concrete slab-on-grade. Settlements should be within acceptable limits. The following sections describe steps in site preparation; placement of strLictural fill; earth pressures on embedded walls; allowable footing design pressures; and subdrainage. Structural Fill. In order to raise the site grade, a compacted sti uctural fill will be placed across the building area. The thickn!ss of the fill will probably range up to about 13 feet. Suitable earthwork procedures should be utilized in placement and compaction of the fill. Prior to fill placement, tl.e site should be stripped and grubbed so as to remove all grass, shrubs, organic soil and tree roots greater than I -inch diameter. Based upon our explorations, stripping should remove about the top 9 inches. The exposed subgrade should then b� rolled to reveal soft/weak unsuitable areas existing in the subgrade. Proof-rolling may be done with a loaded dump truck. Any soft/weak areas should be overeAcavated to firm ground and replaced with suitable backfill material, placed in thin lifts and compacted. The existing concrete basement walls should be removed from the site -4- r and the concrete basement f loor slabs should be thoroughly brtk-en into pieces with no dimensions exceeding 6 inches. Upon removal of thv existing concrete basement walls, the sidewalls of the excavation should be sloped to about 1H:1V prior to bac4illing to provide a transition zone for compaction. I The salvaged A.C. pavement could be utilized in non-building fill areas, in our opinion, if thoroughly broken up. The resulting maximum aggregate size should not exceed about 4 inches. Because of the wet ground conditions, and the fine-grained soils encountered, we normally recommend that earthwork be accomplished during the summer cons auction season, generally considered to extend between mid-June and late Oc ober. At other times, earthwork, and vehicular traffic may cause excessive soil "pumping", or other disturbances, resulting in additional site preparation treatment and greater than expected site development costs. Since the structural fill placement, we unaerstand, will be completed during the early spring, the material for the structural fill should consist of a granular material, such as sand and/or sand and gravel, with riot more than S percent passing the No. 200 sieve (wet sieve analysis). The water content at the time of compaction is important with respect to silt or other fine-grained materials. If too wet for optimum compaction, the material will be difficult to place and to compact to a suitable density. Because of the need for moisture control, silts and similar fine-grained materials, as well as "dirty" pit-run basalt, are not generally suitable for use during the wet rainy season. However, if constructiorr, cf the structural fill proceeds during the summer, such silt and pit-run basalt mat,:rials could be considered for use in the structural fill. Granular fill material should be placed in lifts not exceeding 12 inches thick (measured loose); whereas silt or other fine-grained fill materials should be placed in maximum 9-inch lifts (loose). Each lift should be compacted to at least 95 percent of the standard maximum dry density determin-:d in accordance with AS"rM DE98 (or AASHTO T-99). Placing fill against a slope steeper than 4H:1 V requires some site preparation to prevent slippage c° the fill at the fill-natural slope contact. The site JB1 A � preparation should include benching inta the existing slope with a bulldozer. A relatively level work area wide enoug'n for a bulldozer and compactor should be prepared. Each lift should be relatively horizontal and further benched into the slope in a "stair-step" fashion as the fill is constructed. Settlements will occur as a result of fill placement, because of compression and consolidation of both the natural ground and the fill itself. Most of the settlement probably will occur during construction. Based upon our experience with similar t-,:.ghis of fill and subsurface conditions, we anticipate that fill settlements will be about 80 to 90 percent complete within six to eight weeks after construction of the fill. Our current opinion is that maximum settlements of the fill will be in the order of 1.5 inches. We recommend that the fill be allowed to consolidate for about six weeks before starting to construct the walls of the car wash building. Footings. Spread footings may be used to support all column and wall loads of the twu proposed buildings and retaining wall. Tht- spread footings may be founded on .undisturbed natural ground or in compacted structural fill. In either instanrar, allowable soil pressure of 2500 lbs./sq. ft. can be used to propor- tion the 2oot;ngs. The width of continuous spread footings should not be less than 18 inches, and isolated spread footings should not be less than 24 inches wide. A!! perimeter footings should be embedded a minimum depth of 18 inches, measured from the top of the floor slab or .owest adjacent finished grade to the base of the footing emit. Interior footings should be embedded at least 12 inches below the top of -ht floor slab or adjacent grade. The footings and floor slab at the transition between native ground olid site fill should be underlain by a 12-inch thick cushion of compacted gravel. It shoulei extend beyond the limits of the structural fill at least 10 feet. Footing settlements will res<<lt from the column and wall loading as well as from the effects of floor live loads. On the basis of these combined effects, we estimate that the total footing settlement for d typical footing should be lesr toan 3/4-inch. 4- IM OWK Subdraina�e. A subdrainage system should be installed behind embedded walls in order to reduce the risk of ground water entering the service pits, as well as to reduce the risk of adverse hydrostatic pressures against retaining walls. The main details of subdrain system are shown on Figure 4. As shown, the subdrain system would include footing subdrains ani a minimum 2-foot thick granular drainage blanket against the embedded wall. 7 tie drainage blanket should be sealed at the ground surface and the finished slope should be su,;. to drain surface water away from the wall. A prefabricated drainage structure, such as Miradrain, may provide a cost-effective alternative. Details of the subdrain pipe, such as drain size, filter fabric, and the pea gravel envelope, are shown on Figure 4. We recommend that a minimum 6-inch base of clean crushed rock or gravel be placed beneath the concrete slab-on-grade floor to control intrusion of moisture into tie building via capillary rise. The drain material should contain less than 2 percent passing the No. 200 sieve based on a wet sieve analysis(ASTM C136). This slab base course is not necessary where clean granular structural fill material is used. Lateral Earth Pressure on Embedded Walls. lateral earth pressures on em- bedded walls depend on the type of wall (i.e., yielding or non-yielding wall), the type and method of placement of backfill against the wall, the magnitude of surcharge weight on the ground surface adjacent to the wall, and the slope of tF,e backfill. For the design of conventional cantilever retaining walls (that is, walls that are allowed to yield at their top), an active lateral earth pressure equal to that of an equivalent fluid density of 45 lbs./cu. ft. should be used. This active pressure is based on a backfill slope of 2H to 1V or flatter. The embedded wall height, H, is the vertical distance between the bottom of the footing heel and the restored ground surface above the edge of the heel. Surcharge loads, such as those imposed by traffic, acting on the ground surface adjacent to the embedded walls can be taken 'onto account by dividing the vertical surcharge load, expressed in lbs./sq. ft., by 100. The resulting quotient, expressed in feet, is an equivalent height of backfill which is added to the embedded height, H, of the wall. We recommend an equivalent surcharge height of 2 feet for light vehicle loading. -7- Backfill placed against the retaining wails should only be moderately compact- ed, i.e., between 92 and 94 percent of maximum dry density, ASTM D698. Heavy compaction equipment should not be allowed closer than S feet to embedded walls to prevent inducing high lateral earth pressures. I Pavements. The results of the CBR rests revealed that the brown silt with some clay soil should be classified as poor subgrade, i.e., a CBR value equal to about 1.7 percent. The following recommended pa, em it section would be suit- able, in our opinion, for both access drive and p2.-king ;rea (including passenger cars and light delivery trucks). Pavement Course Thickness, in. Percent Compaction* Light Vehicle Parking: Asphalt Concrete (A.C.) Surface 2 Y --- Crushed Rock 'rias; 8 98 Subgrade 6 95 *Percent of maximum dry density (ASTM D698). Prior to paving, the subgrade should be proof-rolled rz described in the section "Site Preparation". Soft/weak areas disclosed should be improved by excavating to stable ground and backfilling with compacted structural fill. Additional Services. We should be retained to review the project plans and specifications to determine if they are in substantial conformance with the conciosions and recommendations contained in our report, and to determine if they are compatible with site geotechnical conditions. Moreover, we recommend that material gradation and all construction operations relating to earthwork, proof- rolling, and compaction be observed and tested by us to determine if the work is 4 proceeding in accordance with the intent of the design concepts, specifications and/or recommendations, and to allow for design changes in the event that i subsurface conditions differ from those anticipated. Unless we have the pportun- ity during construction to confirm our assumptions, interpretations and analysts, we cannot be held responsible for the applicability of our con^lusion_s and rec- ommendations to subsurface conditions that are different from those anticipated. -9- WIN-VU-1W ! M 1REM-Am l.imltatiom 1 The scope of the investigation pr ssented herein is limited to an investigation of the subsurface conditions for suitably founding the proposed service/retail buildings. This report has been prepared to aid you in the evaluation of the site and to assist the arch #.ec_-t ar,d engineer in the design of the facilities. Our description of the project represents our unders'anding of the significant aspects of the project relevant to the design and construct on of earthwork and foundations. In the event that any changes ill the basic design or location of the structure as outlined in this report are planned, we sh,)Wd be given the opportunity to review the changes and to modify or reaffirm in writing the conclusions anj recommenda- tions of this report, The analyses and recommendations represented in this report are based on the data obtained from the test pits made at the locations indicated on the Site Plan and from other information discussed herein. This report is based on the assumption that the subsurface conriitions everywhere are not significantly dif- ferent from, those disclosed by the, test pits. However, variations in soil conditions may exist between the test pit locations and, also, general ground water levels may fluctuate from time to time. The nature and exter t of the variations may not become evident until construction. If subsurface conditions different from those encountered in the exploratio,,s are observed or encountered during construction or appear to be present t!eneath or beyond excavations, we should be advised at once so that we can observe and review these conditions and reconsider our recommen- dations where necessary. Very truly yours, L. R. Squier Associat , Inc. %r by SajidIlleodi Engineering Staff 4XAranRip . E. 10 Vice President SB/AMR/es N�ops Enclosures 1,Q 7. `* ee eb / e 0' R ST 5 W GENT - �TP3 - 1 1 L J T \ J Tp-2 -� `♦ CAR WASH A. PACiF/C HIGHWAY(-99W) LEGE OTP i • q6 N — - i - Existing SCALE 1=40 d HouseSri \ Vol TP-4 r► \ m a41110pOPP \ z 60-MINU?E 1UNE \ m \�REIAIL SERVICE / \ / 1 B„ C111i RF TAIL SERVICE ` *40 , D Existing Concrete, i c / TP-5 Bloch Bldg s r Q ` 'POO -5 Test pits excnvoted FtDruory 6, 1986 SITE PLAN FEBRUARY, 1986 46013 LJl SOUIEII ASSOCIATES. IMC. eIOTICMMICAL COMISMOANf4 FIGURE 1 �� w •�r �e i W 9w fm s OEM TP-1 TP-2 Tp- O.0 TOPSOIL: brown. SILT with trace G O TOPSOIL: Radium stiff brown O U TOPSOIL:" clay and tine sand, numerous SILT with trace slay and fine TO M euid organics, areas roots to ]in. ®S"1 sand, prams roots to 21n T29.7 I numerous i clay th; wet wx35 2 0.6 epth: wt w`29.7 � iia &!' Stiff brown SILT with same 1.0 — Medira •till brawn SILT with iti[t bas clay, trace fine sand, some clay, trace fine sand, clap, t occasional organics; moist to occasional organics; moist to occasions wet wt wet ®S-2 p:2.0 w:22.7 becomes e c:0.4 p:2.7 ®S-2 c:05 w=22.9 becomes light brown becomes stiff p:2.5 c:04 w S-3 W v_ w=27.0 z Yd:96 4 z p:2.75 c:0 5 a W me ecomes SILT with sotine o sand, trace clay; wet P=30 t ®S-4 eccnes ligtst brown w:21.7 ®S-3 IO.Q w:22.3 d� 12.0 LEGEND j] Jar aample Colifornia Bearing Rat, w t Natural water content, reT Dry density,pcf ♦--:Seepage p 'Pocket penetrometer,It C t Tor vone shear strength •�r tNt w1r � sJtl 3 TP-4 TP-5 drown SILT witA sale 0.0TOPSOIL; Soft to medium Satan 0.0 tin. ASPHALT ser Gin. trace tine send. ®S-1 SILT with some clay and trace crushed 110M 'rgenica. Areae roots w=28.0 time sand. numerous tree .pth: sat roots, grace soots to Sia. 0.7 Medim stiff brown SILT with wrn SILT with 0004 4epth; wet ®s-1 trace clay and tine amid; wap race fine sand. w=26 9 t organics; moist to MCBR 2.0aiue Eratn i1Li;its.c« e..� clay, trace time sand. cry stiff scattered roots; wet -- ®S-2 ®S-2 ®s-1 S-!5.1:91.2 w=23.5 w=26.0 O 31. IP--: 2 0,c=0 S ®S-3 w=?.2.4 bodes .tiff to vary stiff �S-3 0s-2 w=23.0 becomes •tiff w=29.4 ®S-4 w=21.7 4�- 10.0 10.0 NOTES I Test pats aacavoted February 6,1986 2 Lines representing the interface between soil units o sample of differing description ore approximate only and tnoy indicate grodual transition �c SITE PLAN t ,tet FEBRUARY, 1986 96013 L.R $WW11 ASSOCIATES, INC. •[OTICMNICa1 CONSULTANTe FIGURE 2 STRESS IN TONS/FT= 0.01 0.0625 0.125 0.25 0.5 1.0 2.0 4.0 so 1111.0 { 3 10 1 a Ifl ii W { ' I � I j i I i I i j I I TEST �WRINGI SAMPLE DEPTH W to/ol W f0/91 HEIGHT DIA. CLASSIFICATION SYMBOL TEST PIT FEET BEFORE AFTER INCHES INCHES O TP-3 S-2 4.2 25.8 240 100 1.50 Brown SILT with some clay,trace tine sand;moist to wet NOTES CONSOLIDATION TEST (STRESS vs. STRAIN) FEBRUARY, 1986 86013 MGSWEA ASSOCIATES.INAC TCCMNICAL CONSULTANTS crl �Ac � Seal 11itb on-ait.a 241n.� impervious mated., 1 _ Slope to drain i .r • 12in. OL iBACKFILL compacted to Retaining and/or Embedded Mall !3% Standard Proctor s' maximum density Clean (washed) medium SAND with ' sA not more than 2.04 passing the • Mo. 200 sieve (wet.) . Delete if 9 granular backfill is used. Temporary Slope \ • . • e �See NOT>v \ COHC3tEITi Slab %• • • I .a• ! Gin. layer of clean crushed ROCK • or GRAVEL. less than S• passing the No. 200 sieve (wet) SEE DETAIL I NOTE: Nirsdrain prefabricated drainage structure as manufactured by Mirati, Inc., say be used in place of the granular backfill (as shown) e•. ; • ' o '' • . 6 .. t �' I . . �• A p . 41n. Perforated-- Drain Pipe 3/Sin. acinus clean (washed) 4CALE NONE pea-GRAVEL (Gin. 4MV410pe Filter Fabric atlatanumi) (MiTafi N-140) DETAIL I SUBDPAIN SYSTEM i DETAILS FEBRUARY, 1996 56013 M— l R SOUrER ASSOCIATES, INC MrT G[01[CMM-C.L COluit. f 91 \ 8 ob i ! 7d d�? a 4 •-) .V\ �1', 6A iii ®`gyp J � A� �+�,pq� ._ � ��,D 8� � • J os J MO - h �1# 870 s�,A s� otitis JJ p�4001,� Ov6�1 11420 w CIO o ti �+ a a 1400 I S.W. HALL BLVD o o g (� �► I W N r� � Ip IQ • v !o to 0 aoldpr•%s I ao q7 5w ;'arijolk hfwy� CL, � w CITY OF TIGARD 639.4171 DATE 19 BUILDING PERMIT TAX MAP '-I41LOT NO. f 'r'__SUBOIVISION _ UWNER_� ':39► I:1� — - -- JOB ADDRESS ��- BUILDER - 1-r` r- ►tic �T,: _._- STATE REG.NO. EXP.DATE — BUILDER'S PHONE t - /':7:"" _ y ARCHITECT - - PHONE -OTHER STRUCTURE ❑ NEW ❑ REMODEL ❑ ADDITION ❑ REPAIR ❑ MOVE ❑ OTHER U DEMOLITION I_) RESIDENCE ❑ COMM ❑ EDUCATION ❑ IND ❑ RELIGIOUS ❑ACCESSORY Q GARAGE ❑ OTHER ❑ °Eo (V,CUPA CY LANO USE ZONE 5:.. —. BLDG.TYPE FIRE ZONE PLAN CHECK BY NEAT PP[_�, ie L. rJ111 rl L v hila I��i2 T oti' i.i g. ` :r L •�r�-� i rr- /.=L? _ 'EWER PERMIT/ OCC.LOAD FLOOR LOAD HEIGHT / -5 NO.S fORIES AREA 2 O-W ONO.BEDROOMS VALUE BUILDING DEPARTMENT SETBACKS FRONT REAR i 3 LEFT SIDE RIGHT SIDE 2-0 Permit THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILDING CODE,ZONING �-� REGULATIONS AND ALL APPLICABLE COnES AND ORDINANCES,AND IT IS HEREBY AGREED THAT THE P1w Check WORK WILL BE DONE IN ACCORDAN1.e WI H THE PLANS AND SPECIFICATIONS AND IN COMPLIANCE WITH ALL APPI(CABLE CODES AND ORDINANCES.THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE Pi.Ck.F" RESTRICTIVE COVENANTS.CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CI n BUSINESS TAX PERMITS.SEPARATE PERMITS REOUIRED FOR SEWER,PLUMBING AND HEATING. Slate Tu —, - SDC- --- -�.� APPLICANT OR AGENT ---- ---- PDC',( .'reTx1. ---- - --—� RecMp1 No. ADDRESS PHONE !ill.C1Ue - --- - Issued By. --approved BY-- _. Ar- ICWER CONNECTICIN 5 EWER INSPECTION S C2jER SURCHARGE S ommente; -