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7000 SW DURHAM ROAD .tet .t c c 0 b r. a tT b R' q• (/i t �^y mss` J 9� f c v \ i I i i i i 7000 SW DURHAM RD(51 CL PERMITS) ITE WORK PF-RM I T CITY OF TIGARD PERMIT #. . . . . . . . 5IT95-2710LI4 COMMUNITY DEVELOPMENT DEPARTMENT DATE I5SUED: 4'.I"Ili: ]•/9 i 13125 SW Hall Blvd.Tigard,Oregon 9722398199 (503)639-4171 PARCEL: C`S.113AC-00100 JBL;I V ION. . . ZONING: I -P LGI.. . . . . . . . . . . . . . 'Pl.". Or' WORK.NEW PAV ING?. . . . . . . . . : Y R E G 0. NU. %-V VOLUME. Cy GRADING?. . . . . . . . :Y VALUE. . . 417176 U... VOLUMI]. Cy LANDSCAPING?. . . . :Y iG FILL?. . . . . . : Y SITE PREP". . . . . . :Y J-;L'T Rr-(.!,D? :Y STOR11 DRAING". Y IMPERV StJRF.*ACE. 441390 sf marks . Five in,-t1ti -trv-,ant b;.1). l11:iii1Js total 4appr-oximatu-1y 180, 000 li �; i -, for site vyur-N only. r'ite 1.1tilitiVs.- May now be installed with the e)(cc- U11 of 9Y,E(vity storm ar)cj sanitar-y lines -:,djac.,eiit to the east side of DIdi4. P see 177/0'5 Gec, rapt owrle)-: -- - - - - FEES MACKENZIE SAITO type amol.olt 1)y d a L z-, r-e C P t 0690 'JW BANCROFT SWM $ 16700. 00 JD 07/21/95) 95--L68-- ERO-- 3`0. 00 JiJ 07/21/95 95 PORTLAND OR PRM7 1228. 00 JD 07/21/95 95--. Phone "i P C T 1, 01. 40 J D 07/x:1/95 1- 5--EG013" PLCK $ 796. 2'0 JDA 05/16/95 95-E'65!: cr-<,",C 1 104. 01-3 JD Q,7 /S'.� "i5 2 G 8 KEN LEAHY ERPC L 104. 00 JD 07 E1/9:5 95 2 6 8 K E 1\1 Li ()I iY 'CONSTRUI-I'TION INC. P. O. LAO X 489 CORNELIUS OR 9711"30000 r7lhu,ie , : 19315. t:fb TOTAL 44159 RE(-IJIRED INSPEACTI:JN7) This permit is issued subject to the regulations contained in the Eros ior, Cuntr,ol Tigard Municipal Code, State of Ore. Specialty Codes rid all other Exc,avatiut-i Ir)sp &PPULAbIt laws. All work will be done in accordance with Fiil Iris petLtican approved plans. This permit will expire if work is not started Gv-aditiy Itisp with.n 180 nays of Issuance, or if work is suspended for more Strni Dv-airi !Tl�-p ISO days. Reir�fot-cvd UuTlcr, i ii e e r-e L y r ad i "Pect'011 e e r,.11 ,1 fct, if,15F.,eCtior, " mnier ial Building Permit Application City of Tigard NG-1 13125 SW Hall Blvd. Tigard, OR 97223 503) 639-4171 Jobsite Address: �•:� ., Tenant: Suite 2 Office Use Only Valuation: �G Planck/Rec # ' ''1 I r ' Permit # Owner: — _ Map & TL. #^ _ Address: Approvals Required — — Planning Phone: _ En ineedn Other Contractor: Address, V N^eS�a av7v��✓� Ino Type of const: TII N Occupancy class: Phone _ Sprinklered? Yes) No Contrdctor's License # (attach cop,, of current Oregon license) Sq. ft. of project: _ i Contact name & phone:_ Story (1st 2nd, etc.) Proposed use: Architect/Engineer: Address:MACKENZIE ENGINEERING INCORPORATED Previous use: Civil a Structural a Transporfaflon Note: Plumbing & mechanical plans 0090 S. W. Bancroft Street • P.0_ . Box 69039 must be submitted at time of Porion-—Chalyon §720_-UM1 building permit application. Phone. Phone: 1503)224-9560 a FAX: (503)228--1285 JOB DESCRIPTION: I i £- VV u t •,�-. -� U�. `l}���1� L. Lt t L G4ff ?ef-15'7 Applicant Signature & Phone number Received by. _ ___ Date Received: ____ Permit # A,:count Description Amount Amt. Pd, gal. I ve Bldg. Permit (BUILD) _ Plumb. Permit (PLUMB) _ Mech. Permit (MECH) - -�- �l State Tax (TAX) -- Bldg: — _-- Plumb: Mech: Plan Check (PLANCK) 7 -� Bldg: ----— Plumb: Mech: Sewer Connection (SWUSA) Sewer Insuection (SWINSP) Parks Dev Charge (PKSDC) Residential TIF (TIF-R) Mass Transit TIF (TIF-MT) Commercial TIF (TIF-C) Industrial TIF (TIF-1) Institutional TIF (TIF-15) _ Office IF (TIF-0) Water duality (WOUAL) Water Quantity (W )ANT) Fire Life Safety .) Erosio:, Cntrl Permit (ER7RMT) i Erosion Planck/USA (ERPLAN) Erosion Planck/COT (EROSN) / I TOTALS: � 75 . 7 CITY OF TIGARD SITE. WORK �,- PIP'RmI T COMMUNITY DEVELOPMENT DEWITMENT FERMI T #. . . . . . . : SI 1`95--000c 13125 SW Hell Blvd.Tigard,Oregon 07223.8160 (503)639.4171 DATE: 1 S::,UED: 02-/2-2/9-5 !� 0 O G> PARCEL: x:51 1.3AC-00100 I 1 L AllTJRESC. . . i+w .t+,.._ �W DURHAM 4+—. ,.�--'R;b _JBDIVISION. . . . : ZONING: I--t' .0(:K. . . . . . . . . . . LOT. . . . . . . . . . . . . . v'PIE OF WORKtNEW PAVING?. . . . . . . . . :lei RFSO. NO. -. cGV VULUMF. -cc0000 Cy GRADING' . . . . . . . . t VALUE. . . $ : 141 VOLUME. .E000111 Cy LHNUSLAPIhIG`:'. . . . tN F ILL!'. . . . . . :Y SITE r,FiEv-,?. . . . . . :hl 111_S Rp'T Rk.tID ? :Y `; IORM DRAINS'?. . . :N IMPERV SURFACE. . :O sf tsar•!•cS : 12V'. 000 cubic vards ci.tt and fill for, pre—load of five bl.tilding FEES 0-11F IL REALITY TRUST type amol_rnt by oat e recrpt pRM f s Z.'36. 50 JF 02/L11/95 . 115 SW 15EQUOIA PARK%WA`r•. SUITE e:00 PLLK t 45. 00 JF 0r_'/��:/'3' VARU OR SF='C"f t 11. 93 JF' 02/22/95 — nne #; (,24 -63x110 EROS $ 300. 00 JF 02/20: '95 ERF='C s 19:x. 00 JF" 0.::/2c:/95 irac;:t0r: _.._.._._........... __.... ._ __. . ._...._.. ..__._._ _. ..N LEAHY .N LEAHY CUN57 RUL;T I ON I NL. U. LAC)x 4613 _)HNLL1U5 OR 97113-••0 '00 ,onr:+ #: 503-_357--4193 E 190. 43 f0TAl_ 44159 REWIRED I NSPE[:T I ONS -- :IZ is issued Subject to the regulations contained in the L:ro s i on l:ontro 1 ;ard Municipal Code, State of Dre. Specialty Codes and all other Lmcavatian Insp Aicatle laws. All work will be done in accordance with Fill I n pest i on ^ovec plant. This perait will expire if work is not started briding Ins- -min ib@ days of issuance, or if work ,s suspended for eore Strut Drain i 1sp 1tlaD oma;'` Reinforced c:oncr rUVt1.tr^a. m.e50n - Engineered gradi Final. �n ( ectiar _. _ rmittee Signat ,.Ir e : I_tec 0.111 for inspect ion - 639-41 /5 • 1 Commercial Building Permit Application City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 (503) 639-4171 �• l.1�� ��� A# Jobsite Address: /_X W7P-ef 15xi OximNt Tenant: /1 0AR suite Office Use Only Valuation: Pianck/Rec 4 4A_ -- / Permit # _00�`J ,..,. Owner: ��t 1 f"1C /�f>'��l( -�li'L'�� (A177,10 Sr� Map & -TL # ' Address: /' I.tu' Approvals Regulrad --, ,�— planning Phone: l- ��"��'C-) Engineering / Other Contractor: Address: Type of const: Occupancy class: Phone: Sprinklered? Yes No Contractor's License # (attach copy of current Oregon license) Sq. ft. of project: Contact name & phone: -- Story (1st, 2nd, etc.)`— �- Proposed use: Architect/Engineer. of�'! l( 1�/7 T _ Previous use: Address x Note: Plumbing & mechanical plans must be submitted at time of building permit application. Phone: JOB DESCRIPTION: ------- L , T �C u0C) 1 Applicant Signature & Phone number Received by: Dale Received: _�� Permit # Account Description Amount Amt. Pd. Bal. Due Bldg. Permit (BUILD) Piumb. Permit (PLUMB) Mech. Permit (MECH) State Tax (TAX) Bldg: _ Plumb: Mech: Plan Check (PLANCK) Bldg: _-.-- — Plumb: Mech: Sewer Connection (SWUSA) Sewer Inspection (SWINSP` Parks Dev Charge (PKSDC) Residential TIF (TIF-R) Mass Transit TIF (TIF-MT) Commercial TIF (TIF-C) Industrial TIF (TIF-1) Institutional TIF (TIF-IS) Office TIF (TIF-O) `. Water Quality (WQ:IAL) Water Quantity (WQUANT) Fire Life Safety (FLS) Erosion Cntrl Permit (ERPRMT) s Erosion Planck/USA (ERPLAN) _-__-_ Erosipn Planck/COT (EROSN) TOTALS: MACKENZIE/SAITO & ASSOCIATES, P.C. ARCHITECTURE • PLANN4,K. • INTL-HIOR DLSIGN 0690 SW BANCROFT STREET • PO BOX 69039 PORTLAND,OREGON 97201-0039 • (503)224-9570 • FAY(503)228.1285 February 17, 1995 City of Tigard Building Department Attention: Dave Scott 13125 SW Hall Boulevard Tigard, OR 97223-8199 Re: Grading Permit at PactrUst Business Center Phase V+, Located South of Durham Road and West of 72nd, Approximately 11'/2-Acre Site MSA Project Number 295026 Dear Dave: As discussed with you at the preappliu.3tion conference February 7, 1995, we have completed the following items for submittal of grading permit: 1. Surcharge/Erosion Control Plan 2. Site Preloading Letter from the Soils Engineer (GeoEngineers) 3. Estimate Number of Yards - Cut: 20,000 Fil!: 20,000 Total: 40,000 Also, we have reviewed the"Directions Interpretation," dated August 2, 1994, 1 pgrading work, and the criteria by which grading is not considered subject to Site Development Review, and offer the following options: 1. No change in zone proposed. 2. No change in use from the current I-P uses limited in the City of Tigard Zoning Code, 3. Grading follows and approximates the existing contours of the land_ 4. Fill will not impede views. 5. No change in existing drawings. 6. No building, structures, or retaining walls are involved. 7. Fill slopes will not exceed 2:1. Thank you for expediting this permit. If you have any questions or concerns, please call. Sincerely, IVA, Dennis H. Woods DRW/kc F:\WPDATA\95-02\95025\17L1.kc Geo ji Engineers February 7, 1995 Geotechnical, Geoemvironmenlal and PacTrust �� [�I_ Geologic Seri ices c/o Mackenzie Engineering, Inc. IF,? 0690 Southwest Bancroft LI P.O. Box 69039 Portland, Oregon 97201-0039 Attention; Mr. Dennis Woods `Fd Site Preloading PBC-6 Site, Southwest 72nd Avenue anal Southwest Durharn Road Tigard, Oregon File No. 2361-017-P36 BACKGROUND This letter presents our recommendations for preloading the PBC-6 site. The site consists of approximately 11.8 acres, located southwest of the intersection of Southwest Durham Road and Southwest 72nd Avenue in Tigard, Oregon. The site is a previous gravel pit that recently has been filled to near original grade. The fill material consists of a variety of soils and demolition rubble, some of which was ,ilaced into ponded water. The fill has a variable thickness. We have received a copy of the preload diagram, which depicts current site topography and the proposed building footprints. We understand that site improvement will begin immediately. We anticipate that the existing ground surface is settling from consolidation of the uncontrolled fill. 1 APPROACH Obtaining enough subsurface information to accurately predict the response of a site preloading program would he impractical because of the expected variability of the fill. Instead, we recommend that an initial preload and settlement monitoring program be undertaken. 'Detailed settlement information should be obtained to establish the effectiveness of the surcharge. The initial preload should he a minimum of 6 feet in height above finished floor elevations. Determining the settlement of the initial preload will be critical in establishing the need for additional p-eload material and/or the timing of preload removal. Therefore, we recommend that 1 beolinonem Inc. '504`11 BrAgeport Road Ihirtland.OR 971.2 Telephone(503)624.94'- Fm(503)620.5940 P o1W on recycled Muer PacTrust c/o Mackenzie Engineering, Inc. February 7, 1995 Page 2 settlement plates be installed at the center and corners of each of the four preloaded building areas prior to installing the preload. In addition, survey hubs should be installed at the top of the preload at the center, remaining corners, and midpoints of each building footpr;nt, as well as at the corners of the southerly building once it is cut. The dual settlement place and hub at the center of each building will allow us to separate settlement below the preload from settlement within the pry )ad. Once installation of the preload has started, the plates should be surveyed twice a week. The rate of settlement from these plates may allow for less frequent readings as time progresses. Settlemew readings should be accurate to the nearest 0.01 feet and should be provided to us immediately for evaluation. It is dirlicult to estimate how long site preloading will be necessary. Since the subsurface material is highly variable and undocumented, the settlement rate is indeterminate until significant settlement data is available. Our best eRtimate is that it will be a month or two after the initial preload is in place before we can determine whether additional preloading and/or time is necessary. It is important to note that a greater thickness of preload,mat. .al will decrease the time required for preloading the site. • O ► G e o E n g i n e e r g File No 2361-017•P36 PacTrust c/o Mackenzie Engineering, Inc. Febmiry 7, 1995 Page 3 We appreciate the opportunity to work with you on this project. If you have questions concerning the information provided, please call. Yours very truly, GeoEngineers, Inc. Don Rondema, P.E. Geotechnical Engineer ,/,,.. Scott V. Mills, P.E. Principal DLR:SVM Jae Document ID: 236;0171.sur cc: Mr. Leon Hartvickson PacTrust Mr. Dick Krippaehne PacTrust Copyright 0 1995 GevEno;-1eers,Inc.,All rights reserved Gen Eng i n e e r s Filc No, 2361-017-P36 FEB-21-35 'TUF 16:30 MSA/MEI FAX NO, 5032745812 F'. 0?/02 MACKENZIE ENGINEERING INCORPORATED CIVIL • STRUCTURAL • SURVEYING • TRANSPORTATION 0690 SW BANCROFT STREET - 00 BOX 69039 PORTLAND OREGON 971,01 0039 • (503)224.9550 • FAX(5031 22a•S26E Febn►ary 21, 1995 City of Tigard Attention: Dave Scott 13125 SW Hall Boulevard Tigard, OR 97223-8199 Re: Grading Permit/72nd and Durham Street Site MSA Project Number 295026 Dear Dave. In accordance with your request, and as discussed with you today, Mackenzie Engineering Incorporated(MET)has obtai,►ed the original hydrology study for the adjacent site to the north of ine subject project. Although our site was not included in the capacity calculations for the biofiltration system noted in the study, preliminary review of the system appears to indicate that adequate capacity exists to handle development of the new site We will continue to develop the design and calculations as required for the final construction drawings for your review and will notify the City of any changes that may be required. Thank you for your expeditious review of our grading/surcharge permit. If we can be of furtK-r assistance, please call. Sincerely, Karl Koroch, P E. DRW/K IK/sk c Ken Grimes - PacTrust Dennis Woods-MSA JUN 28-55 WED 11 ;20 MSA/ME1 FAX N0. 5032749Pi2 P. 02 uo/co ud:ua I11jo FROM: 1 503 620 5940 T0: 18032281285 PAGE: 2 06/26/95 00:31 VI 900 620 5940 GED ENGINEERS GeoyoEnkrinee6 June 27, 1995 Consulting 6nginccrs and 4cosciantists OPficas In Washington, PacTrust Oregon,and Alsaka IS115 Southwest Sequoia Parkway, Suito 200 Portland, Oregon 97224 Attention: Mr. Richard Krippaehne Building Settlement & foundation lnfortnation PacTrust AuslnLet Center - Phase 6 �--` Durham, Oregon File No. 2361-017-P:M This latter provitim our evaluation of surchargo-induced settlernent through June 22 for buildings M, N. P and Q of the PacTrust Business Park-Phase 6, in Tigard, Oregon. We also provide recommendations for mnstrvcxion of granular palls ander Mundations. Survey data of sottlemenL plAteS are based on measurements provided by PacTrust over the period from April 8, 1995 to June 16, 1995. Early mmureweats were taken by N. L. Organ Construction r-ompany. Measurements on hire 7 and.June 16, 1993 were taken by David Evans and Associates. Graphs depicting aottlement through June 22 are attached- ln general, the settlements have been consistent with our expeztations, with the largest settlement) occurring is the area of deepest fill. Our evaluation of the sawament data for buildings N and Q idrlicate that surcharges can be rernoved from these two building areas. The sertlement data for building P indicates that additional sottlementx geeater than 1 inch are still expected and that the surcharge should remain in place. Thla settlemeut could be accelerated by placing matetials fmm N & Q on top of tie existing surcharge on building P- The data for settlement In building 1-'has been inconsistent. The charge to David Evans and Associates for data collation has generated more are Ue data for the last two data points. It is expr4ted that with one or two addidnnsl data points a better estimate of surcharge ,.MOvAi timing can be made fbr building M. The site plan prepared by Mackenzie/Salto dt Associates identifies foundation sizes for the buildings. 'Phare are a total of Cour confiqutatlons. We rttcotnmrnded that well-graded granular structural Till such as crushed rock or sand streamings be placed beneath all foundarlons (except Geofr4mcn.Inr 7504 A MdWrt Rmd • Rlrtl:ln"n� _ '•ri1Ct ,relephnne (103)674-9274 Fax(503)61.45910 ...__ .. ,......�-..;.. •t I•kV*P"7rW-^�'^:'-•�+Ret•n�rr1►rNf1R�P�'v.�M.sY"f77�rti«+�fir:T�sT7-•+'�'RA'+n7lt�e^�a7tf1 JUN-28-95 WED 11 21 MSR/ME1 FAX NO, 5032749812 P, 03 Ubfdb UY:05 1995 FROM: 1 503 620 5940 o0/2s/95 00; 2 TO: 15032281285 PAM. 3 �1 503 020 9040 GPO ENGINEERS Bons PacTrust Juno 23, 1994 Page 2 The site plan ETsparesl by Mackenzie and ASsociates identifies foundation configurations for buildings on the FaeTtust Busioess Canter site. Tbere me s total of four configurations. We recommended that wall-Imded gran:tiar stnictural fill, such as 314-inch-minus crushed tock or &and screenings,be placed benarth all foundations(except for building d), ea detailed in the table below. The matwi9l should be placed in lifts wltb a maximum uncompacted thiCIMMfs of 12 inched and compacted to pot Iwo than 95 percent of the maximum dry density, as determleed by ASTM (^metiers Society for Tooting and Materials) D 1557- Fuodng Type Footing Fill Dep`hFBI Width Width Continuous 3%6" 2'-9" 6'-3' Cominuous 4,"6" 3'-6" 8'-06 . SFresd +5'-9" 9'-6- 10'•3° Spread B'-0` 4'-0" 12'-0" Bated pp observations of settlement to date, the utilities at the site may now be installed with the exception of gravity flow storm and sanitary lines 4aeemt to the east side of building P. Estimated remaining settlei.jarim In this arca may adversely Impact gravity flow. O ► _._ O a e a ■ j l ■ e e r y Ply Ne.Illildl],►3A JUN-28-95 WED 1122 MSA/MEI FAX N0, 5032749812 P. 04 Uolce 11I':u13 1H95 FROM: 1 503 620 5940 T0: 150322912815 PAGE: 4 ueize;15 00:32 01 503 820 3940 GEO ENt;INFFR5 Rloo� pac'It* Juni 27, 1994 We hope tlteao reeorat endstlons sdlsf� your needs r.this time, If you have any questions,plesse do not he;4ltate to jive us a call. Yours vary truly, CooEngineem. Inc. Dots L. Rondems, P.E. Gootechnicai Engineer Scott V. Mills, Principal ILH:DLR%sVM J.. flac.'umm ID:2761017Lme Attachments cc: Mr. Dennis Woods Matkenilc'St1+4�Ic AssoclaW, P.C. • • e a s ' ` 6 0 r • FDe Na 2361-417-?M r Geoff Eno neers `1Jt- U1 February 7, 1995 Geotechnica' Geoenviron mental and PacTrust � (— II �,`1NI �� Geologic Services c/o Mackenzie Engineering, Inc. r 0690 Southwest Bancroft Lj P.O. Box 69039 Portland, Oregon 97201-0039 Attention: Mr. Dennis Woods Site PrFioading PBC-6 Site, Southwest 72nd Avenue and Southwest Durham Road Tigard, Oregon File No. 2361-)17-P36 BACKGROUND This letter presents our recommendations for preloading the PPG-6 site. The site consists of approximately 11 .9 acres, located southwest of the intersection of Southwest Durham Road and Southwest 72nd Avenue in Tigard, Oregon. Tie site is a previous gravel pit that recently has been filled to near original grade. The fill material consists of a variety of soils and demoi.ition rubble, some of which was placed into ponded water. The fill has a variable thickness. We have received a copy of the preload diagram, which depicts current site tonography and the proposed building footprints. We understand that site improvement will begin immediately. We anticipate that the existing ground surface is settling from consolidation of the uncontrolled fill. APPROACH Obtaining enough subsurface information to accurately predict the response of a site preloading program would he impractical because of the expected variability of the fill. Instead, we recommend that an initial preload and settlement monitoring program be undertaken. Detailed settlement information should be obtained to establish the effectiveness of the surcharge. The initial preload should be a minimum of 6 feet in height above finished floor elevations. Determining the settlement of the initial preload will be critical in establishing the need for additional preload material and/or the timing of preload removal. Therefore, we recommend that GeoEnpnti�rs,Inc. -iOq '11 ItndReport Road pnrtland,OR 0-224 Telephone f 5031 624-92-4 Fay (iO3)620-il)a0 PacTrust C/o Mackenzie Engineering, Inc. February 7, 1995 Page 2 settlement plates be installed at the center and corners of each of the four preloaded building areas prior to 'nstalling the preload. In addition, survey hubs should be installed at the top of the preload at the center, remaining corners, and midpoints of each building footprint, as well as at the corners of the southerly building once it is cut. The dual settlement plate and hub at the center of each building will allow its to separate settlement below the preload from settlement within the preload. Once installation of t)e preload has started, the plates should be surveyed twice a week. The rate of settlement from these plates may allow for less frequent readings as time progresses. Settlement readings should be accurate to the nearest 0.01 feet and should be provided to us immediately for evaluation. It is difficult to estimate how long site preloading will be necessary. Since the subsurface material is highly variable and undocumented, the settlement rate i s indeterminate until signiticant settlement data is available. Our best estimate is that it will be a month or two after the initial preload is in place before we can determine whether additional preloading and/or time is necessary. It is important to note that a greater thickness of preload material will decrease the time required for preloading the site. O . i G e + E n g i n e e r s File No. 2761-017-P36 i PacTrust c/o Mackenzie Engineering, Inc. February 7, 1995 Page 3 We appreciate the opportunity to work with you on this project. If you have questions concerning the information provided, please call. Yours very truly, GeoEngineers, Inc. Don Rondema, P.E. Geotechnical Engineer �1/ Scott V. Mills, P.E. Principal DLR:SVM:jae Document ID: 23610171.sur cc: Mr. Leon Hartvickson PacTrust Mr. Dick Krippaehne PacTrust Copy,ighl 1995 GeoEngineers,Inc.. All rights reserved F n File No. 2361.017-P36 05/08 15:35 '995 FROM: 1 503 620 5940 TO: 15032281285 PAGE: 1 �1Z I E MACKEN 05/08/95 I6:09 VI 503 620 5940 GF•:0 ENGINEP:RS 4.-4 _ _!_,_ 001 F'oat-IY Fax Note 7671 oat°S S Pa°aN� I ra From e tt . CojDopL Co �it_'()�I_,Lllo ll�el l Phono N Phone M Y' Fax N Fax N March 14, 1995 Consulting Engineers and Geoscientists Offices in Washington, Oregon,and Alaska PacTrust 15115 Southwest Sequoia Parkway Suite 200 Portl.ad, Orefon 97774 Attention: Mr. Richard K'rippaehne Preliminary Recommendations PBC-6 Site, Southwest 72nd Avenue and Southwest Durhain Poad Tigard, Oregon File No. 2361-017-P36 INTRODUCTION This letter presents out preliminary geotechnical recommendations Cot the PacTrust PBC-6 site. The site consists of approximately 11.8 acres, located southwest of the int, !ion of Southwest Durham Road and Southwest 72nd Avenue in Tigard, Oregon. We uno,,stand that the site is to be developed as flex office/warehouse space and that building Column loads will he less than 60 kips, wall loads will be less than 5 k�i5; foot, and that slab loads will be less than 200 pounds per square foot. S KIFT M A V ``�%'`' Z i' ' 8 r/F r AAA �/ 6"1/o &I E-r Z BACKGROUND The site is a former gravel pit that has been filled gradually and currently is near original g-ade. The fill material, placed over an unknown period of time, consists of a variety of soils and demolition rubble, some of which was placed into ponded water. It is our understanding that topsoil and organic material was not placed as part of this fill. The fill has a variable thickness of 80 feet. SCOPE OF WORK Due to the presence of concrete rubble in the fill, subsurface exploration at this site would likely meet drilling refusal on concrete fragments. Also, due to the variability of the fill, it would be impractical to obtain enough information to characterize the site soils. Therefore, Geohoneen,Inc 7504 SW Bridgeport Road Wrnland,OR 97124 TelephanP(503)624 Q174 Fax(503)62o 5940 05/00 15;35 1 995 i"nom: 1 500 620 0940 TO. 1 503226 i 285 I Alit: 2 05/OL/95 16: 10 VI 503 620 5940 GF..O ENGINEERS ++-. MACKENZIE 9002 PacTrust March 14, 1995 Page 2 subsurface explorations were not performed at this site. In lieu of subsurface explorations, we recommend thLt four of the building pads that will be near finished grade be surcharged with a minimum of 6 feet of fill. Three settlement plates and seven settlement hubs should be installed on each surcharge. The settlement markers should be monitored at least twice weekly for the first few weeks after the surcharges are installed and once a week thereafter until an acceptable range of settlement is achieved. Our office will analyze the settlement monitoring data. PRELIMINARY RECOMMENDA(IONS SHALLOW FOUNDATIONS Following site surcharging, th- propose) structures can be supported on continuous wall or isolated column footings founder on compacted crushed rock fill pads. The thickness of the crushed rock fill pads will be dependent on the size of the footings and the performance of the surcharges. However, based on our experience, we expert that the crushed rock fill pads will be between 1 1/2-and 3 1/2-feet thick. The crushed rock fill should be compacted in accordance with our recommendations for structural fill, given below. Footings should be proportioned for a maximum allowable bearing pressure of 1,500 psf (pounds pet square foot). This hearing value is preliminary, and our final recommendation will be dependent on the results from the settlement monitoring data. The least dimension of column and continuous wall footings should he 24 and 18 inches, respectively. The bottom of exterior footings should be at least 18 inches below the lowest adjacent final grade. The bottom of interior footings should be at least 12 inches below the top of the floor slab. Our estimate of building settlements will be determined after the surcharge monitoring, is complete. FLOOR SLABS Satisfactory subgrade support for building floor slabs supporting up to 20+)psf areal loading can be obGeined by removing, moisture conditioning and compacting the existing site fill to a minimum depth of 3 feet below the finished floor slab elevation. The overexcavated and replaced site fill should be compacted to not less than 92 percent of the maximum dry density, as determined by ASTM(American Society for Testing and Material)U 1557. A 6-inch-thick layer of imported granular material should be placed and compacted oyer the prepared slab subgrade to assist as a capillary break. Imported granular material should be crushed rock or crushed gravel and sand that is fairly well-graded between coarse and fine, contain no deleterious materials, have a maximum particle size of 1 1/2 inches, and have less than 5 percent by weight passing the. U.S. Standard No. 200 Sieve. The imported granular material should be placed in one lift and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM 1:1 1557. A subgrade modulus of 150 pci (pounds per cubic inch) may be used to n F i n r r s Fla No.2-161.017-P96 05/08 15:36 1995 FROM: 1 503 620 5940 TO: 15032291285 PAGE: 3 05,,06/95 16:11 $1 503 620 5940 CEO ENGINEERS -+-i MACKENZIE 1jt003 PacTrust March 14, 1995 Page 3 design the floor slab. An increased thickness of granular material may be required if construction occurs during w. Leather or if moisture conditioning of existing soils is not practical. RESISTANCE TO SLIDING Lateral loads on footings can be resisted by passive earth pressure on the sides of footings and by friction on the base of the footings. Our analysis indicates that the available passive earth pressure for footings confined by structural fill is 300 pcf (pounds per cubic foot) Typically, the movement required to develop thz available passive tesistance can be relatively large. Therefore, we recommend using a reduced passive pressure of 200 pcf. Adjacent floor slabs, pavements or the upper 12-inch depth of adjacent unpaved areas should not be considered when calculating passive resistance. A coefficient of friction equal to 0.35 may be used when calculating resistance to sliding. The recommended lateral earth pressure and u.)efficient of friction values include a minimum factor of safety of 1.5. STRUCTURAL FILL Imported granular material should be used as structural fill. Structural fill should be pit run rock, crushed rock, or crushed gravel and sand that is fairly well-graded and contain no roots. organic matter or other unsuitable materials,have a maximum particle size of 3 inches, and have less than 5 percent passing the U.S. Standard No. 200 Sieve. The material should he placed in lifts with a maximum uncompacted thickness of 12 inches and compacted ill not less than 95 percent of the maximum dry density, as determined by ASTM i' 1557.-13uring the wet season or when wet subgrade conditions exist, the initial lift of granular material should be 18 inches in thickness where grades allow and should be compacted by rolling with a smooth-drum roller without use of a dntnt vibrator. LIMITATIONS We have prepared these recommendations for use by PncTrust al:d other members of its design and construction team for the proposed development. The data and recommendations can be used for bidding or estimating purposes, but our co%iclusions and interpretations should not he construed as a warranty of the subsurface corditiens. It should be understood that construction of buildings on uncontrolled fill can be problematic, and may result in significant differential settlements, even after surcharging. Because monitoring of the surcharges was not yet underway at the time of this letter and the design was not finalized, the recommendations contained herein a:-e preliminary. As settlement data becomes available to us, we will revise our recommendations as appropriate. We also recommend that the final design and specifications be reviewed by our firm to see that our ,commendations have been interpreted and implemented as intended. 4 e o E n e i r e e r a File No.2361.017-P36 05/08 15:38 1995 FROM: 1 503 620 5940 TO: 150322.81285 PAGE: 4 05/08/95 18:12 $1 503 820 5940 GEO ENGINEERS — MACKENZIE [A 004 PacTrust March 14, 1995 Page 4 If there are changes in the grades, location, configuration or type of constriction for the buildings,these recommendations may not be applicable. If design changes are made, we regaest that we be retained to review our recommendations and to provide a written modification. The scope of our services does not include services related to construction safety precautions, and our recommendations are r,ot intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule and budget, our services have been executed in ac.:ordance witl►the generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, sbutlld be understood. We appreciate the opportunity to work with you on this project. If you have questions concerning the information provided, please call. PR G l N Zr Yours very truly, 16,073 GeoEngineers, Inc. 01EMN 21.��t1`P � ----�- f?ON Expires 1Ji1F 1 Don Ronde-1,a, P.E. Geotechnical Engineer fr �z . Scott V. Mills, Y.E. Principai DLtt:SVM,Iae Document ID: 2361017p.rec cc: Mr. Dennis Woods Mackenzie Engineering i � � Capyrim aht 1,9- CeoEngineen,Inc.,All riQhu teaerved 1 P L i3 c o F. n c n c c r FJc No.2361-017-p36 0F/15 12:18 1995 FROM: 1 503 820 5940 TO: 15032.281285 PAGE: 1 05/15/95 12:7,1 V1 503 820 5940 GEO ENGINEERS 1Mo01 Geo En&em MEMORANDUM Portland TO: Mackenzie Engineering - Mark Hettum FROM: Don Rondema DATE: May 15, 1995 FELE: 2361-017 S MIECT: Durham Pactmst Site As per our phone conversation the bearing pressure of 1,500 psf giver, in our geotechnical n.port for the sVe is also appropriate to wall loads up to 6.5 kips per foot, which is greater than the 5 kips per foot stated in our report. The implications of the larger wall loads will be that structural fill will likely then need to extend deeper beneath the base of the footing to reach an effective stress value equivalent to that induced by the surcharge. We are currently receiving monitoring information on the surcharges and development time rate consolidation relationships to evaluate when the surcharges can be removed Please give me a call if you have any additional comments or questions. Sine rely, Don Rondema, P.E. i June 27 , 1995 ' CITY OF TIGARD Mackenzie Engineering Inc. OREGON 0690 SW Bancroft St . PO Box 69039 Portland, OR 97201-0039 Re: Pactrust Business Park 15350 SW Sequoia Pkwy. Suite 300 Bldg. #241 �2 Plan Check #5--53C (Site) Dear Sirs : This plan review is based on the 1993 edition of the Oregon Structural Specialty Code and the 1991 edition of the Uniform Fire Code and Fire Code Standards . Please submit the following items �. for review and completion of the site plan review process : SITE 1 . Provide the latest GEO Engineer soils report confirming the site compaction has met their criteria permitting construction over the entire site . � 2 . Provide an analysis of the water quality facility prepared by a licensed hydrologist engineer qualifying its capacity to accept and process the additional storm water from this site. ACCESSIBILITY 1 . When more than one building or facility is located on a site, accessible routes shall be provided between building and facilities . (Section 3103 (a) ] . 2 . Provide an accessible route connecting every building to l'i the public way (Section 3106 (b) 2 ] . ' La . Where an accessible route from the public way crosses or adjoins a vehicular way and where there are no curbs, railings or other elements separating the pedestrian and vehicular areas detectable by a person who has severe vision impairment , the boundary bet,veen the area shall be defined by a marked crossing having a continuous detectable warning area not less than 36" wide (Section 3106 (b) ] . 13125 SW Hall Blvd„ rgard, OR 97223 (503) 639-4171 TDC, (503) 684-2772 ---- June 27 , 1995 Mackenzie Engineering Inc. Page 2 3 . Provide an accessible route between each accessible building entry and all accessible parking stalls and aisles [Section 3106 (b) ] . STRUCTURAL 1 . The allowable area increase for building 190 is limited to 82 . 25% as its 3rd yard is 52 . 9 . Even so it does not limit the proposed design. 2 . Complete the enclosed Soils Special Inspection Foran and return it to this office. Copies of all special inspection reports shall. be filed with this office continually during construction and final, signed reports submitted in accordance with Section 7015 (a) . Please make these corrections and additions to the appropriate pages of the drawings and submit 3 copies of the revised plans . If. you need to discuss any of these requirements , please do not hesitate to call . Sincerely, James Funk Plans Examiner LOGIN\JIM\5-53 PACTRUST BUSINESS CENTER TIGARD, OREGON STORM DRAINAGE CALCULATIONS A. DESIGN PARAMETERS 1 . USE RATIONAL METHOD 2. SITE DRAINAGE DESIGNED ON 10 YEAR STORM 3. INFILTRATION SYSTEM DESIGNED ON 25 AND 100 STORMS 4. RAINFALL, INTENSITY FROM WASHINGTON COUNTY UNIFORM ROAD IMPRO' ZMENT DESIGN STANDARDS. 5. TIME OF CONCENTRATION (5 MIN. MINIMUM) 6. MANNING'S n=0.013 H. CONVEYANCE I . SEE ATTACHED STORM CALCULATION SHEETS AND PIPE KEY MAP FOR RATIONAL METHOD ANALYSIS �'�' D PROFS OINK si�� 15,504 i OREGON \� KOR% EXPIRES: 6/30/95 PACTRUST BUSINESS CENTER TIGARD STORM DRAINAGE CALCULATIONS M,ACKENZIE ENGINEERING INCORPORATED Civil • Structural DESIGNED BY: R. 80ETTCHER Tronsporiation DATE; 4-21-95 0690 S. W. Bancroft Street • P.O. Box 69039 JOE NUMBER: 7.95026 Portland, Oregon 97201-0039 SHEET A OF 17 Phone: (503)224-9560 FAX: (503)228-1285 .v;2pe I, -_I r.T„-'8"a ©MACKENZ,E ENGINEERING INCORPORATED 1995 ALL RIGHTS RESERVED Hydrology.: Peak run off flow rates have been calculated using the rational method. Time of concentration and rainfall intensities are based on the "Washington County Uniform Road Improvement resign Standards". Required storage volumes are also determined using the rational method and based on a 25-year storm event. Infiltration during storm events is neglected fir storage calculations. The peak flow for the three combined s:ies is 43.95 CFS, and the required storage is 24,788 Cr=. An elevation vs. storage volume summery has been included in the calculations. An assumed high water elevation of 147.00 was used to calculate basin capacity of 49,000 CF. An additional calculation was made based on a 100-year storm event. The combined site peak flow rate was fo,!nd to be 58.39 CFS, and the required storage for this event was found to be 32,932 i, r' of storage. Clearly both storms can be contained within the boundaries of the infiltration basin. Therefore, no storm outlets will be required. A sketch of the infiltration basin has been included within the calculations sheet No. 14 of 17. This sketch depicts proposed adjustments to the ex sting basin area. For a complete detail of the required improvements, see the site development plans. The existing topography and soils conditions of this "natural" infiltration basin provide ideal containment with minimal modifications to existing conditions. Infiltration Basin: Based on information found in ine "Storm Water Narrative" provided by Harper Righellis, li ic dated November 21, 1991, (see attached copy), it has been assumed that soils types, classifications and infiltration rates have not changed. These are assumed to be soils classification Group B, and an infiltration rate in the range of 0.6 inches/hour to 2.00 inches/hour Water Quality Based on "Surface Water Quality Facilities Technical Guidance Handbook", dated August 1091, we nave determined that the infiltration basin will provide treatment for removal of the required 65% of;phosphorous from the combined sites. The combined catchment ;atio for all sites is 0.69% assUming an infiltration rate of 0.5 feet/hour. From Figure II-1, the infiltration basin is projected to treat 69% of the combined flow. 019"4\295026 21nt.jb was CA 411; Al cloll cavlo Er pg C4 (A 02 11 �(A#,123 12- 5 Iv 14 I" I 17 It CAN'T CA t L CA i1 5 CA By 1-,PC IF Ic DATE —1/1 (1 /—r,(- I MACKENZIE ENGINEERING INCORPORATED JOR NO.– CIVIL - STRUCTURAL 0 SURVEYING - -I HANSPORTATION 0690 SW BANCROFT STREET * Po BOX 61039 SHT, ---L—OF- 1-7 PORTLAND, OREGON 97201-0039 o (503) 224-9560 0 FAX(503)228-1285 MACKENZIE ENGINEERING INCORPORATED INS ALL RIGHTS RESERVED MACKENZIE/SAITO & ASSOCIATES, P.C. ARCHI 1 k_C-;I URE • PLANNING • IN 1 ERIOR DESIGN 0690 SW BANCROFT STREET • PO BOX 69039 PORTLAND OREGON 97201-0039 • (503)224.95/0 • FAX(503)226-1285 Junc 29, 1995 City of Tigard Attention: Jim Funk, Plans Examiner 13125 SW Hall Boulevard Tigard,OR 97223-8199 RE: Plan Check Items fo► #5-53C Site PacTrust Business Center Project Number 295112 Dear Jim: Following is information related to the plan check for the subject project. Site 1. Item complete. 2. Copy attached. Accgmibil 1. & 2. One or more buildings on-site with handicapped accessible routes between the buildings [Sections 3103(a)and 3105(b)l A. Section 3101d Modifications: Where full compliance is technically not feasible due to unique characteristic3 of the terrain,the building official may grant modifications. See Section 106 for further informr.tion. This arca of concern was addressed with a building official early in the design phases of the project and element.were included as part of the site development review and the documents submitted for building permit. The following information is a review of the project: I) The site has been leveled as much as possible to provide accessibility, including a 17-foot cut along the west and lowering of Building 190 to I I feet below SW 72nd Avenue to provide on- grade street access to SW Durham. Although the extent of the cutting is considerable, it was not possible to provide pedestrian circulation around the entire s 'c without encountering steeper grades than allowed. As an alternative to this,and due to the industrial nature of the project,we have provided grade access and additional handicapped accessible parking spaces 1 at all proposed entries. Also,where practical,pedestrian access was provided to the public walk m,;tcm for Building 186, 189, and 190. B. Detectable Warning at Accessible.Routes at Crossings(3103B, 3909(P),and Fig. 42): Detectable warnings have been provided at all sloped walk areas as they enter the crossing area. See Detail 7/SD5 referenced by Keynote I 1 on Sheet SDI. F:\W PDAI'A\95-06\95112\291,1.SK 1 Jim Funk Project Number 295 i 12 June 29, 1995 Page 2 3. Provide Accessible Route from Entry to Parking: As noted earlier,additional accessible parking spaces beyond the number required have been provided to ensure that handicapped accessible parking will be available at every proposed entry. Structural 1. Allowable Area for Building 190 and the 52.9-Foot Yard A. Note that Building 190 has three(3)full 60-foot yards(north,cast,and west with a partial yard on the fourth side'. With three(3) full yards,a 100%increase is allowed. 2. Soils Special Inspection Form is attached. If you agree with the above comments,modification to the existing plans now in your possession will not be required. Please review the enclosed information and contact me if you need additional items. We look forward to expediting this permit process as weather and soils conditions have improved and allow for immediate construction to proceed. Sincerely, Dennis R. Woods DRW'sk c: Ken Grimes- PacTrust f f I FAW PDH rA\95.06\95112\29LI.SK MEMORANDUM CITY OF TIGARD, OREGON TO : City of Tigard Finance Department FROM: Jim Duckett , Development Services Technician DATE : August 2, 1995 SUBJECT: Receipt number 95-268382 Dated 07/21/95 SIT95-0014 7000 SW Durham In reference to the above mentioned receipt, please be aware the payee is due a refund for the whole amount of the water quantity fee . The water quantity fee should not have been assessed as appropriate documentation is on file indicating the on-site water treatment facility will accommodate all flows from the site . Please prepare a chF,ck in the amount of $16 , 700 . 00 and forward to Pacific Realty Associates at your earliest convenience . Thanking you in advance, cc : Pacific Realty Associates - Leon Hartvickson MacKenzie Saito - Dennis Woods CITY OF TIGA Ra SITE WORK C. 0 rMm F TIMRD PU R I T COMMUNITY DEVELOPMENT DEPARTMENT V'ERml"r # 13125 SW.-WI Blvd. P.O.Box 23397,Tomid,Oregon 97223(503)6304175 UHIL a I rE ADDRF--SS. . . 07000 SW DURHAM RD PARCEL: C-L'5113AC-00101-2) SUBD I V 19 1 JN. . . . : COUNCIL VIEW ACRES #2 & 1 ZONING: I--[., BLOCK. . . . . . . . . . LOT. . . . . . . . . .. . . . :24 TYPE OF WORK.-NEW PAVING?. . . . . . . . . :N RESO. NO. : C'.XrN VOLUME. :25000 Cy GRAD I NG'?. . . . . . . . :Y VALUE. . . $ : L-ILL VOLUME. :25000 Cy LANDSCAPING?. . . . -N F:.NG FILL". . . . . . ;Y GITE PREP?. . . . . . ..Y -SOILS RPT REQD?:Y STORM DRAINS?. . . :Y IMPERV SURFACE. . : sf '�emarks : Pt-eliminat'y site gt'ading and installation of area dr•.Ain for spring. No wo-,,k to be done in Di-rt-ham Road Extension. 25, 000 ci-t yd of fill.. FEES 6"'ACIFIC REALTY TRus*r type a m^4 49,(.rj by date t-ecpt t5115 SW SEQUOIA PARKWAY P,Rm-r s evv SCR 09/05/91 0 PLEK * 60. 00 FICR 09/05/91 0 TIGARD OR 97224 5PCT $ .4-r-9-6-r :A C R 09/05/91 0 1:1t1one #: 6E'4­6300 RU TAN CONSTRUCT Tntm 11092 SW ALLEN BLVD BEAVERTON OR 97005 'hone It: 643-3737 340. 93 TOTAL 4121085 REQUIRED INSPECTIONS This persit is issued subJect to the regulations contained in the Eros iun Contt,ol Tigard Municipal Code, State of Ore. Specialty Codes and all other Fill Inspection applici%ble laws, 0:1 work will be done in accordance with Cvv,adinq I n s p approved plans. This pervit will mire if work is not started Str-m Dr-ain Insp within 18O days of issuance, or if work is suspended for sere Final Inspection than 18@ days, "rIfflittee Siqna t ..... By : CAll for, inspection 639-4175 WASHINGTON COUNTY, OREGON RECE!VE! 3 SEP 12 1991 Pac T rust I Mby I H04 September 10, 1991 Dick Buono, Vice President ParTruet, Inc. 15118 aw sequoia Parkway, Suite 200 Portland, OR 97224 Dear Mr. Huonot As requested by Mike Maloney, L have checked on the res;uLrements for erosion control at the Durham Site. Since this in a closed drainage area, the current work is not sulA ect to the requirements of the Washington County Erosion Control Plan. As tong as the runoff from your current work is flowing into the pond on the Durham Property, erosion control. will not be required. If for some reason, the runoff will be leaving the Durham Property and will be flowing into the Tualatin River watershed, the requirements of the Erosion Control Plan will govern. Additionally, we would appreciate your efforts in seeing that the construction related traffic does not track dirt, mud and debris onto the adjacent streets. Please give me a call at 681-7022 if you have any Additional questLona. sincerely, Gregory H. c:lemmons, P.E. Operations Engl.neer CHCiijw cr Mike Maloney e/file [r-'��• �b-yv. ��. R� ✓tom Dapartmt!nt of t and Use 3 Transporlation. Operatlon, and Maintenance DIvl%on 2470 SOLjlhpast River Road Hillsboro, Oregon 97123 Phone 503!681-7037 CI'T'Y OF TIGARD uiuswfi.uBwe. PLNCK/F:ECT # 11' [lox 23397 ('01NIMUNI'IYI)EYELOPMENTDEPARTMEN'T TiptAOregm9721J t�FRMIT # (50')6""'171 DATE ISSUED JOB ADDRESS: TAX MAP/LOT 25/-i3 I-,;IC zz SUB: LOT: LAND USE: VALUATION: OWNER SPECIAL NOTES. NAME: _ is ��f�,g` 7 s r REISSUE OF: _ ADDRESS: LAST REISSUE: FLOOD PLAIN/ PHONE: SENSITIVE LAND: CONTRACTOR APPROVALS REQUIRED NAME: r� .w ^,..i��r PLANNING: ADDRESS: ENGINEERING: FIRE DEPT: PHONE: OTHER: ,;ONTR. BOARD #: EXP DATE: ITEMS REQUIRED SUBCONTRACTORS: PLUMB: N LIST/SUBCONTRACTORS: _ MECH: BUS TAX: ARCH/ENGINEER / CALCULATIONS: NAME: TRUSS DETAILS: _ ADDRESS: OTHER: PHONE: PROPOSED BLDG. USE: nor�, . •r,. ��.0 c� ,. /- t ...mac. ��ic 4� COMMENTS: APPLICANT SIGNATURE Received By: ,__ _ ___ �� _ Datr Received: PERMIT # ACCT # DESCRIPTION AMOUNT AMOUNT PG. BAL. GUE 10-432 00 Building Permit Fees 10-431 00 Plumbing Permit Fees - 10-431 01 Mechanical Permit Fees 10-230 01 State Building Tax (5%) y! Buildirg — Plumbing Mechanical 10-433 00 Plans Check Fee Building _ Plumbing _ Mechanical 10-230 06 Fire 30- 202 00 Sewer Connection 30-444 00 Sewer Inspection 25-448-02 Commercial TIF Fees 25-448-04 Industrial TIF Fees 25-448-06 Institutional TIF Fees 25-448-03 Office TIF Fees 25-448-01 Residential Traffic Fees 25-448-05 Mass Transit TIF Fees 52-449 00 Parks System Dev Charge (PDC) 31-450 00 storm Drainage Syst Dev Chrg (SSDC) 24-445-01 Water Quality (Fee in lieu of) V_ 24-445-02 Water Quantity (Fee in lieu of) TOTAL 9s nm/3587P.WPV CITY OF TIGARD September 5, 1991 OREGON Mr. Anthony Righellis Harper Righellis, Inc. 6720 SW Macadam Ave, Suite 280 Portland, Or 97219 Re: Preliminary Site Grading, WCTM 2S113AC, Tax Lot 100 Dear Mr. Righellis, The plans for the preliminary site grading at the above referenced property have been reviewed, and are approved subject to the following: o All erosion control barriers shall be installed and inspected prior to the start of any grading work. o All points of egress from the site shall be provided with a gravel construction driveway. (please see attached diagram) . o No work shall extend beyond the "Grading Limits" as noted on the plans. o The "French Drain" shall be connected to the drain under the proposed Durham Rd extension upon availabili-ty. o Compaction test results shall. be submitted to the Building Divisio;i for all fill. o An inspection of the "French Drain" shall be obtained prior to backfilling. If you have any questions, please call me at 639-4171. Sincerely Brad Roast Building Official. f 13125 SVS'Hall Blvd,P.O.Box 23397,Tigard,Oregon 97223 (503)639-4171 --------- - 503)639-4171 __—_