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7105 SW HAMPTON STREET-3 Z ILII GONZAGA STREET � 7 A T1"�GT �F LANU L06.ATEt2 IN THS NUIIL'THF--,Ak-?T '/4 or yV�GTIOH 1, T 2 h., W.hi-, WAo;;,HIN6,T0N GUUNTY, OFs'W"'ON 1^44t7 Mc'P'r• PAEZ••T1"LL^L1-'Y tL Ch1%P•l17�7 � �OL.L.vuV�: � � �1 &rGINININ6 AT A ro11N1/ 0/b" Ifa-<%N pr-ov ^-r THE c-7OIaTHWr-.o'1r GUR'NE is OF 19, pe\AEL-A,H1:2 No. 2 ; -rP-^6i NG THEF. vJEjPJT LINA CSI` LUT 19 ANO E!�cTIcN- r KION THF-ftwpv N0FLTH Uo°ori'Uv" WE•:%5T, Ir24 41 FM'r To A POINT IN -Mt= -!�rNT'F-Fz- iL OF AN UNNP.MF�42 VP�GPTF_p p oP•V; TNf='NGS Nvp"-TH "' vy' Oc�M T ALONG d Z Z 'fN� ��TI✓N��IUN oi✓ THS Nolz-TH LINe OF ��ln LOT T9 AND THE NORTH LII�t3 Or- hAID 5 �►T�'y �xr�N�+oIJ -T-H l�P ANn -rH5 , OUTH I.IN o� � DoT I q AND TN z � '�- hGALf✓ L9T Ito , pigI .5LAI� NO. Z, Z5�. 3fo F'W�T �r0 lHE Nop-'II"'. T �ovTH vo° 55; ool. 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CONSULTING ENGINCEAS AND GEOLOGISTS 7 IZAFF►C. hr--4-P fzA 1OR' - --- T------- ——_—_ ---Y--- --- --- '---- -- - -- - ,�0 - DAVID EVAIII ASSC MN KAISER DENTAL CLINIC G/L SITE PLAN S.W. HAMPTON STREET DATE A114. 1965 JOB NO. 11.06 -� FIG- 2 ` WATr;Iz VALVr _ 111 TEST PITS MADE BY GEOTECHNICAL RESOURCES, INC. (8/2/85) _ r-Ii-E HYt2RANT� PROPOSED BUILDING LOCATION FROM DRAWING BY SERA ARCHITECTS r II. --+ �I ISI `iaNMitvM�YI(NMiYllbllh f111llI 1 li1 I l � III I l l l l l f l I I I ! 1 1 1 1 111 1 1 1 1 111 1 �1 �11tt1 � i1 , Ilfllllll � l � l1 1lllll1 1llll 111 111 111 1III11 1111111 III 1111 111 I 111�111 I NOTE: IF THIS MICROFILMED """ I 2 3 4 5 - 7 8 9 -!I O 112 -. URAWII'_ 'S LESS CLEAR THAN TH I:, NOT ICI; 17 IS DUE TO jHE QUALITY OF THE ORIGINAL oRAW'Nc'• of 62 92 a 92 sZ 1Z EZ ZZ IZ OZ 61 BI LI 91 sl bl EI ZI II QI 6 9 L 9 S b E Z laa<sw 1'111ur1Ill 1111u1111u11II1fill 1uu11lnllullun11111111 nn�IUIIIUI�uult�ulrwluullnlllIll uullul�lulbw�d�n>I��lu�t>III�IUII�IIl1111111u1��lulull - -- .APRIL 20 1992 r..w�s.r....�_.. H,� -r.-._.. �.... .._. ---._ - ..___ .:A��. .. ..�.r. _.-. —.•.rw•w..warmr ,.. ... _ - ,.. � In'iAERi�i u�'lhw,;i:,'.:LhAY�di:i. I"i�iJituairv;,�F:?iu;^SN..d'.L0Ci38i[s*t:at,Gi:^>.. n..i....winrc�:,..r - mow.. 7105 SW HAMPTON STREET 1 x :1 s i SIGN PERMIT APPLICATION COF ' , . TI AR.�J gate , ,9tsr� No. The applicant hereby applies for a hermit for the work indicated ot As shown in the accompanying plans and specifications. SIGN LOCATION ADDRESS: _ 7 105 SW lisnipton APPLICANT: Owner__., Lessee _,,.._._ Authorized Representative NAME,/COMPANY ;=''t. n : r<� r.,n Tel. _ PROPOSED SIGN: Freestanding Wall Projecting Other SIGN DIMENSIONS AREA 2 ft.•0 HEIC,HT �� `?�� WALL AREA PROPERTY FRONTAGE COST.r ZONING DISTRICT _ILLUMINATION MATERIAL. _.='heetusetal 6 Plexiklts� COLOR unlike h Blue COPY _-_.- KAISER PE10IANF0TL - 11F. �'1A1. UFlqus 11()5 SW Hampton DRB EXISTING SIGNS: Freestanding Wall __.._,_ Projecting Other COMMENTS: e" Agn Ccc<, XM Lxcept]i.un (.. I-ts6 ` All sign permits must be accompanied try a scale drawing and plot plan. If work authorized un:.er a sign permit has not been completed PLANNING DEPARTMENT within ninety days after the issuance of the permit, the permit shall become null and void. Permit Fee Approved a Applicant's Signature R"!pt N?. rowLf3 11;5 Cotmnerci.al, St. 3f,4, 22 I i Renewal Date_ Amoss SOLem, Telephone _ �,.I �,.1 �•l II I1 �,,.I R,�,l �1 �,,1 �.1_ �,�•.l 1 '-- i • � �'� � 15 vu Lr c ' 14 • f �.., too to .. �an OD E .1 Ln " • ' ! / wl� oj • .o , �.�`. ,, _ •� �? lid,f�{'� W Ln 4J •1,I� •1 . �.� ,.�;... f rr• `I ` • .., t i v '�,i•l� ;��.'�t •4� � "-.�,.,4 r..�`y* �'_-x,tN � „�_.,.r s W ■� srWJWAUKW INSPECTION NOTICE2�L% City of Tigard Building Department 12420 S.W. Main St. Tigard,Oregon 97223 Phone: 639.41714 - ' ---- ----t-.- --- Type of Inspection — P.M. Date Requested L _ _ Permit Address � — Lot Owner- - —� — Builder ---�_ The following Building Code deficiencies are required to be corrected: --- ----- --- --- - - T--- Vj� pproved Presented to _ - _ — Disapproved Inspector Date _—__----� C' I . FOR REINSPECTION ❑ YES 0 NO ev 7-1 E/B -- 6'0" 2 '6" KN S ER PER AN ENTE S ,9„ DENTAL OFFICES 110117105 S.W. HAMPTON ..:•. • r(e �� g ,J nternally Illuminated Mark :Loo 13"H;Words 3 1/4"H; Copy Size: Service g �O' O Overall length 4 '-8" Title and Address: 2 3/4" Copy and spacer Color NO. 1 Sign face and cabinet Color NO. 4 White concrete base with medium sand blast finish. -01 `� O� 7. 2 F/B INSPECTION NOTICE "City of Tigard Building Department 12420 S.W.Main St. Tigard,Oregon 97223 Phone: 639-4171 Type of Inspection Date Requested. eY Time � A.M. P.M. Address Permit Owner Lot 0 Builder The following Building Code deficiencies are required to f a corrected: Presented 41 Approved Inspector Ila. 44"pproved Date CALL FOR REINSPECTION SES El NO mri architects aia pc November 7, 1985 Mr. Brad Roast Community Development Department P.O. Box 23397 Tigard, Oregon 97223 RF: Kaiser Dental Offices Dear farad: I reviewed your notes on '.he permit set of plans at the job site. Below 1 have commented on a few of the items. 1 . We will provide signage for the two handicap parking spaces as required by Section 3108 of the Building Code. The signs will be located just beyond the sidewalk in front of the spaces. L The building was relocated farther south so that column line 1 is ten feet from the north property line, therefore, parapet walls are not required. See 1/R-6 attached. 3. Room 149 has been isolated from the one hour rated corridor as required. See 1/R-7 attached. 4. We intend to construct the walls between the operatories and halls WWI 112 and 134 as full height walls. This was the solution we all agreed to at our meeting with you in August. Because the exit system in this portion of the building carries less than thirty persons, it is riot required to have a protected corridor. If you have any questions or need additional information, please con- tact me. Sincerely, SFR11 11RCHIT CTS, P.C. R here C. ps RCS:dk cc: H. Brownawel1 , Kaiser Foundation P. O'Brien, OTKM Construction PRINCIPALS GEORGE SHELDON.AIA DONALD EGGLESTON,AIA,GSI RICHARD AANDFRUD,AIA ASSOCIATES THOMAS COLE,AIA ROBERT COWM 1N AIA ROGER STANGF,AIA 123 NW SECOND AVENUF PORTLAND.OREGON 87209 PHONE 903-228.8141 ■K esp e>1 e>♦ INSPECTION NOTICE City of Tigard Building Department 12420 S.W. Main St. Tigard,Oregon 97223 I, P(hone: 639.4171 / , J,/;--,� t Type of Inspection _ _ Date Requested_ 1 ( ' J Time A.M. �''' F.M. Address j f U J UJ 'OrA-1110 *1 Permit *4:4.2,Z Owner Cd.l�%L.�-1 �C,�n ,J!_ Lot # Builder 4'.)T V\ The following Building Code deficiencies are required to be corrected: Presented to —_ xApproved l Irspector _- �� Disapproved Date CALL FOR REINSPECTIOP 0 YES L� NO 1 i, (UUHS CALL 639-417. BUILDING PERMIT APPLICATION TIGARD 6AT►_-_ 19 5674 THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE W09K HEREIN INDICATED BUILDER PHONE _7 OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER PHONE LOT NO._—_l sUO OWNER t,tt.it;ae ►,talolttil _ JOB ADDRESS 1105 SN 2taeapt0►1 — 9;201 ARCHITECT >'t Ind 97aL1 it'll A SBUS .1,W livod Pt ind ENGINEER BUILDER ADDRESS + _ ___DESIGNER,__-- ,sera e.rct►.,123 lVjr'_IG"____ STRUCTURE Ij NEW ❑ REMODEL ❑ ADDITION ❑ REPAIR ❑ RENEWAL ❑ FIRE DAMAGE ❑ DEMOLITION ❑ RESIDENCE [j COMM ❑ EDUCATIONAL ❑ GOV'T ❑ RELIGIOUS_O PATIO ❑ CARPORT ❑ GARAGE ❑ STORAGE ❑ SLAB❑ FENCE OCCUPANCY_LAND USE ZONE CP BLDG.TYPE 5N —FIRE ZONE PLAN CHECK BYEW/.13CR HEAT �_— Con•truct single stura dental clinic per approved plans. �Valoe includes site work. - -- Founriatloa permit i9671 SFWEFl PERMIT k 28595 -------- -- — ----.. OCC.LOAD FLOOR LOAD 1i.0 HEIGHT 1.y NO.STORIES 1 A9EA b$l1� NO.BEDROOMS VALUE — BUILDING DEPARTMENT SET BACKS FRONT REAR LEFT SIDE RIGHT SIDE _ Permit 1,155.5U tra THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILCING CODE, ZONING 751.08*** REGULATIONS AND ALL APPLICABLE CODES ANO ORDINANCES, AND IT IS HEREBY AGREED THAT THE Plan Check WORK WILL BE DONE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND IN COMPLIANCE _ WIT4 ALL APPLICABLE CODES AND ORDINANCES. THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE Sub.tGIIal RESTRICTIVE COVENANTS. CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSINESS LICENSE.SEPARATE PERMITS REQUIRED FOR SEWER,PLUMBING AND HEATING. State Tax 4,. 46.27. S:+I.Ua7ytj.Uu c, i,t :rtiited �i36.UU from rcrceipt 03441 --- -- SDC-t362.50 ��,rt • .��. -- Total Z�41S.UU ��• tc.tel t 7162.---- ---� — -- PDC# APPLICANT OR AGENT — -- By Receipt No. � - -- Approved ADDRESS PHONE DATE INSR TYYP�E INSPECTION REMARKS PLUMBING DATE -=-5 -!!' ?0_— lc.y.�— Contractrn -.141 S��f� _ �� Parmit No. -- +�+G— Flou h ht �� C +SGL ar� LS 'l _�_�• Fixture yy b /' Final — =��sj��i}.ti LCAT �. A-6L� HEATING ---- -- 1'1�✓—L'J-n QL..t�LLf ° L'-O�i �f��%..-�6. Contractor � A, Permit No. / ca:or oil 660-2. Rorrph•in ---- --- ---- Final SEWER �- - ----------------------- --- Final - ----------- — DRIVEWAY ---- - -- ---_--_ _— Final - Storm Drainsip (Rain Drain)Final Sidewalk Curb&Street Final --- _I__----- — Approach BLDG. DEPT.RINAl- TEMPORARY CERTIFICAVE OCCUPANCY final — — CERTncATEOCCUPANCY il. Landscaping Zoninc,Final f INSPECTION NOTICE , City of Tigard Building Cepartment 12420 S.W. Main St. Tigard,Oregon 97223 1 Phon;: 639-4171 Type of Inspection Date Requested_ nrne A.M. P.M. Address U „7 f 4 l Permit Owner lL(.(c Lot # Builder — �,I . f"VI _ The following Building Code deficiencies are required to be corrected? I — Presented to _— _ Approved Inspector —_ �r ~' [_] Disapproved Date f CALL FOR REINSPECTION , f ❑ YES ,F7 NO s'� c. Lti,SI'k:C.l jo,14S CP,.I.I. €r3`� 175 BUILDIN6ERMIT APPLICAT ION TIGARD DATE Ucto4r 25,19. d5 5671 THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR I HE WORK HEREIN INDICATED BUILDER PHONE 241r282% OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER PHONE ?.SLJr�!il4 OWNER Kaiser Vermanenre JOB ADDRESS 7105 SW Hauapton LOT NO. UT,�,. AF�CHITECT • 5805 Sir tiouki, irtlnd SIG 9720CEER ,BUILDER —_ ADDRESS t�ESIGNER STRUCTURE LX NEW O REMODEL f J ADDITION ❑ REPAIR ❑ RENEWAL ❑ FIRE DAMAGE ❑ DEMOLITION RESIDENCE ❑ COMM [ILEDUCATIONAL ❑ GOV'T ❑ RELIGIOUS_O PATIO ❑_CARPORT ❑ GARAGE U STORAGE ❑ SLAB I-, FENCE (,CCUPANCY 112 - LAND USE ZONE CI~ BLDG.TYPE 5N FIRE ZONE PLAN CHECK BY^ _HEAT— construct foundation system Per approved plan. No further work to be done until entire building permit issued. ~ SEWER PERMIT# }_ . .._. (�}jy— --_ Oulu., OCC.LOAD FLOOR LOAD HEIGHT NO.STORIES ARFA NO.BEDROOMS VALUE _BUILDING DEPARTMENT SET BACKS FRONT REAR LEFT SIDE RIGHT SIDE Permit 13d.UU THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILDING COUC, ZONING REGULATIONS AND ALL APPLICABLE CODES AND ORDINANCES, AND IT IS HEREBY AGREED THAT THE "Ian Check WORK WILL BE DONE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND IN COMPLIANCE WITH ALL APPLICABLE CODES AND OPDINANCES. THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE Subtotal _ RESTRICTIVE COVENANTS. CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSINESS State Tax 9.52 LICENSE.SEPARATE PERMITS REQUIRED FOR SEWER.PLUMWNG AND HEATING. Total —_ 2.4 i.52 sac 5 ,• • ,,: ;� -- PDC# APPLICAMTORXOENI -'�-- ----' -�--� -- i By - Receipt Na i Z, _ _ Approved AODRE98 PHONE - DATE INSP. TYPE INSPECTION -- -_REMARKS--- PLUMBIV40 I DATE Contractor Permit No. --- - /�l iGyr f�� Bough-in Fixture Final HEATING Contractor Permit No. --- �---_ — Gas or Oil Rough-in --— -- Final — - 1 SEWER nFFinal DRIVEWAY — Final Storm Drainage (Rein Drain)Final - — - --- _ Sidewalk 4 — Curb&Street Final —�- r_ - -- - - -- G. April.inch _ BLDDEPT'.FINAL TCMPORARY C91111ITIPM:AT9 OCCLVANCY 1Er4TIFICATEOCCUPANCY --^— I Landreaping Zoning Final APPLICATION .— STREET IMPROVEMENT/EXCAVATION COPY TO: ORDINANCE NO, 74-14 N (WHITE)-FILE R (YELLOW)-INSP. (INSTRUCTIONS ON SEPARATE SHEET) LJ ("INK)-OTHER AGENCY ❑ (B'_UE)-APPLICANT APPROVED I'D APPLICATION Nn.: — 2"'I NOT APPROVED (IFY OF I'IGARD, OREGON FEC AMT.: s PENDING FEE PMT. ❑ CITY Y IIALL RECEIPT PENDING SECURITY ❑ PUBL/CWORKS DEPARTMENT BY __._.-.,_.-_ DATE PENDING ;,,GLNCY "OK" E] Applicatilin and Progn-ss Record - - - - - - - - - - - - - - - - MAINTENANCE BOND PENDING INFORMATION C7 FOR STREET IMPROVEMENT/EXCAVATION AS REQUIRED 1' ANNUAL PENDING VARIANCE I 1 _ --JL EXPIRATION DATE. -----/ PERMIT NO, DATE ISSUED: L_ _/ BY: ( 1 ) APPLICATION IS HEREBY MADE TO EXCAVATE FOR AND INSTALL_ AS DESCRIBED HEREIN, IN FULL ACCORDANCE WITH CITY REQUIREMENTS. APPL ICANT1'C_^^; ' Pat _ Portland 01 ADD RE95 CI7Y PHONE CONTRACTOR - CITY- PLANS ONTRACTOR - U- NAMH ADDF�EST CIT - PLANS BY ICIV.ir' ;.Tn' 1r 1r,c. I I n1 1'Gatt rCt 1, '} J . ?w3- NAME ADORESH C11 FH O'NE ESTIMATED IMPROVEMENT TOTAL. VALUATION ( COST): ; DOLLAR! (?_) EXCAVATION DATA: FOR OFFICEUSE_ '"- � - MIN -- - - - I1.04XS - - �TPCET DESCRIPTION PROGRESS & INSPECTION STATUS NAME SURFACE_ CUT CUT CUT MATERIAL INSTALLED WIDTH DEPTH & QUANTITY IT' B E�1 DATE REMARKS/TYPE Y ____ _ TYPE LENGTH_ ITEM STREET — -� INSPEC- - ------ R TION E - U E 11IMATFD STREET OPENING DATE: -- / _—L S �V--- ESTIMATED STREET CLOSING DATE: / / T E (3) 1�ECUt3ITY NO. -_. SECURITY AMT: ; _11 STREET CLOSED SURETY CO - FINAL -- - CERTIFIEDCHELH __ CASH U •ONO'r INSPEC. (4) PLOT PLAN: INDICATE SITE PERTINENT PHYSICAL SPECIAL PROVISIONS /CONDITIONS FEATURES. EXCAVATION LOCATION AND EXTENT. I I 01 9. CURB - �. wt- -- 1 (5) NOTE. THE CITY OF TIGARD DOES NOT, HEREBY, GRANT PERMISSION TO APPLICANTS TO CONDUCT WORK WHERE RIGHT-OF-WAY JURISDICTION IS THAT OF WASHINGTON COUNTY OR THE STATE OF OREGON. THE APPLICANT AGREES TO DEPOSIT THE REQUIRED SECURITIES, TO COMPLY WITH ALL PERTINENT LOWS AND CONSTRUCTIC`S,. SPECIFICATIONS PERTINENT TO CONDUCT OF THE WORK, AND TO SAVE HARMLESS THE CITE" AND EMPLOYEES AGAINST ANY INJURY OR DAMAGE WHICH MAY RESULT FROM APPLICANTS ACTIONS. APPI ICANTS SIGNATURLi: L nr DATE - 1 � 1 Wiwi W� w �� IUfl �fl11D � U �fl � fll �fl fl � 01� C11D (1 DISI� IC � P O BOX 127 • TUALATIN. OREGON 97062 • PHONE 682-2601 TIGARD DENTAL, OFFT�_[. October 21, 1985 7105 SW HAtiPTON ST T CITY OF T'I GAR G I 4Y28— 2 -2548 Y28- 2548 —116-000 Insp. Type RAF De,r ?irk Aanderud, This is a Fire and Life Safety Plan Review and is based on the 19F2 editions of the State of Oregon Structural Spe— cialty Code and Fire and Life Safety Code (UDC ) , the State of Oregon tler_hat!ical Specialty Cade and Mechanical Fire a-nd Life Safety Code (UMC ), Unifor(rFire Code (UFC ), and other lo::al ordinances arid -egulations. Exit cirridors shall iot be interrupted by inte+•vening roam.. Provide a fkll l he2.ght one--hour 1.all ar•d 20 :ninute labeled door to close „fr operatory 1.19 the corridor. UDC 3303. Provide a fire—resistive p iplt. UDC 1709(a ) to be located on north exterior 1,!al1. — i hr const-. action, Roof covering shall be "fire—retardant" as specified in U. D. C Section 3201. UDC 1703 Enclosed attic spaces formed of combustible construction must be divided into ai eas not to exceed 3G',JO sq. ft. (9CO0 sq ft when snrinMlered ) . Attic draft stop partitions shall extend from the ceiling to the underside of the roof and be in accordance a;ith U D C. Section 2916( f ) . V 0 C 3205(b ) Approval of submitted plans i. s not an approval cif . missions or oversights by this office or of vion—coripliance _;ith any applicable regulations of local, government If you desire a canference regarding this plan revie-_; or if you have questions, please feel free to contact re at (503) 682-2601 Sincerely, (Mar i e W i I I i al-IS Fire Prevention Sureau MF260 OCCUPANCY" FILE:_ LIST OCT 23, 1983 9: 53: 52 TUALATIN R. F=. P. D. Pago 1 KEY S(:RF-;-N 1 Name TTt;ARD DENTAL 01-FI(:F Zone-Occ #: 2548 - 116-000 5. Special Sortl : Address 7105 SW HAMPTON s'r T1 6. Special Surt2: Category 7. Special Sort3: 13i,SI(' `3C10:1•N 1 . Or.c Phone 1.6. Census Tract: 307 2. Manager 17. Code Edition: 19ULI 3. Phone 1.8. Bldp Value $ 3J71 000 4. Mail - Apt#, 117. Content Val $0 5. Address 20. Other Value $0 6. Cty, St, Zp : 21. 901 Occ Use 593 Nedica1, 7. Bldg Owner KaiseT• Foundation 22. UBC Occi/ft 22 B-2/ 60*170 8. Phone 23. Fire Alrrn Sy: NONE 9. Suite-Apt: 2.4. Alarm Syst #: NONE 10. Address 3600 N. Interstate Avenue 25. Prop in Use N 11. Cty, St, Zp : Portland, oregun 97227 26. Date Built 8 -10/10/0"i 12. Emrg Contct: 27. Date Remodel. : 13. Ernerg Phone: 14. Ins Type/Mo: INF ! 12 15 I50 Class 3 FIRE PROTECTION SCREEN I Alarm Shutoff Location NONE Power Shutoff Location 3. Water Shutoff Location 4. Natural Gas Shutoff Location: 5. FDC Location NONE' 6. Sprinkler Control Location NONE 7. Stand Pipe Location MUNE S. Attic :access Location 9. Special Hazard Type Code OU NONL-. 10. Speci.ai Hazard Type NONE 11. Special Hazard Location NONE 12, Water Source Location HYDRANT 13. Stairway/Vert Shaft Prot Y/N: N CONSTRUCTION SCREEN I. Cot,st Type 50 V-N 16. N Prop Linc, 9 / 2. Grnd Area 6, 870 17, Wall. Prot 10 1 HR WALL._ OPENINGS PF_RMII rF- 3. Basmt Area .i0. S Prop Linc '68 / 4. Total Area 6, 870 19. Wall Prot 00 NO WAI ' PROTECTION 5. # Stories 1 20. E Prop Line 7:3 / 6 Height-ft 20 21. Wall Prot 00 NO WAIL. PROTECTION 7. Inter Colmn: 11. WD POST 22. W Prop Line 75 / 8. Roof Const 11 WD TRUSS 23. Wall Prot 00 NO WALL PROTECTION 9. Roof Cover 12 FR TILE 24. Area Wal : NONE 10. Roof Area 0 25. Area Wal : 11 UBC Occ2/ft. / 26, Area Wal.: 12. OBC Occ3/ft: / 27. Plan Loc: 0166. 1 13. UBC Occ4/ft ! 28. Misc 14. Auto SP Use: 15. Auto FA Use: V4- GEOTECHNICAL RESOURCES, INC. - - ---- CONSULTING ENGINEERS AND GEOLOGISTS ---- August 15, 1985 J17-06.REP David Evans & Associates 2626 S.W. Corbett Portland, OR 97201 Attention: Mr. Ddvid Evans SUBJECT: FINAL REPORT, FOUNDA':ION INVESTIIATION, KAIST:R DENTAL CLINIC, SW HAMPTON STREET, TIGARD, OREGON Dear Mr. Evdns: At the request of David Evans & Associates, Geotech- nical Resources, Inc. (GRI) has completed a foundation investigation for the proposed Kaiser Dental Clinic on SW Hampton Street in Tigard, Oregon. The Vicinity Map, Figure 1, shows the general location of the site. The Site Plan, Figure 2 (back pocket) , shows the proposed configuration of the building on the site. Our investigation consisted of subsurface explorations, laboratory testing, and engineering analyses. PROJECT EE$CRIFTION The proposRd development will be a one-story, wood- frame structure with a footprint of about 7,000 sq ft. We understand that the wall loadings will bo about 1, 500 lbs per ft and that the floors will '.ae support:ted over 3 cre.wl- space by a network of posts and beams on a 4-ft by 8--'0+. grid. 7"ie finished floor elevation is proposed tc be about +234 ft and the ground surfac,a in the crawlspace is proposed to be about +231. 1i ft Paved parking areas will. surround the building on thr :.e sides. Onl,r miner amounts of cutting and filling are anticipated to achieve site grades. 7412 S.W. Beaverton-Hillsdale Hwy . Suite 102 . Portland,Oregor, 97225 0 (503)292-262.1 SIT DESCRIPTION Topography and Surface Features The Site Plan, Figure 2, shows that the site slopes gently from a high of about elevation +235 ft at the north- east corner, to a low of about +230 ft at the southwest corner. Superimposed on this topography is a minor south- ward draining Swale in the middle of the site that is blocked by SW Hampton Road. The Swale drains into a catch begin at the low point near Hampton Road. A wood-.frame house currently occupies on a portion of the site. Geology The site is underlain by soils ,,'L the ►;illamette Silt formation. In this area, the Willamette Silt formation is coo.posed of interbedded silt and sandy silt. Based on ex- posures in a nearby .roaticut, the Willamette Silt may be underlain at a relatively shallow depth (15 to 25 ft) by Boring Lava. The Boring Lava is massive, blocky, gray, porphyritic basalt with a vesicular texture. est Pits On August 2 , 1985, eight test pits were excavated to depths ranging from 3 . 5 to 11. 5 ft using a rubber-tired backhoe. The locations of tho test pits, d(3signated TP-1 through TP-8, are shown on the Site. Plan, Figure 2 . Soil samples obtained from the test pits were carefully examined and classified by the geologist. Representative portions of grab samples were saved in airtight jars. Larger samples of soil for moisture-density and CBR tests were saved in plastic bags. Relatively undisturbed 3 .0-in.- U.D. Shelby tube samples were also taken in the fine- grained, cohesive silt soils. These samples were obtained by pushing a Shelby tube into the undisturbed so.'1 a dis- tance of about 24 in. using the bucket of the backhoe. The -2- soils exposed in the ends of the Shelby tubes were examined and classified by the geologist. After classification, the ends of the tubes were sealed with rubber caps and tape to preserve the natural moisture content of the soils. All of the samples were rEturned t . our laboratory for further examination and physical testing. A detailed log of the subsurface conditions ar"? materials encountered in the test pits was maintained by the geologist. Torvane Shear Stren= Approximate undrained strengths of the soils observed in the test pits were determined in the field using the Torvane shear device on the sidewalls of the excavations, and in the laboratory on relatively undisturbed Shelby tube samples. The Torvane shear device is a hand-held apparatus with vanes which are inserted into the soil sample. The torque required to fail the soil in shear around the vanes is measured using a calibrated spring. The results of the Torvane shear tests are shown on the Test Pit Logs, Fig- ure 3 . Logs of Test Pith The logs of test pits TP-1 through TP-8 are presented on Figure 3 . The logs present a descriptive summary of the various types of materials encountered in the test pits and notes the depths where the materials or characteristics of the materials change. To the right of: the descriptive sum- mary, the depths and types of samples are indicated along with natural moisture contents and Torvane shear strengths. Definitions of the modifiers used in describing soil samples are presented in Table 1 . Ob3grvatjon Wells Upon completing the test pits, observation wells were installed in test pits TP-1 and TP-6 to permit measurement -3- of the groundoat.er level , Each observation well consists of 1/2-in.-I .D. ,. _antic pipe slotted at one end. The slotted end is inserted into the bottom of the open test pits and the excavation is backfilled with the excavated material.. If present, groundwater will enter the pipe through the slots and rise to a static level. The position of the groundwater level is determined by lowering an electrical probe inside the pipe. W,DORATORXTESTING The samples obtained from the test pits were examined in our laboratory. The physical characteristics of the samples were n.. `sd and the field classifications modified where necessary. At the time of classification, the natural moisture content of each sample was determined and Torvane shear strengths were measured on selected undisturbed samp- les. A one-dlmensi.onal consolidation test was conducted to obtain data necessary for settlement studies. Unit weight determinations were made on st.' 3cted undisturbed samples. In addition, a standard Proctor compaction test and a Cali- fornia bearing ratio (CBR) test were performed for pavement design studies. Natural Mo sture Conten Natural moisture content determinations were made in conformance with ASTM n 2216. The results are summarized on the Test. Pit Logs, Figure 3 . Qng-Djmensional 99Dsolidation Test A consolidation test was performed in general contor•- mance with ASTM D 2435 to obtain data on the compressibility ch4racteristics of the soil . The results are presented on Figure 4 in the form of a curve showing percent. strain versus applied stress. -4- ynit weights The unit weights of selected undisturbed soil samples were determined in the laboratory. The wet unit weight or wet density of the undisturbed scil Semple was determined by cutting a cylindrical specimen from a Shelby tube sample. The dimensions of the specimen were measured to determine the volume and the specimen was weighed. After oven-drying, the specimen was weighed again and the water content of the specimen calculated. The dry unit weight was then computed. The unit weights are reported on the test pit logs, Fig- ure 3 . Compaction Test A moisture-density relationship was determined in conformance with ASTM D 698 ''o establish a standard for compact{.on control during site preparation. ''he results are summarized in Figure 5 in the form of a curve showing dry unit weight versus water content. Ca !.foi-nia Bea in . Ratio (CBR) A CBR test in confort,ance with ASTM D 1883, was per- formed on the same sample used for the compaction test. The results of the CBR test are shown on Figuic 6. SCUSSION OF SUBSURFA_CE CONDITIONS Soi.1,s The subsurface conditions and materials encountered in the test pita were similar across the site. The upper 2 to 3 .5 ft consists of very stiff, gray mottled brown silt with a trace of fine sand. The underlying soils consist of interlayered lenses of brown and gray silt with some fine sand and sandy silt. Soils are iron-oxide stained through the full depth of the excavations. Torvane shear strengths in the gilt soils ranged from 0. 6 to more than 1. 0 tsf, indicating relative consistencies of stiff to very stiff. -5- +�• r ■r r �r Natural moisture contents were generally in the range of 25 to 35%, except for the near-surface soils which have exper- ienced some drying this sunu4er. Surface soils are rooted and organic to a depth of 4 to 6 in. A consolidation test on sample S-2 from test pit TP-2 indicates the sails are preconsolidated and cf low compressibility in the preconsol- idated range. GLoun wat Observation wells were installed in test pits TP-1 and TP-6 to allow determination of the static water level. On August 14 , 1985, static water levels below the ground sur- face were measured at 4 .4 ft in TP-1 and 7. 5 ft in TP-6. We anticipate that groundwater could rise to near the ground surface at any area on the site during the wet winter xonths. 9� CLUSIONS ANp 11K OMMoUjjONS General Based on the findings of our investigation, we are of the opinion that the site is suitable for the proposed de- velopment. The following subsections present our conclu- sions and recommendations concerning site preparation, earthwork, and design and construction of the foundations for the proposed dental clinic. Site Prgp ix All areas to receive Structural fill, pavement, or foundation units should be stripped of vegetation, surface organics, &nd loose surface soils. Cznerally speaking, stripping should be accomplished across tt.e site to a depth of 6 in. In our opinion, thG loose, organic, surface soils should be removed from the site or stockpiled on-site for use in landscaped areas only. Concrete foundations, slabs and other structures related to the existing building should -6- ■.. rw be completely demolished and removed from the property. Any excavations that are required to remove existing founda- tions, tree stumps, utilities and the like, which extend below grade, should be shaped with 1: 1 side slopes and the excavations backfilled to grada with structural fill as recommended in the following subsection. Fast experience has indicated that the soils that mantle the site are sensitive to moisture cc-ntent. Typic- al!Ny, when these soils have moisture contentb in excess of about 4 to 5% of optimum, they become weak and unstable when remolded by construction traffic. Hence, it would be desir- able if all site preparation and earthwork were accomplished during the dry summer months, typically extending from mid- June to mid-September of any given year. If construction is to proceed during the wet months of the year, we recommend that all construction traffic be limited to movement on granular work pads. We further recommend that any excavation during this time of year be performed using large hydraulic excavators (backhoes) , in lieu of bulldozers, to prevent softening of the aubgrade soils. Also, the contractor should plan the earthwork operations such that no construction equipment, i.e. , bull- dozers, dump trucks, etc. , traffic the fine-grained surface soils . If the subgrade is disturbed during construction, soft, disturbed soils should be overexcavated to firm soil and backfilled with compa,ted granular materials. $tructUX-4-1—Eli U Excluding the surface strippings, we are of the noinion that the on-site, fine-grained soils may be used to con- struct structural fills for roadways, parking areas, and buildings. The on-sire soils should be Placed in 9-in.- thick lifts (loose) arid compacted to a density not less than -7- p 95% of the maximum dry density, at a moisture content within ± 2% of optimum, as determined by ASTM D 698, see Figure 5. No brush, roots, large rock fragments, or similar unsuitable material should be placed .in the structural fills. Compac- tion of the fine-grained soils should be accomplished using pneumatic and/or segmented pad rollers. In the event that site filling is liccomplished during wet weather, imported granular material should be used to construct the structural fills. Impor`_ed granular material should consist of pit-ru,i sand and/or grave]. with a maximum size of 4 in. and with not more than 5% passing the No. 200 sieve (washed analysis) . Material satisfying these speci- fications may usually bb DIP-ced during periods cf inclement weather~. The granular fill material shoul4 be placed in 12- in. -thick lifts (loose) and compacted until well, keyed with a medium-weight (48-in.-diameter drum) , smooth, steel.- wheeled vibratory roller. Normally, about four passes of the recommended roller are required to obtain a well-keyed fill . In our opinion, fill slopes should be made no steeper than 2H: lV. We recommend that structural fills extend a minimum horizontal distance of 5 ft beyond the limits of the building or any pavements. As previously discussed, if the construction is to pro- ceed during wet weather, we recomme.id that all silt sub- grades which will receive traffic from construction equip- ment be protected with granular work pads. The thickness of the granular work Fad should be on the order of 18 in. thick. rhe work pad should consist of relatively clean, i.e. , less than 5% passing the No. 200 sip,•e (washed analy- sis) , well-graded, crushed rock with a maximum size of 4 in. The granular work pad should be placed in 12-in.-thick lifts -8- (loose) and compacted with a medium-weight (48-in.-diametar drum) , smooth, steel-wheeled vibratory ro:.ler. Compaction should continue until well keyed. Generally, a minimum of four passes with the recommended roller is required to obt"in a firm, well-keyed granular work pad. The granular work past should be constructed prior to the start of the rainy seasc:n. All backfill placed in utility trench excavations within the limits of the building and paved areas should consist of sand and/or sand and gravel with a maximum size on the order of 1-1/2 in. and with not more than 5% passing the No. 200 sieve (washed analysis) . In our opinion, the granular backfill should be placed in 12-in.-thick lifts (loose) and compacted to at least 95% of the maximum dry density as determined by ASTM D 698. Compaction in the utility trenches can be accompliched using hand-operated vibratory plate compactors or tamping units. In our opinion, flooding or jetting the backfilled trenches with water to achieve the recommended compaction should not be permitted. Sgrea9--F of n3-oundat ons In our opinion, spread footings may be used to support the structural loadings of the new building. ,All footings should be founded in firm, undisturbed soil or structural fill compacted in accordance with our recommendations. Footings may be designed using an allowable soil bearing pressure of 2 , 500 psf. This allowable soil pressure should be used with respect to the real loads carried by the indi- vidual footings, i.e. , dead load plus real live '.oad. The depth of embedment of all footings should be at least 18 in. below the outside finished grade or the inside finished crawlspace, whichever results in deeper embedment. In addi- tion, regardless of the foregoing allowable soil pressures, -9- r the minimum width of any footing should not be less than 18 in. Settlements Based on the subsurface conditions disclosed by the test nits and the results of the laLoratory consolidation test, we are of the opinion that total and differential settlements for the proposed construction will be small and well within acceptable limits for the type of c,nstruction proposed. Sur�ace�r� Subs�,p�rg�,lnacrg The proposed development appears to be partially sited in a, minor drainage swale. Finished site grades should be designed to intercept surface runoff and direct surface waters to suitable collection and/or discharge points. Grades should also be chosen to direct surface runoff away from the clinic building. Water from roof downspouts: should be drained by gravity in tight-joint, cloeed pipes to a storm sewer or other suitable discharge. Since groundwater levels are expectPa to rise to near the ground surface during the wet months , we recommend that the auilding be provided with a subdrP inage system to reduce the risk of standing water in the crawlspace. The recom- mended system includes embedded French drains placed around the perimeter wall footings. Also, considering the size of the building, about 100 ft by 70 ft in plan, and that the surface of the crawlspace will be about 0. 5 to 2 ft below the existing ground surl"ace, we recommend that provision be made to intercept and collect any water which may seep vertically upward into the crawlspace. We recommend that a 6-in. -thick clean sand and/or gravel blanket be placed over the exposed silt subgrade soils in the crawlspace„ The surface of the silt should be gradedd, to direct seepage water -10- to one or more collection drains in the interior of the building for disposal to a suitable exterior discharge point. The gravel blariket should be topped with an imper- meable, plastic moisture barrier. Figure 7 shows the essen- tial details of the recommended system. 1'ayemerit llVS J_U After stripping, the upper 6 in. of the on-site mater- ial should be compacted to a density of not Issa than 95% of the maximum dry density at a moisture content within ± 2% of optimum, as determined by ASTM D 698. Compaction should be accomplished using pneumatic and/or sagmonted pad rollers. It is anticipated that traffic on this pavoment will be light and limited to passenger vehicles with only occasional trucks. Based on the results of the CBR test and past: experience with similar soils in the area, we recommend the following thickness of pavement structure: 1 Asphalt Concrete 3 in. (minimum) Coarse Aggregate Base 6 in. If other proportions are desired, a substitution ratio of 1 in. of asphalt concrete for 2 in. of granular base coarse is recommended. The pavement structure recommended above assumes that quality materials are used and normally accepted construe- tion practices are adopted. To insure quality materials and construction practices, we recommend that the work conform to the following "Standard Specifications for Highway Con- struction" used by the Oregon Highway Division. Part 300 -- Bakes, Section 304, Aggregate Subbase and Base -11- Part 400 -- Aituminour ,ad Portland Cement Concrete Pavements, Section 403, Asphalt Concrete Pavement In those areas where the pavement will be placed over a granular work pad, it will probably only be necessary to remove the contaminated surface material, i.e. , the upper few inches, and replace this with the crushed rock base prior to paving. However, we recommend that prior to any grading or paving, the granular work pad should ne proof rolled with a fully loaded 12-cubic-yard dump truck. Any soft and/or wet areas should be overexcavated and backfilled ,,Ath compacted structural fill. In our opinion, equivalent concrets pavement sections would also be appropriate for this site. pesign Review and Construction Inspection We welcome the opportunity to review and discuss con- struction plans and specifications as they are being devel- oped. Additionally, we are of the opinion that to observe compliance with the design concepts, specifications, and recommendations, all construction operations dsaJinr with earthwork and foundations shcalw be observed by a qualified geotechnical engineer or engineering geologist. We could be pleased to provide these services to you. LIMITATIONS This report has been prepared to assist the architect and engineer in the design of this project. The scope is limited to the specific project and location described herein, and our description of the project represents our understanding of the significant aspects of the project relevant to the design and construction of the earthwork, foundations, etc. In the event that any changes in the design and location of the building as outlined in this -12- report are planned, we should be given the opportunity to review the changes and to modify or reaffirm the conclusions and recommendations cf this report in writing. The analysts and recommendations submitted in this report are based upon the data obtained from the test pits performed at the locations indicated on the Site Plan and from other sources of information discussed in this report. In the performance of subsurface investigations, specific information is obtained at specific locations at specific, times. waver, it is acknowledged that variations in soil conditio:+s may exist between test pit lucations and that groundwater levels will fluctuate reasonally. This report does not reflect any variations which may occur between these explorations. The nature bnd extent of variations may not become evident until construction. If, during construc- tion, subsurface conditions different from those encountered in the exploratory holes are observed or encountered, or appear to 1Q present, beneath or beyond excavations, we should be advised at once so that we can observe and review these conditions and reconsider our recommendations where necessary. Respectfsl].y submitted for, GEOTECHNICAL RESOURCES, INC. �,��,a,r.�n E•r`fit�, G: 1 67 v ✓G�OREGON O - Q, CRej'�-� John B. Crevelirig, P.E. Gordon H. Box Principal Staff Ceoi agist :13- TABLE 1 TERMINOLOGY TO DESCRIBE SOIL SAMPLES Modifier for Subclassi 4tion ?percentage of Other Aai ct ve Mterial in Total Sample clean 0 - 1.5 trace 1. 5 - 10 some 10 - 30 sandy, silty or clayey 30 - 50 Description of Relative Density for Granu jr t9,.oij Standard Penetration REsistance Fej 3tiye Density 1N-va1 es b ws per moot ._ very loose 0 - Q, loose 4 - 10 medium cense 10 - 30 dense 30 - 50 very dense over 50 Description of Co s s e ic-y €o-r,.,F' ne-G a ed (Cohesivq)Sojls Standard Penetration Torvane Resistance (N-values) Undrained Shear g,o2siscencv blows per foct_� _ Strength. tsf._ very soft 2 less than 0. 125 soft 2 - 4 0. 125 - 0. 25 medium stiff 5 - H 3.25 - 0. 50 stiff 9 - 15 0. 50 - 1. 0 very stiff 16 - 30 1. 0 - 2 . 0 hard over. 30 over 2 . 0 Sandy silt materials which exhibit general properties of granular soils are given relative density description. 44*I ,}nt. 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CONSULTING ENGINEERS AND GEOLOGISTS COMPACTION r DATE AUG. 1985 JOB NO 11.06 210 _ leo - r 150 i 120 ol/ G / l / x / / 0 r 90 ♦ — -{ ...-- I � 0.2' 60 TOP BOTTOM • CBR (x) 0.1' 1.5 7,e 0.2" 7.9 7.9 30 / 0.1' MOISTURE CONTENT (%) ♦ � _ INITIAL — -- 20 – �/ FINAL -- --26 - --- DRY DENSITY (PCF) - --- 92.8 -- — 0�— 0.1 0.2 0.3 0.4 0.5 PENETIATION, IN. 0 (CORRECTED) TEST PITTP- (( I FT1 GEOTECHNICAL RESOURCES, INC. GUNSUITING ENGINLE04S ANU Gkoj('G15T5 DAVID EVANS 1 ASSOC. KAISER DENTAL CLINIC CRR TEST DATE AUC. 19A5 JOB NO, 11.06 FIG. 6 r� r � I � I SLOPE TO DRAIN 1 lllll: 1 VIII-= . ..�I -X dk 4 SEAL WITH ON-SITE p , IMPERVIOUS MATERIAL co . .cb: a •' OP •� -- ----- 2'MIM.-------j �• • IMPERMEABLE MOISTURE BARRIER GRANULAR MATERIAL WITH/ �� •08 LESS THAN 2% PASSING "t; o �! THE NO 200 SIEVE (WASHED r o ANALYSIS 14 ' • •' "� ' 7SUR`FACE GRADE TO DRAIN TO COLLECTION POINTS /" DIA. PERFORATED PLASTIC 'DRAIN PIPE WITH NYLON SCREEN FILTER, SLOPE TO DRAIN CLEAN (WASHED) PEA GRAVEL (6'ENVELOPE, MIN,) GEOTECHNICAL RESOURCES, INC. CONSULTING LNGINEE•IS AND GEOLO1I1ITS DAVID EVANS I ASSOC. KAISER DENTAL CLINIC SUGDRAIN DETAIL DATE AUG. 1985 JOB NO. 17.06 FIG. 7 architects ala Dc August 1, 1985 Marie Williams Deputy Fire Marshal Tualatin Fire District P.C. Box 127 Tualatin, Oregon 97062 RE: Kaiser/S.W. Dental Dear Marie: Enclosed you will find a diagram which describes exiting from the Kaiser Dental Clinic building. We are proposing a Type V-N, unsprinkled building with a total occupant load of 85 without pro-- tectpd corridors . Based ole our discussion, Tuesday, July 30th, we added a second direct exit from the reception/waiting area. Because both of the required exits for this area exit directly outside, it will not require exiting through the rest of the building (refer to diagram). For a building of this size and occupant load, only two exits are required. Because of the number and arrangement of the exits , if any one is blocked, the occupant load directed to the remaining exits never exceeds 25. (Refer to diagram) Based on our discussion, we are proceeding with the option as outlined above. Please review this information with Brad Roast and call if you have any questions. Sincerely, SERA ARCHITECTS, P.C. Obert C. Simpson RCS:dk cc: Brad Roast PRINCIPALS GEORGE SHELOON,AIA LXTNALD EGGLESTONAIA,CSI RICHARD AANDERUO.AIA ASSOCIATES THOMAS COLE,AIA ROBERT COWMANAIA 10GERSTANGE AIA 123 NW SECOND AVENUE PORTLAND,OREGON 91208 PHONF 501-228 6444 a 000 F G Li a T--- W F cl 4 STRUCTURAL CALCUL—AT I ONS KA I SER FOUNDAT XON T I OARD DEN-'AL OFF' I CE AF20H I TECTS p;ioFfs ` 6272 OREGON JAMES O . 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J��,i.••'r'd/ It� .� CONSULTING ENGINEERS tf�� PORTLAND OREGON Ds1• E .� r vo2T4i /��u Tt-\ 'y�12'CG7iQrJ _.—w_' coNClr�arloT,o�/ e� c_-Z) o�' _.�3uc4D�MC��1_S_G►SGC.:-TuS ! ,�� I � i I , @SJ CJ4s.� rD. lk �CYDuCEsCa WINO .F72ON CKII. �f, s - ., ~J 1.�-S {' �Cas`� in I i ITTI �'�t-�L�CTIo�� D� �o�y� Cn �•�nWal�.S .r- J'•�'SI.7�7 .(./_.-�..s�' . _� -__+�. ��.._-_ --_ - ---- -._UN%I- W!z, 1 i. .Pgp ctit�x lvin 4z�� __Z'rc E__ gYY��.!�b. �_b�•s� _(.1,.)kl G.L.��a' _ c:4?-j% 7 WI(_�_ QLC-051w_..7q(-L. =- I Iru LS f4-f t_f >R ��_._�L6�Cc�5r2vcT�.D. .T,✓E_ _54rr£_.%----•---.__._ , Com, . . A! I /G N C. .46 ( 7H►zv aZ 1�&K --'p.1 l_�,-cErt_a�• '��ten« �. �S.R:Gu.•.� o,'�Luw GIz� D ® ._, `_ • c � _ f F .. use F 1 • �' E .LF 42. 42424:: F .p . 23923444':1= F. FFi rl1 F.•FE; 23441F..F PRI C�„41Nf f. .]�'�OINI f• Pfoleol KA��,� 4::)cfN`.Cm o•eroN w��+' JAMES 0. PIE IISON• INC. .--- �iI 11I•d'c� i�'+II.�4 JJA CONSULTING ENGINEERS PORTLAND OREGON Dal* (=,11...1 h �2AK�,�C� _- _ :.__'�- _•! --• - �� ' _�-�:... : -T--�- - - 47 NOT zr _S�.�n�lcrA Fou -�'- _. - - I I -- ' —. i_._ 3ac .. q`� ��BG:. w.pl�E CEILING.�Orlr�.._�_�rz4 G��lj—�NF. L k --_.._._2xi�.�►t�altit4r�.__'1-�!!. .�b OSE. L�G � 4 T S --- 0�..f«._.N„�„r,9��,�,. lop,o� - -•---_._..�__. ��J'I�AG � SS oG Cf?h jj/Y � I I i �1.....� 1 Pt ' I I ' ,mar-,Fs I , I 6Sl ' '- • Ilt)t�� —`"� Project a10D1 �oe7 JAMES 0 ►IERSON, INC. it CONSUL ING ENGINEERS �y PORTLAND OREGON Date __ GJ �GfJ Crr_MV�7Sl��g>4j' G• BUILDING PERMIT APPLICATION cOF T{GARD DATE Qw 7 —77 R. 6 THE UNDERSIGNI II ;ILREBY APPLIES FOR APERMIT FOR THE WORK HEREI14 INDICA [ED BUILDER PHONE_ __ OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNERPHONF p Lor No OWNER Lincoln Proportip&ADDRESS 7160 ti.amdLt,s- HOME ADDPESS AR'�HITECT ENGINEER BUILDER ADDRESS DESIGNER _ STRUCTURE ❑NEW -REMODEL ❑ADDITION ❑REPAIR ❑RENEWAL ❑FIRE DAMAGE []DEMOLITION ❑ RESIDENCE K340MM ❑EDUCATIONAL ❑GOV'T ❑RELIGIOUS❑PATIO ❑CAR PORT ❑GARAGE_ C3STORAGE❑SLAB ❑FENCE DsOND 0-MOVING ❑CONDITIONAL USE ❑DESIGN REVIEW L❑COUNCIL APPROVED ❑SIGNS OCCUPANCY--LAND USE ZONEstw BLDG TYPE FIRE ZONE_ PLAN CHECK BV HEAT_ _ °futt.e .101 remove Apprux. '0 lin. Ft. wall an.j inetelling approx. 80 lin. Pt, al— iw.r partition, exibs are required. OCC.LOADi FLOOR LOAD _1GHT NO,MRIES_ Ag€A NOS@ [�Q�ly�! __— VALUE 900• BUILDING DEPARTMENT SET BACKL" FRONTREAR LEFT SIDE RIGHT SIDE JL06 qp — — -- -- Permit THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILDING CODE, ZONING Plan Check REGULATIONS AND Al t APPLICABLE CODES AND ORDINANCES, AND IT IS HEREBY AGREED THAT THE —' WORK WILL BE DONE IN ACCORDANCE. WITH THE PLANS AND SP,'CIFICF TIONS AND IN COMPLIANCE WITH Sub-total ALL APPLICABLE CODES AND ORDINANCES THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE - RESTRICTIVE COVENANTS CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRFN1 CITY BUSINESS State Tax LICENSE. SEPARATE PERMITS RF014FIED FOR SEWER, PLUMBING AND HEATING. Total Fll Approved b. RNcr'ilff Nn � DATE INSP. TYPE I SPECTION REMARKS — PLUMBING OATS e� Co-Aractor --217,7? Permit No. -- —' Y Rough i n Fixture Final _. HEATING Contractor Permit No. Gas or Oil -�^ Rough-in — Final — --�� SEWER -- —_--_-� Final DRIVEWAY _. -- Final _ Storm Drainage (Rain Drain) Final Sidewalk Curb&Street Final ADDrO8Ch _ BLDG DEPT.FINAL , TEMPORARY CERTIFICATE OCCUPANCY Final — — CERTIFICATF. 00CUPANCY - - — Landscaping ( Zoning Final .A- GENEFRAL_STRUCTURAL_NOT_S_ D_E_SIGN_ LOADS: FLOOR LL. CORRIDORS.. EXITS AND STAIRS = 100 PSF LL. SNOW LOAD = CC PSF BASIC WIND SPEED = Oo MPH EXPOSURE D SEISMIC FORCES PER UDC ZONE C FOOTING DESIGN AT PSF TOTAL LOAD SOIL PRESSURE PER SOIL REPORT DATED AUGUST 15. 1935 BY GEOTECHNICAL RESOURCES. INC.'. F_O_U_NDA_TIO_NS: FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL A MTI;ih1UM OF 1' INCHES BELOW ORIGINAL AND 1P INCHES BELOW FINAL 3RADE. COMPLY WITH RECOMM1=ivur:T ION OF SOIL REPORT. DO NOT EXLA'V,^T; CLOSER "HAN 1 1 /2 TO 1 :7lLOl"'E BELOW BOTTOM OF FOOT I NGS. BACI"FILL ALL PIPE TRENCH AND OTHER EXCAVATIONS BF_LOW FOOTINGS WITH COMPACTED CRUSHED F;OCI:. _CONCRETE: THE ACI STANDARD SF'ECIF='ICATION FOR STRUCTURAL CONCRETE FOR RU I L.D I NGS AC I-:�i71 SHALL BE FOLLOWED EXCEPT I T1=MS SPECIFICALLY ,TOTED OTHERW1'3E. MINIMUM COMPRESSIVE ST;ENGTH OF CONCRETE AT 28 DAYS:, SHALL BE: '000 PSI FnR WALLS. SLABS AND FOOTINGS. MAXIMUM !SLUMP SHr=LL BE 4 INCHES. CON_CRETE_REINFORCINF9 c)TEEL: REBOR SHALL. CONFORM TO ASTM A-61,5 GRADE 4fi. WELDED WIRE MESH SHALL CONFORM TO ASTM A-185. PLACE AND SECURE ALL BARS PER PiC I STANDARDS. LAP=' SPLICE ALL CONTINUOUS BAR'S A MINIMUM OF DIAMETERS. OR AS NOTED ON DPPIW I NGS. DOUBLE PARS IN ALL. WALLS AROUND OPENINGS. PROVIDE 2' -011 X _,►" C'OPNER BAR'S OF 51'ZE AND SPACING TO MA'T'CH HOR I ZOI'JTAL. BARS AT ALL INTERSECTIONS OF WALLS AND FOOT 1 NGS. r-NOV I DE FOOTING DOWELS OF SIZE AND SPACING TO MATCH '.'ERT I CAL 9AF S, IN W(-"I-L':-7 AND COLUMNS. GLUELAM_WO0D_MEMBFRS:. GLUE LAMINATED BEAMS SHALL BE ARCHITECTURAL APPEARANCE GRADE WHERE EXPOSED. AND II\IDIJ STF;;I0lF- API-'Et-aRAMCE GRADE_ WHEFE CONCEALED. DOUGLAS • FIR COMPLYING WITH AITC 117-7'� DESIGN STANDAPD. FIBER STRESS IN PENDING SHALL BF FIS = 241:10 PSI FOR BEAMS 15 INCHES AND DEEPER, AND F't, = '2 :00 PSI FOR BEAMS 17 1 ,'^ INCHES DEEP AND LESS. GLUE SHALL CSE OF A W0,TERP130OF TYPE. MULTIf-'LE ('01D CANTILEVER SPAN .ElEi)MS SHALL HAVE FLILI._ STRESS CAPACITY AT TOP OF BEAM WHERE TOP' IS STRESSED IPJ TENS I ON. WOOD: LUMBER GRADES SHALL BE AS FOLLUNS. EXCEPT AS NOTED ON DRAWINGS: JOISTS. RAFTERS & 4" NOM. BEAMS #2 GRADE DOUG. FIR POSTS !t 6" NOM. BEAMS #1 GRADE DOUG. FIR 2 X 4 STUDS STUD GRADE DOUG. FIR 2 X 6 & LARGER STUDS #2 GRADE DOUG. FIR BUCKS. BLOCk`I NG & BRIDGING #3 GRPDE DOUG. F I R PLATES & SILLS ON CONCRETE P. T. DOUG. FIR X 6 DECV::ING COMM. GRADE D.F. OR HEM-FIR PROVIDE SOLID BLOCV I SVG FOR JOISTS AND RAFTERS AT ALL PEAR I NF w,-'l_LS AND BEAMS. PROVIDE BRIDGING AND FIRESTOPPING AS REQUIRED iY COD =. PLYWOOD WALL. ROOF AND FLOOR SHEATHING TO PE STANDARD GRADE WITH EXTERIOK GLUE. USE EXTERIOR TYPE PLYWOOD FOR EXPOSED LOCATIONS SUCH A'S SOFFITS. SEE DRAWINGS F9R IN1=ORMATION ON PLYWOOD INSTALLATION AND NAILING NAIL_ ALL MEMBERS WITH MINIMUM NAILING TO CONFORM TO TAPLE #20-0 OF THE UBC AND INCREASE WHERE INDICATED. FASTLNERS AND "HANGERS NOTED ON THE DRAWINGS ARE MODEL NUMBERS OF "SIMPSON STRONG-TIE COMPANY. INC. " AND MAY BE REPLACED WITH EQUIVALENT MODELS BY OTHER COMPANIES HAVING EQU I';ALE NT PROPERTIES AND STRENGTHS. INSTALL AL'_ CONNEC I ORS IN ACCORDANCE WITH THE MANUFACTURERES RECOMMENDATIONS WITH NAILING IN ALL AVAILABLE HOLES. , ' MANUFACTURER_DESIGNED WOOD_TRUSSES/JOISTS: �' / FROF'RIETAE:Y WOOD TRUSSES/J0I5TS A3 NOTED ON THE DRAWINGS SHAD BES\ DESIGNED DY THE MANUFACTURES P TO RESIST ALL LOADS INDICATED UNUER DESIGN LOADS PLUS APPLIED MECHANICAL. LOADS. AND IN ACCORDANCE WITH METHODS AND STRESSES PROVIDED UNDEF' THE UNIFORM BUILDING CODE. � FURNISH SHOP DRAWINGS IN ACCORDANCE WITH SPECIFICATIONS FOR REVI " � AND SUBMITTAL TO BUILDING DEPARTMENT PRIOR TO FAFiR I f_-A I I Old. 1 INDICATE ALL NECESSARY INFORMATION AS TO ERECTION. BRACING. ! FIR 1 D01110 AND OTHER ITEMS TO PROVIDE FOR A SUITABLE INSTALLATION. r ONES=- 11 7 Z8 7-5 A 017 ; 'IF'. ';JJ TOF LJE � Fg F z N PAF 25 S L to Fait: 3llu i-C ID o4u I -vv-vv TOIL I 40.0 pst- LENOT, SLOPE CrIORD NICZ NOW WES FORCE FAhE Ff !iot-LA . L�� L l-EiiiGTh SLOPE CHORD FCRCZ no,-jjj-, ilrEi FORCE FT- P 5,:�V, 01 YLII! t fl 0 is I Ln Lt1:i j: V.VV L U iS4 P 0. go lo, 4 UV it, �I I F :Y� oi6 4;41 w 4. :177 -0 A 4 Vu-V" V.VV L 5- 44tib j74, N VV 6 to• d.U I IqZtLi I 0% ci,�: 4,•,�5 I It- F • IVA: ;5 0,:06 '41 lyi ACCOADmIlICE W17h TFI-76 AND .1ji, CriD 2k 4 1.0 1 LOUD F"i;r STR5 (,ATIC: AXiAi� + 4Z".? F6 FT FC 4 Nu i i4wG F,,*t i),5�,,G ko.blWl V,v7 1750 10!ji;i 6 �A 4 SID/4%D DF CI-564 6 0.704 + 0.240 1;56 105O 4;3o SLIM CSA VAL6ES iAX1AL+6Em1Di- C . O.C,45, C 22 0.2iio C So t).SOS, C 4. 0.603, C So 0.663, C G# 0.30G, C 76 0.261, C Go V.040, c Le 0.e43, C10, O.S64t cils 0.z45 AL I. WLjS 7A 4 STDiSTUD i,F AihT REACTt;jj HIN ERG(,N� ONE ROW LAT &,ZL REUD k low S TOIL LOAD �FF A7 Irlot CJ 1, 93 3.3 LiD[F- 493 LaZE.33F7 CAm& I; .3/FI PLATE SCL,*.C710rim test.*vs.t CONFORMS TO U.&.C. STO N0.23-0 irCbo ACPoj-t7 NO, 43Sl1 joiNT PlvuAu its; FLATE -Li: t:V LOC#i T;6m jCjiiq,,- a6itilT LLCANON L I FILL 110!4 t.Mi Y . TYFE L TL* SIZjr DIREL i 101i X i;N; I Tt i,E BC 114 3 112 i5 CJ 6i 1 X 4 PT PAPA-w6 CtiIiTERED 4 I A 4 PT FAhA-%c CENTERED 14 Ci 73 PmjIA ji j A FI PARA-CD 6 -CD a 4; i;r A 4 PT PArtil-yr �i!*N 711ED i" i: Cln7CRED cj 01 3 iiZ ti Z FT PAA,;-Cc, 1 114 j li 5 4 PT 4 :.;1 1): 4 Lit A10 P7 Pitre#;-C- CENTERED CJ,111. - 4 T" XW, FT FARA-I,./. 2CMD SPLiC,:3-SLOTS PAAA To I, CEVITCaZ�. —7— CC 43 5 f: 5 r xxftsi�'LATE RATINCIS)-cle X.42.3 FT� 20 CIA. NT (L71 psi GAS MAX.) -,—,P lu GA. P71ittiotoo, PSI Gs'(a MAA.� LI;IF I I WILF I'I Or P. 6 A N 1:NU IlVilr- COMNLI I I (W-H F•-LY I U TJ�W N rz A I Usill lu, 14:1 -'at I I I It-101 1014t IIJT IU- t 141F, J,lk.11wF w, IH 1611 6 SU14--OF(TING HVAL: 4-11-13 4-10-1 4-10-1 4-10-1 � ti�/ 1-13 J z J8, 9-9-15 J, 9-8-3 9-9-15 Brq to grg -j a) 10LKAJ. N(Ir"! ptclf led) this Individual building —stponelit"is dosigned in uccordmi" with the latest#ditiCalt of NOS & TP? mpactfiestlom@ slid is to be uooed in a b.11 dtnj; slovtom drut0iied by otlirrm. Metal co"noctor" are to be bar Prime 11"AlItY golvatilted shoot steal in ..-ordance ..lh4t,Nlrokm AUILDING COJ)I� STANDARD 23-1� and must 5o fully d. old 'It treat fmcd centered no it,. Joint. If a I'd lt,t,, art, ftstAm Assume. adequate ral"Ago and A "Urio-COndition" if la,q, In a Won-Cormalvo er,vinrtmont without the tome of Iffr-11ftdrda at to be braccit at on, maxiew alar I n JY Cloathed (or br4Cfd w(th Perlin# At the indIrated qn,it,g) 4"' tlI:rY16titmprocv1oo1dr*1l TPU-Tnuss ENGNEERING. 114C. t lovaring area requited. jnd!ct,,eA 'If 10'0" o-c- when air 61111,11 "torts exist. !,Iitm or wodp, it Installation in wlttrvlv�horri olinct, shall, be + to., wjt,,,� 1/4 of panvi, r,t a (A)'OPUTtit A ac . %, tht, rumponstwity ;r' ti, co Al I hratiniq, I ol uthurm. Par wijtl4,,ml Ia fomattua, rotor to quA "Ir"'t"r- Rl13!oE%'. 4,,d Col1r. at STANDARD I,1tA(TtCF,, true Tjottq PLATO 1.11-1 CV411001, PANUAL, IIIIACItit; loatit 2042 KINO to tin D" D"rof "Incorlo., WYLA41 CY�y 2 �X;2�. St cel rt / — -� 3t" ri i o G. R..�G �� II � ( �_Q �� II • 1. 85 Mir �r a J --F _31 - r. to � V ,� � 1 '♦ 7 s Ila�- iso LAL-I .0 Z 2 r � _ TTT ' FT �� - 10 a I 4�,.w.�•w_�-- - +rte a�t+.x� .,o•u . •,oma ,�'H P'!�+ O� _ k _ �N N -- o - -- --- d a- i �kr?, Tlal. PLal4 JOB NO. 185014 DOOR AND FRAME SCHELULE REVISION I Nov 85 SECTION 08950 DOOR NOMINAL FRAME DOOR HARDWARE DETAILS/ NO. MAT'L SI7F TYPE TYRE SET HEAD JAMB REMARKS 149 - delete - - = - - 149A Wd 3'-0" x 7'-0" HM B 12 20 min. 149B Wd 3'-0" x 7'-0" HM B 12 - 20 min.