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Report 1., 0 003 8.5 LF PVC 6i l' RECEDED S CO 3034 r.11 46.47% 60" CONTROL MH 2 —CART. CB RIM=224.38 RIM= 224.67 JUL 2 9 2008 RIM 224.66 IE IN= 221.47 IE =2 1E I 17.40 IE ouT= 221.37 CITY OFTIGARD E ! 717.40 BUILDING DIVISION 1111111111 3 ' N: ....37, C : - a' - ` ' : : ^ 1 . 4 9 I , 1 ■ " ;"'po A ,4 rt - . - ' ' - � e°'` Z, �: I, ts...,, .r ■t: ms's ru.,. r,,c, ■.L -'!. ■. x s.a,:; ;. -' „'r �/ w r It": - ' Sk:III {''t.'ll' s;. .. , 1 r J/ ' \ Ir.1111? (2) 48 CMP PIP 04 ® 'b" 1 � � \ f . � : 7 fj tit �x J a q� . f � : r , . � � � J ;1,, }' �� ¢ M �� Y ' Kxi ' r a �u } ' 1 7�' g- ' s � - n 7 rt k ' 1 r S7- 9x�` S m !T ,e .. -alp ', tl : r" t Vi ?. $ > 1 t;,? U ' I4 rl - °. 7LF 6"D1 CL.5 \ % ii t .' .• _ 30" ACCESS PORTS • . — --- -- :mow 4 73LF 6 DI CL_52 � . AW.Trai 54.5LF- .6"ABS 01 % -- • ' IE= 217.40 CLEANOUT �. P.., RIM=-±226 111 '' 0 • '` IE= 223.10 ti NDS CHANNEL DRAIN (LIGHT VEHICULAR) IE= 217.62 �i_ RIM = 223.60 O 4 "SAN.LAT. E CLEANOUT — ®29�+ AI N_ u RIM= 224.55 + / • ' --- - - -- �• "' IE= 221.00 �-�Q' A ■ k ,e : , .s:', CURB PRO�� 1 1 1 2 WM �•k S I i , 0 ' i, /i ' NORTH V # 7 . ,, �`: UTIL PLAN 3 ti;~ - , SCALE 9' m 20' ;, 1t ;;: . q n ' WATER NOTES: l EXPIRES: 6/30 j I 0. NOT USED O6 INSTALL FIRE HYDRANT NOTE: (TVWD STD.DWG. 101) 10 3" ABS ® 2.0 %(MIN.) O INSTALL 6 "DCVA 02 4" PVC 3034 SAN_LAT (DAC STD.DWG. BF105) O FDC TO BE INSTALLED (SEE SHEET R2.0) O ® BUILDING (SEE PLUMBING PLAN) 3 NOT USED PER FIRE MARSHAL 18" OFF BACK OF SW 03 NDS CHANNEL DRAIN AND CITY (SEE PLUMBING PLAN) O INSTALL 6 "DI WATERLINE OO INSTALL 1" CARV ASSEMBLY PER TVWD STD.DWG. 601 • INSTALL 6"DI WATERLINE 52 LF D.I. CL. 52 UTILITY PLAN BY Nws DATE ®5 ®5 3 tir x � g afghan associates, inc. CHK BY 04 I_ 1 DATE 05/22/08 ENGINEERING JOB NO A05011.11 4875 SW Griffith Drive 1 Suite 300 1 13eaverlorx. OR 1 97005 503.620.3030 tat 1 503.620.5539 fax 1 casavastangeorn SHEET 1 OF 1 Cwc6) OCI 2001 West Coast Geotech Inc. iu Pap CI l �� Geotechnical Consultants April 11, 2007 BUILD W -2355 Eric Gambee Construction, Inc. OFFICE COPY P.O. Box 13354 Portland, Oregon Attn: Mr. Eric Gambee t 1 C °8 2O E-4P Principal City of Tigard GEOTECHNICAL REPORT Ba li 'rived Plans MIRAGE STORAGE AQ . Date IS C9 TIGARD, OREGON t? OP 2 C 0 �� _ 7 Gentlemen: �� zzo- - cJ 33 In general accordance with our proposal of February 26, 2007, and your authorization of February 27, 2007, West Coast Geotech, Inc., has completed a geotechnical investigation at the above - referenced location and prepared this letter report that provides our geotechnical recommendations with regards to foundation design and grading operations for this project. Our letter -report also includes consideration for slope stability concerns as well. This report was prepared for your use in the design of the subject facility and should be made available to potential contractors and/or the Contractor for information on factual data only, i.e., field test pit logs and samples, if any are taken. This report should not be used for contractual purposes or as a warranty of interpreted subsurface conditions such as those indicated by the formal test pit logs and /or discussion of subsurface conditions contained herein. SITE AND PROJECT DESCRIPTIONS Based on our review of the Grading and Erosion Control Plan, received March 5, 2007, by mail, the proposed project consists of the design/build of a new three story mini storage structure located near the intersection of Highway 99 and Hwy 217 at SW Warner Drive in Tigard, Oregon (see Figure 1, General Site Location). The property appears to vacant, more or less, with scattered trees and overgrown grass. Based on our conversation with Mr. Eric Gambee on March 2, 2007, we understand that the property may have been used as a staging area for construction at Highway 217 at some time in the past. 19093 South Beavercreek Road, #339 OFFICE (503)632 -2316 A Eric Gambee Construction April 11, 2007 Page 2 The ground surface at the proposed building area generally slopes downhill from an approximate elevation of +230 feet, more or less, at the north property line, to the south property line at an approximate elevation of +220 feet, more or less, for an approximate interpolated slope of 8 percent, more or less. A slope is present off the property that generally runs downhill from an approximate elevation of +220 to +230 feet, more or less, at the east property line, to an approximate elevation of +207 feet, more or less, at Highway 217 for an approximate overall average downhill slope of 25 to 35 percent, more or less, based on our interpolation of the topographic survey map that you provided for our use. Based on our current understanding of the building site, the storage floors are anticipated to consist of a concrete slab -on- grade. Continuous wall perimeter footings /thickened interior slabs are planned. Based on our experience of similar projects, the preliminary structural loads are anticipated to be on the order of about 3 to 4 kips per lineal foot for the perimeter wall footing /interior thickened slabs and around 180 kips, maximum, for isolated columns, if any. Later, in the design process, if the structural loads are determined to be significantly different, we recommend that we be allowed to review our recommendations. The cuts /fills for this project appear to be minimal, say 1 to 3 feet, more or less. We assume that all the stormwater flow will be channeled off of the impervious surfaces such as roofs in an approved, appropriate way to the regional stormwater system to the satisfaction of the local governing agency. FIELD EXPLORATIONS The field exploration program for this geotechnical study generally consisted of 8 test pits that were excavated on March 2, 2007. These test pits are shown at their approximate locations on the Test Pit Location Sketch, Figure 2, which was taken, in part, from a Preliminary Site Plan that you provided for our use. Do not use Figure 2 for any scaling of measurements. The test pits, designated TP -1 through TP -11, were excavated to 7 to 8 -foot depths using a small trackhoe that was provided at no cost to West Coast Geotech, Inc.. A West Coast Geotech, Inc., Technician was present throughout the explorations to observe the excavations and prepare descriptive logs of the test pits. After the test pits were logged, the backhoe operator backfilled the test pits with the excavated material. No compaction of the backfill was conducted. During construction, if these test pits are found to be located in pavement and/or building areas, we recommend that the backfill be completely replaced with engineered fill that is satisfactorily placed, compacted and tested in lifts. Eric Gam bee Construction April 1 1 , 2007 Page 3 Summary test pit logs are presented in Figures 3 through 6. Soil descriptions and interfaces on the logs are interpretive, and actual changes may be gradual. The subsurface soils between test pits may also be different than what is shown on the test pit logs. The locations of the test pits, as shown on Figure 2, are also approximate and based on our pacing measurements from nearby reference points. No elevations were taken at the test pits. Strength or consolidation tests were not conducted for this project nor were any such sophisticated tests determined to be necessary at this time. Such sophisticated tests generally require undisturbed soils that are obtained using a drill rig to investigate the soils; not by excavating test pits. SUBSURFACE INTERPRETATION The analyses, conclusions and recommendations contained in this report are based on site conditions as they presently exist and assume the exploratory test pits are representative of the subsurface conditions throughout the site. If, during construction, subsurface conditions different from those encountered in the exploratory test pits are observed or appear to be present beneath excavations, we should be advised at once so that we may review these conditions and reconsider our recommendations where necessary. Topsoil. Based on our observation at the site, the surficial topsoil layer generally appears to range from 10 to 12 inches thick, more or less, at our test pits. Existing Fill. Based on our test pits, the property does appear to have some existing surficial fill. The surficial fill as observed at Test Pits TP -1 and TP -2 generally appears to consist of a loose, rust orange to brown silty clay with some embedded organics overlying a 12" buried topsoil layer. The fill and buried topsoil layers appear to be about two to three feet thick, more or less, at our test pits. This fill thickness may vary and may be thicker in other areas of the project not disclosed by our test pits. If the property was used as staging area during previous construction, it is likely that random areas of the site may have received some non - engineered fill not disclosed by our test pits. Please remember that the actual area covered by the test pits generally represents only a small fraction of the total area of the project site. Eric Gambee Construction April 11, 2007 Page 4 We believe that the entire existing surficial fill should be classified as non - engineered fill. As such, the existing surficial fill should not be considered to be suitable for the satisfactory support of the foundations, roads, slabs, driveways and other "structural areas ". Removal and replacement with engineered fill is strongly recommended. Native Inorganic Soils. As evidenced by our field exploration program, the inorganic soils beneath the existing surficial fill /topsoil layers generally consist of a medium stiff, rust orange to brown silty clay to clayey silt with some gray mottling. This layer was observed to the bottoms of our test pits. Groundwater. Groundwater was not observed on the day of our field exploration; However, groundwater, if any, from springs and perched water tables, if any, will fluctuate with time and should be anticipated to be at the highest level in late winter or spring when rain storms are frequent and at the lowest level in late summer or fall when rain storms are usually less frequent. GEOTECHNICAL DESIGN RECOMMENDATIONS Soil Survey of Washington County Area, Oregon (USDA Soil Conservation Service) Based on our review of the Web Soil Survey Report, the native soil category is generally mapped at this development as follows: • Quatama Silt Loam (37B; 3 to 7 percent slopes, more or less) According to the USDA Soil Conservation Service, the Quatama series soils are generally characterized as deep moderately - drained soil on old terraces. For house construction, wetness is listed as the primary issues to contend with regards to this soil category. Geotechnical Recommendations Foundation Design Footings. Based on our exploration program and our understanding of the proposed development, we are providing the following recommendations in relation to footing design: • The footings may be designed using an allowable bearing pressure of 2,000 pounds per square foot provided the footings are founded on the firm, approved native brown silty clay below any topsoil/buried topsoil and existing non- Eric Gambee Construction April 11, 2007 Page 5 engineered fill, if any such unsuitable soil/fill are present at the building sites after stripping. • As an alternative, the footings may also be founded on a minimum of 4 -feet of crushed rock engineered fill that is placed on the firm, approved native brown silty clay soil below any surficial fill and existing organic topsoil layers, if any. For this situation, the allowable bearing pressure may be increased to 3,000 pounds per square foot.. When sizing footings for seismic considerations, the allowable bearing pressure may be increased by 30 percent. Based on our review of the current International Building Code, we recommend Site Class "D ". Based on our interpolation of the USGS web site (Seismic Design Code Evaluation Menu for the 2003 IBC using an approximate interpolated latitude of 45.5006 degrees and an approximate interpolated longitude of 122.5685 degrees), we recommend the following Code values for your consideration: • Ss = 0.947g • S1= 0.34g • Fa= 1.121 • Fv= 1.72 The current Building Code may be used to determine the minimum widths and depths of embedment for continuous wall footings /thickened slabs and column footings, in our opinion. Minimum footing size may be typically about 24 inches, in width, more or less, for commercial type buildings. Minimum depth of embedment is usually 24 inches deep (below lowest adjacent grade elevation), more or less, for perimeter footings and about 8 inches deep, more or less, for interior footings. Footing excavations should be evaluated (by the Geotechnical Engineer, in our opinion) to confirm suitable bearing conditions and to determine that all topsoil, loose materials, organics and unsuitable soil or fill, if any, have been removed. If such unsuitable materials are encountered at footing locations, we recommend that the unsuitable material be removed. If you desire to raise the footing grade after excavation, the engineered fill should be placed according to our recommendations shown by Figure 7. Footing Settlement. Based on our knowledge of the project and our settlement analysis, total footing settlement is estimated to be, approximately, 1 inch, more or less. Our settlement estimate assumes that no disturbance to the foundation soils will be permitted during excavation Eric Gambee Construction April 11, 2007 Page 6 and construction. We recommend that the footing excavations be conducted using a smooth - bucket backhoe. All loose subgrade soils and unsuitable fills should be removed. Alternatively, the exposed subgrade, if suitable and approved by the Geotechnical Engineer, beneath footings should be compacted to a dry density of at least 95 percent of the modified Proctor maximum dry density (AASHTO T -180). For additional new cuts and fills that exceed 2 to 3 feet, we recommend that we be allowed to consider settlements due to large areal Load in more detail. We will probably recommend that large fill areas be completed quickly and early in construction grading period so as to preload the native soils and cause a good portion of the settlement to occur in advance of footing construction. We recommend a preloading period of 3 to 4 weeks between the completion of the fill and the construction of footing forms, otherwise, the settlement may be greater than the settlement estimated for footing construction alone. Floor Slabs. All non - basement floor slabs -on- grade, if any, should be founded on a minimum 6- inch layer of free- draining, well - graded sand and gravel or crushed rock with a maximum particle size of % to 1-1/2 inches and containing not more than 5 percent passing the No. 200 sieve (based on a wet sieve analysis). All underslab granular materials should be compacted to a dry density of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557), or as approved by the Geotechnical Engineer. A moisture vapor barrier /retarder is also recommended for your consideration as additional protection beneath the slab (especially in heated areas). Concrete slabs should be designed assuming an effective modulus of subgrade reaction, k, of 50 pounds per square inch per inch for fine - grained soils typical to the surface of the site. This recommendation also assumes that a 6 -inch layer of compacted aggregate base be placed beneath the concrete slab and all unsuitable soils /fills have been completely removed and replaced with engineered fills.. Perimeter footing drains and /or underslab drains should be considered especially if a concrete slab is incorporated into the design. We recommend that the drainage issue be considered again after the grading plan is complete. Slab underdrains beneath concrete slabs, if any, may need to be considered depending upon the depths of cuts /final grades. The area may experience high perched water tables, on occasion depending upon the rainfall, and concrete slabs may become moist due to the capillary rise of the water from these high perched water tables. Slab underdrains and clean aggregate base material Eric Gambee Construction April 11, 2007 Page 7 beneath the slab (say, 2 percent passing the No. 200 sieve) are often used to attempt to break the capillary rise of water to the underside of the slab. The slab underdrains also provide a means of capturing and transported free water away from the slab as well. Retaining Walls. At the present time, basement walls and retaining walls are assumed not to be present for this project. Later, in the design process, if such walls are found to be present, we recommend that we be allowed to provide additional geotechnical design recommendations at that time. Grading Operations Subgrade Preparation. The subgrade preparation should include the stripping and removal of all surficial organic soil (sod, topsoil, duff) and unsuitable fill and unsuitable native soil, if any, from the new footing areas, if any is present, as determined by the Geotechnical Engineer. Any additional soft or disturbed areas that are detected should be removed and backfilled with engineered fill. After excavation to reasonably level, required subgrade elevation, the building and pavement areas should be proof - rolled with a loaded dump truck or similar vehicle in the presence of the Geotechnical Engineer. The removal of tree stumps /root balls is also likely to cause disturbance to the subgrade soils. Any soft or disturbed areas that are detected by the proof - rolling should be removed and backfilled with engineered fill. The actual amount of material to be excavated may need to be determined in the field, and we recommend that the specifications, if any are written, include a unit cost bid item for any over excavation beyond that normally required by contract. Construction operations may need to be modified to minimize site disturbance especially during wet weather conditions when soil moistures are above optimum moisture content such that pumping or rutting of the subgrade is observed by the Owner's representative. Any disturbed soil shall either be compacted to acceptable standards or removed and replaced with engineered fill. Due to the nature of the underlying soils, we recommend that the site work be conducted during the normal summer /fall construction season when subgrade and fill moisture contents are typically at their lowest and extended periods of dry, warm weather are usually common. If construction cannot be conducted during the normal summer /fall construction season and if pumping /rutting due to construction traffic begins to occur as observed by the Owner's representative, the subgrade should be protected and additional costs should be anticipated. Wet weather grading is usually more expensive than dry summer grading. Wet weather grading generally requires more subgrade excavation and subgrade protection. Wet weather generally Eric Gambee Construction April 11, 2007 Page 8 limits the type of fill material to non - moisture sensitive type fill material such as clean, granular imported fill material such as crushed rock. More soil may need to be hauled off the site instead of being used for fill material. Engineered Fill. We recommend that a clean (not more than 5 percent passing the No. 200 sieve based on a wet sieve analysis) reasonably well - graded crushed rock be used for any new engineered fill beneath footings, if new engineered fill is necessary. Engineered fills within the building area should be placed in about 9 to 12 -inch loose lifts for areas that are compacted with large self - propelled rollers or "hoe- packs ", and should be compacted to a dry density of at least 95 percent of the modified Proctor maximum dry density (ASTM D1557) or as approved by the Geotechnical Engineer. The size of the lifts and the number of passes of the compactor may need to be modified (decreased) by the Contractor to achieve the desired results using the equipment selected especially if small vibrating plates and jumping jack type compactors are used. The engineered fill should be placed in horizontal lifts commencing on a relatively level, approved subgrade surface. Cut and Fill Slopes. All permanent cut and fill slopes, if any, should be groomed to slopes no steeper than 2 Horizontal (H): 1 Vertical (V) for stability purposes. Flatter slopes may be necessary for ground cover and maintenance operations. The engineered fill should extend out horizontally from the edge of the footing for at least 5 feet before sloping down to existing ground contours. Existing slopes should be benched prior to the placement of the first lift of fill in order to increase stability. Depending upon the amount of new fill, "keyways" at the toe of new fill slopes may also be needed to be constructed in order to "buttress" the fill placed on the property. We recommend that we be called out early in the construction process to develop a plan to properly bench and fill area. Because of safety considerations and the nature of temporary excavations, the Excavator should be responsible for maintaining safe cut excavations and supports, and shall also conduct his work in such a manner that the slope is not de- stabilized by his excavations. Existing foundations /slabs/boulder walls designated to remain should also be protected by the Contractor during his work. We recommend that the Excavator incorporate all pertinent safety codes during construction including the latest edition of the OR -OSHA Standards for Construction Industry (Type C Soil). This classification should be verified during excavation by a "competent person" as defined by OR -OSHA. Eric Gambee Construction April 11, 2007 Page 9 All exposed final slope grades shall be sufficiently revegetated as soon as possible in conformance to the requirements of the local jurisdiction. Underground Fuel Tanks. Underground fuel tanks, if any are known to be present or are found during excavation, should be removed in accordance with Oregon Department of Environmental Quality requirements and backfilled with engineered fill. ADDITIONAL NOTE FOR YOUR CONSIDERATION A successful project does not just start and stop with the submittal of a geotechnical report. You should think of geotechnical engineering /testing services as a process which starts with the geotechnical report and ends with the satisfactory construction of foundations, slabs and pavements. Therefore, site visits during construction (on a part-time, as- called basis unless full- time observation is recommended for specific, specialized conditions) by the Geotechnical Engineer are strongly advised to confirm/verify compliance /subsurface conditions with the geotechnical report. LIMITATIONS It is recommended that close quality control be exercised during the preparation and construction of building foundations, subgrade preparation and placement of fill. We strongly recommend that site visits be conducted by the Geotechnical Engineer on a part-time, as- called basis, to observe the condition of the subgrade preparation of the building site and footing excavations. We also recommend that we be retained to test the engineered fill. Otherwise, without the site visits as recommended, our design may be invalid and /or we may not be able to write a final letter that addresses the Excavator's compliance with our recommendations. Fills and base sections should be observed and tested by a qualified representative of the Owner (preferably, the Geotechnical Engineer). If there is a substantial lapse of time between the submission of this report and the start of work at the site, if conditions have changed due to natural causes of construction operations at or adjacent to the site, or if the basic project scheme is significantly modified from that assumed, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. Eric Gambee Construction April 11, 2007 Page 10 Unanticipated soil conditions are commonly encountered and cannot be fully determined by merely by conducting two borings. Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project. Therefore, a contingency fund is recommended to accommodate such potential extra cost. Be advised that the Local Governing Agency may sometimes require additional geotechnical or other studies in order to approve the project as part of the permitting /planning process. Our Geotechnical Report does not guarantee that the project will be approved by the Local Governing Agency without these additional studies, if required by the Local Governing Agency, being performed. Expenses incurred in reliance upon our Report prior to final approval of the Local Governing Agency are the exclusive responsibility of the Owner. In no event shall West Coast Geotech, Inc., be responsible for any delays in approval which are not exclusively caused by West Coast Geotech, Inc.. We trust that this letter report is sufficient to meet your current needs. If you have any questions, please call at your convenience. Sincerely, PROfb WEST COAST GEOTECH, INC. w 14278PE /�/�/� OREGON By I ► I . s 'f �e, 2 Nq° Q • Michael F. 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F•__ . . o 4 : oe �33T "�i`V ►r♦,� 227 _ 227 TP 1 1 42 4 4 ,..�{ 2- ^CA C8 \ ' 7 54T I' 2 L� 227 UO :: 1..ZutN.. u : 2 24q94TC N. ` RIM 22478 Y ,1►1 t n 2494AC 5 227.601 227.•OTOO 115 04T , I I 25.14 227.60 a ?i 41 rpl;rp.: PS . zia '12';'6 1 F —�. 1 �_ 54' FF =227.60 • j 7J ' 227.60 ONIER{i11. 227 E TP -8 III TP -2 P I j ` i ` G.. TP -7 1 I 1 I TETT 1. ' t �4� Ii TP- 3 E TP-6 LEGEND % 1 TP -1 IE TEST PIT NUMBER AND I r APPROXIMATE LOCATION ' 40 0 40 80 feet - • ! 2% I . I APPROXIMATE SCALE 1" = 40 FEET N 6 TP-5 `: - _ I TP-4 ilk M IRAGE STORAGE ��.:— Tigard, Oregon Il, TEST PIT LOCATION IT SKETCH Notes: Test Pit Location Sketch taken, in part, from the April, 2007 W -2355 Grading and Erosion Control Plan, provided for our use, by the client. WEST COAST GEOTECH, Geotechnical Consultants FIG. 2 Oregon City, Oregon TP -1 Elev. n.a. (Approx. Topsoil Layer 12 ") TP -2 Elev. n.a. (Approx. Topsoil Layer 12 ") 0 0 CLAYEY FILL - Loose, rust orange to CLAYEY FILL - Loose, rust orange to brown, silty, some embedded organics, brown, silty, some embedded organics, buried 12" topsoil layer, moist to wet buried 12" topsoil layer, moist to wet 2 W 2 H W 2.5 w LL- 3 SILTY CLAY TO CLAYEY SILT - U- SILTY CLAY TO CLAYEY SILT - Medium stiff, rust orange to brown with Medium stiff, rust orange to brown with some mottled gray, moist to wet Z 4 some mottled gray, Moist to wet 4 Z a 6 Q. w 6 a L U w 8 8 No Groundwater Seepage Observed 8 No Groundwater Seepage Observed (Completed 3/2/07) 8 (Completed 3/2/07) LEGEND NOTES MIRAGE STORAGE 1. SOIL DESCRIPTIONS AND Tigard, Oregon B BAG SAMPLE AND NUMBER INTERFACES ARE INTERPRETIVE AND ACTUAL CHANGES MAY BE LOGS OF TEST PITS (## %) WATER CONTENT GRADUAL. TP -1 TO TP -2 T TUBE SAMPLE AND NUMBER 2. WATER LEVEL, IF ANY, IS FOR DATE SHOWN AND MAY VARY WITH TIME April, 2007 W -2355 AND YEAR. WEST COAST GEOTECH, INC. Geotechnical Consultants FIG. 3 Oregon City, Oregon TP -3 Elev. n.a. (Approx. Topsoil Layer 10 ") TP-4 Elev. n.a. (Approx. Topsoil Layer 12 ") 0 0 SILTY CLAY TO CLAYEY SILT - SILTY CLAY TO CLAYEY SILT - Medium stiff, rust orange to brown with Medium stiff, rust orange to brown with some gray mottling, moist to wet some gray mottling, moist to wet 2 I j 2 H w W LL Z 4 4 Z 1 _ a g 6 No Groundwater Seepage Observed 6 F- W (Completed 3/2/07) W 0 7 No Groundwater Seepage Observed (Completed 3/2/07) 8 8 LEGEND NOTES MIRAGE STORAGE 1. SOIL DESCRIPTIONS AND Tigard, Oregon B BAG SAMPLE AND NUMBER INTERFACES ARE INTERPRETIVE AND ACTUAL CHANGES MAY BE LOGS OF TEST PITS (## %) WATER CONTENT GRADUAL. TP -3 TO TP-4 T TUBE SAMPLE AND NUMBER 2. WATER LEVEL, IF ANY, IS FOR DATE SHOWN AND MAY VARY WITH TIME April, 2007 W -2355 AND YEAR. WEST COAST GEOTECH, INC. Geotechnical Consultants FIG_ 4 Oregon City, Oregon COMPACTED COMPACTED FILL FILL 1 1 2 2 COMPACTED FILL NATIVE SOIL MIRAGE STORAGE Tigard, Oregon LIMITS OF COMPACTED FILL UNDER FOOTINGS April, 2007 W -2355 WEST COAST GEOTECH, INC. Geotechnical Consultants FIG. 7 Oregon City, Oregon This form is recognized by most Building Departments in the Tri- County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. a BUILDING DIVISION .iii o : y� �. m ET , A , Rp. TI� IVIITTAL LETTER ER TO: DA s5,,;e ' > DEPT: :. DING DIVISION " DEC 1 7 ipil./ ------n CIiYGI° i lUil D FROM: -i :, BUILD6NGCI11fISl ®P' COMPANY: S PHONE: 73 -, , 7- J ep o By: RE: t . 1 7o� ) 5w > C SITA;o7-0 ( n- Address) (Permit/Case Number) 4 •' U I ( rode t ame or s i. tvtston n. e an' of num' , ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and /or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other (explain): REMARKS: .- FOR FFJCE USE ONLY Routed to Permit Technician: ate: C (� � Initials Fees Due: ❑ Yes E o Fee Descr ption: Amoun Due: $ $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes o ❑ Done Applicant Notified: Date: Initials: I: \Building \Forms \Transmittal Letter- Revisions .doc 4/4/07 J Jivanjee Architect, AIA Pr of es s i o n a l C o r p o r a t i on Architecture Planning Urban Design rhi "re t Xi Kia . t. v1;.", .01 bid- ;>r �m9r fl :i i_ 6 ' Attn.: \ � ' . Project: \+ \it-- - `NNl �l Co.: \'\ • RE: ■\' • S Address: W From: tj. 16'1111WIIMI_„ Date: - 7 . - - Copies Date Description 2_ C_A\s■ our \ -cam THESE ARE TRANSMITTED as checked below: For approval Approved as submitted Resubmit Copies for approval For your use Approved as noted Submit Copies for distribution As requested Returned for correction Retum Corrected prints For review and comment SIGNED: 9055 S.W. Beaverton Hillsdale Hwy. Portland, Oregon 97225 Tel. (503) 297 -5160 Fax (503) 297 -4635 ...Li _al Jivanjee Architect AIA Pr of es s i o n a l C o r p o r a t i on Architecture Planning Urban Design 4 , Fd w l U G A i:::7, 1 Attn.: Dan Project: Mirage Storage Co.: City of Tigard RE: Civil Drawings Address: From: Date: 11/30/07 Copies Date Description 2 Sets of civil drawings THESE A NSMITTED as checked below: or approval Approved as submitted Resubmit Copies for approval For your use Approved as noted Submit Copies for distribution As requested Retumed for correction Retum Corrected prints For review and comment SIGNED: 4 / / Y 9055 S.W. Beaver on Hillsdale Hwy. Portland, Oregon 97225 Tel. (503) 297 -5160 Fax (503) 297 -4635 I amain essociats, isc. ENGINEERING 1 - ECE E NOV 1 3 1001 LETTER OF TRANSMITTAL CITYOF TIGARD DUILDINGDIVISION DATE: November 2, 2007 PROJECT NO.: A07072 PROJECT NAME: Mirage Storage ATTENTION: Dan Nelson TO: City of Tigard ENCLOSED: ❑ Plans ® Copy of Letter ® Calculations ❑ Specifications Z Shop Drawings ❑ Other NO. OF COPIES: DESCRIPTION: 2 Sets of structural drawings 2 Copies of response letter 2 Copies of supplemental calculations ❑ For your approval ❑ For your review ❑ For your use ® As you requested REMARKS: Please call us if you have any questions. COPY TO: Jivanjee (1 set) To be picked up SIGNED: Hamid Afghan Delivered Via: ❑ Courier ❑ 90 min. ❑ 3 hr. ❑ Same day ❑ FedEx ❑ Priority ❑ Standard ❑ Mail ❑ To be picked up ® Delivered 4875 SW Griffith Drive 1 Suite 300 1 Beaverton, OR 1 97005 503.620.3030 1 tel 503.620.55391 fax w w w. a a i e n g. c o m City of Tigard, Oregon O 13125 SW Hall Blvd. 0 Tigard, OR 97223 November 1, 2007 { ' a0 r RE: SITE WORK FOR MIRAGE STORAGE uI(ARD Project Information Site Permit: SIT2007 -00033 Construction Type: 2 -B Tenant: Mirage Occupancy Type: S -1 Address: 11708 SW Warner Rd. Occupant Load: NA The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2007edition and the State of Oregon Fire Code (OFC), 2007 edition. The following conditions need to be addressed prior to permit issuance. 1) Page two of site application form needs to be completely filled out. 2) Show sprinkler underground from water source to building showing size, material used, depth, riser 90 deg. turn drawing and thrust blocks. 3) Complete fire flow and hydrant work sheet from TVFR website. 4) Complete building summary from TVFR website. 5) Provide water flow and pressure test from existing hydrant. 6) Comply with all requirements from TVFR notes from pre - construction meeting. 7) Provide compliance with all engineering and planning requirements. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respe tfully, t� an Nelson, Senior Plans Examiner Phone: 503.639.4171 ® Fax: 503.684.7297 o www.tigard - or.gov o TTY Relay: 503.684.2772 F� 4` 3 �0 VAT T ?R:S FIRE PROTECTION, INC. +� 9095 S.W. Burnham D� Tigard, OR 97223 / `/( (503) 684-2928 `7 November 21, 2007 TO: Saj Jivanjee RE: Mirage Storage To Whom It May Concern: The attached water flow information was the result of hydrant flow tests performed on 11/13/07. Wyatt Fire Protection performs hydrant flow tests in TVF&R jurisdiction on a regular basis. As required by TVF&R, we contact them before performing any flow test so they can witness the test. 95% of the time Ryan Smith will witness these tests, but in this case (and a few others in the past) he did not as he was out of the office on vacation. Please let me know if you have any questions regarding the test or test equipment. Thank you, Ken Sutherland Wyatt Fire Protection HYDRANT FLOW REQUEST FORM PROJECT: / #IPc .e At; . r ADDRESS: 117'/O . SGJ Cd el r"-er' e CROSS STREET: Y ertd HYDRANT LOCATION: (/7 , sa 4delfirt,re STATIC _ .4.4 010.610 RESIDUAL: GPM: 1 (0 DATED: it 13 -0 7 HYDRANT LOCATION: °f 9 (tl ¢ G!) o-r " e r Ave STATIC: $ S' RESIDUAL: GPM: 11010 re, ?O. 02 DATED: 90 Water Availability Curve ,•.> • M. 80- 70 60- 50 - 40 • 30— 20 -- 10 - _ i 600 1000 1500 2000 2500 3000 3500 4000 4500 5000 Flow (GPM) ® Static = 85 pal. M System demand = 20.00 psl with 4640.0 gpm flowing. m Residual = 80 psi at a flow of 1160 gpm. Pressure available = 20.02 psl when 4840.0 gpm le flowir Demand le below curve by 0.20 psi (0.10%). Nov 19 07 02:56p WYATT FIRE 5036849657 p.2 0 , D pi -4 F ® Fire Marshal's Division Offices Tualatin Valley North - 14480 SW Jenkins Rd., Beaverton, OR 97005, (503) 356 -4700 Fire & Rescue South - 7401 SW Wash Ct., Tualatin, OR 97062, (503) 612 -7010 Fire Flow and Hydrant Worksheet This worksheet is required to be submitted to and approved by the Authority Having Jurisdiction (AHJ) before any permits for new building construction, building expansion or fire hydrants will be issued by any building department within the TVF&R District. See the instructions for assistance completing this form or call one of the above numbers. Preparer Information Preparer Name: I w •(-rr- f _ i i.e. efai ) reGr . c • I Phone: I ( . - 3 ) , 2612:2, i Fax: l (c ) 'c.s4 41 Architect / Engineer of Record: I I Phone:I l Fax:' I General Building Information 1 Project Name: 'Mirage Works LLC I Project Address: '11708 SW Warren I City:ITigard 1 County: I Zip:I97223 I Construction Type(s): 'Type IIB and IIIB I Total Bldg Area: I 43,620Isgft Total Fire Area: I 43,620Isgft Bldg Fire Flow: I 4511 'Gallons Per Minute (Light Hazard) Describe Fire Area: (if more than one fire area, include an 8 112 x 11 or 11 x 17 drawing indicating the various fire areas) Type of Occupancy or Use of Building: 'Mini Storage 1 Nov 19 07 02:57p WYRTT FIRE 5036849657 p.3 A. Occupancy Hazard I Al Determine percent of each occupancy hazard in the fire area. Occupancy Hazard Class Fire Area I Total Fire Area Percent of Fire Area • Light Hazard 0 SF l 1 SF x 100 = 0 % Ordinary Hazard Grp 1 0 SF 1 1 SF x 100 = 0 % Ordinary Hazard Grp 2 43,620 SF 1 1 SF _ 100 = 100 Extra Hazard Grp 1 0 SF 1 1 SF x 100 = 0 % Extra Hazard Grp 2 0 SF_ 1 1 SF _ x 100 = 0 % Total Must equal 100% I 100 % I A2 Calculate Fire Flow Occupancy Hazard Class Factor Fire Area Fire Flow Bldg Fire Flow Light Hazard 1.0 x 0 % x 0 GPM = 0 GPM Ordinary Hazard Grp 1 1.2 x 0 % x 0 GPM = 0 GPM Ordinary Hazard Grp 2 1.3 x 100 % x 5639 GPM = 7331 GPM Extra Hazard Grp 1 1.4 x 0 % x 0 GPM = 0 GPM Extra Hazard Grp 2 1.5 x 0 % x 0 GPM = 0 GPM A3 Required Fire Flow I 7331 GPM I B. Minimum Number of Fire Hydrants Required I Required Fire Flow 7331 = I 7 I No. of Hydrants Required I C. Reduction of Fire Flow - Reductions are based on the following: 1 C1 - Reduced by 25% for all Group R Occupancies without fire sprinklers (multiply by .75) C2 - Reduced by 25% for a NFPA 72 Fire Alarm System (multiply by .75) C3 - Reduced by 75% for NFPA 13 Automatic Sprinklers (multiply by .25) I D. Required Fire Flow 1 01 - Group R occupancy I No I x 1 1 1 = 1 7331 GPM (Max. 3000 - Min. 1500 gpm) I D2 - Fire Flow 7331 GPM X I 0.25 1 = 1 1832.75 GPM (Max. 3000 - Min. 1500 gpm) I 1E. Available Fire Flow to the Building Test Results: I 4,640 I GPM Manually enter available fire flow here. Please attach documentation of the flow test that was made. It shall include date, time, location of staticlresiduai and flow hydrants, and the tester's name, phone number and address. Static - 85 Residual - 80 GPM - 1160 4640 @ 20 PSI ^' TUALATIN VALLEY FIRE & RESCUE ® SOUTH DIVISION COMMUNITY SERVICES • OPERATIONS • FIRE PREVENTION Tualatin Valley Fire & Rescue � v� a January 23, 2006 Cheryl Caines, Assistant Planner 0 City of Tigard 13125 SW Hall Blvd . Tigard, OR 97223 , Re: Mirage Mini Storage Dear Cheryl, Thank you for the opportunity to review the proposed site plan surrounding the above named development project. Tualatin Valley Fire & Rescue endorses this proposal predicated on the following criteria and conditions of approval: 1) FIRE APPARATUS ACCESS ROAD DISTANCE FROM BUILDING AND TURNAROUNDS: Access roads shall be within 150 feet of all portions of the exterior wall of the first story of the building as measured by an approved route around the exterior of the building. An approved turnaround is required if the remaining distance to an approved intersecting roadway, as measured along the fire apparatus access road, is greater than 150 feet. 2) DEAD END ROADS: Dead end fire apparatus access roads in excess of 150 feet in length shall be provided with an approved turnaround. 3) FIRE APPARATUS ACCESS ROAD EXCEPTION FOR AUTOMATIC SPRINKLER PROTECTION: When buildings are completely protected with an approved automatic fire sprinkler system, the requirements for fire apparatus access may be modified as approved by the fire code official. 4) ADDITIONAL ACCESS ROADS — COMMERCIAL: Where buildings exceed 30 feet in height or three stories in height shall have at least three separate means of fire apparatus access. Buildings or facilities having a gross area of more than 62,000 square feet shall be provided with at least two separate means of fire apparatus access. Buildings up to 124,000 square feet provided with fire sprinklers may have a single access. 5) AERIAL FIRE APPARATUS ACCESS: Buildings or portions of buildings or facilities exceeding 30 feet in height above the lowest level of fire department vehicle access shall be provided with approved fire apparatus access roads capable of accommodating fire department aerial apparatus. Overhead utility and power lines shall not be located within the aerial fire apparatus access roadway. Fire apparatus access roads shall have a minimum unobstructed width of 26 feet in the immediate vicinity of any building or portion of building more than 30 feet in height. At least one of the required access routes meeting this condition shall be located within a minimum of 15 feet and a maximum of 30 feet from the building, and shall be positioned parallel to one entire side of the building. 6) REMOTENESS: Where two access roads are required, they shall be placed a distance apart equal to not less than one half of the length of the maximum overall diagonal dimension of the property or area to be served, measured in a straight line between accesses. 7) FIRE APPARATUS ACCESS ROAD WIDTH AND VERTICAL CLEARANCE: Fire apparatus access roads shall have an unobstructed width of not less than 20 feet (12 feet for up to two dwelling units and accessory buildings), and an unobstructed vertical clearance of not less than 13 feet 6 inches. Where fire apparatus roadways are less than 26 feet wide, "NO PARKING" signs shall be installed on both sides of the roadway and in turnarounds as needed. Where fire apparatus roadways are more than 28 feet wide but less than 32 feet wide, "NO PARKING" signs shall be installed on one side of the roadway and in turnarounds as needed. Where fire apparatus roadways are 32 feet wide or more, parking is not restricted. 7401 SW Washo Court, Suite 101 • Tualatin, Oregon 97062 • Tel. (503) 612 -7000 • Fax (503) 612 -7003 • www.tvfr.com 8) FIRE APPARATUS ACCESS ROADS WITH FIRE HYDRANTS: Where a fire hydrant is located on a fire apparatus access road, the minimum road width shall be 26 feet. 9) TURNOUTS: When any fire apparatus access road exceeds 400 feet in length, turnouts 10 feet wide and 30 feet long shall be provided in addition to the required road width and shall be placed no more than 400 feet apart, unless otherwise approved by the fire code official. These distances may be adjusted based on visibility and light distances. (OFC Chapter 5) 10) NO PARKING SIGNS: Where fire apparatus roadways are not of sufficient width to accommodate parked vehicles and 20 feet of unobstructed driving surface, "No Parking" signs shall be installed on one or both sides of the roadway and in turnarounds as needed. Roads 26 feet wide or less shall be posted on both sides as a fire lane. Roads more than 26 feet wide to 32 feet wide shall be posted on one side as a fire lane. Signs shall read "NO PARKING - FIRE LANE" and shall be installed with a clear space above grade level of 7 feet. Signs shall be 12 inches wide by 18 inches high and shall have red letters on a white reflective background. 11) SURFACE AND LOAD CAPACITIES: Fire apparatus access roads shall be of an all- weather surface that is easily distinguishable from the surrounding area and is capable of supporting not less than 12,500 pounds point load (wheel load) and 75,000 pounds live load (gross vehicle weight). You may need to provide documentation from a registered engineer that the design will be capable of supporting such loading. 12) TURNING RADIUS: The inside turning radius and outside turning radius shall be not less than 28 feet and 48 feet respectively, measured from the same center point. 13) PAINTED CURBS: Where required, fire apparatus access roadway curbs shall be painted red and marked "NO PARKING FIRE LANE" at approved intervals. Lettering shall have a stroke of not less than one inch wide by six inches high. Lettering shall be white on red background. 14) COMMERCIAL BUILDINGS - REQUIRED FIRE FLOW: The required fire flow for the building shall not exceed 3,000 gallons per minute (GPM) or the available GPM in the water delivery system at 20 psi, whichever is less as calculated using IFC, Appendix B. A worksheet for calculating the required fire flow is available from the Fire Marshal's Office. 15) FIRE HYDRANTS — COMMERCIAL BUILDINGS: Where a portion of the building is more than 400 feet from a hydrant on a fire apparatus access road, as measured in an approved route around the exterior of the building, on -site fire hydrants and mains shall be provided. This distance may be increased to 600 feet for buildings equipped throughout with an approved automatic sprinkler system. 16) FIRE HYDRANT NUMBER AND DISTRIBUTION: The minimum number and distribution of fire hydrants available to a building shall not be less than that listed in Appendix C, Table C 105.1. Considerations for placing fire hydrants may be as follows: • Existing hydrants in the area may be used to meet the required number of hydrants as approved. Hydrants that are up to 600 feet away from the nearest point of a subject building that is protected with fire sprinklers may contribute to the required number of hydrants. • Hydrants that are separated from the subject building by railroad tracks shall not contribute to the required number of hydrants unless approved by the fire code official. • Hydrants that are separated from the subject building by divided highways or freeways shall not contribute to the required number of hydrants. Heavily traveled collector streets only as approved by the fire code official. • Hydrants that are accessible only by a bridge shall be acceptable to contribute to the required number of hydrants only if approved by the fire code official. 17) FIRE HYDRANT DISTANCE FROM AN ACCESS ROAD: Fire hydrants shall be located not more than 15 feet from an approved fire apparatus access roadway. 18) REFLECTIVE HYDRANT MARKERS: Fire hydrant locations shall be identified by the installation of reflective markers. The markers shall be blue. They shall be located adjacent and to the side of the centerline of the access road way that the fire hydrant is located on. In case that there is no center line, then assume a centerline, and place the reflectors accordingly Page 2 of 2 19) FIRE HYDRANT /FIRE DEPARTMENT CONNECTION: A fire hydrant shall be located within 100 feet of a fire department connection (FDC). Fire hydrants and FDC's shall be located on the same side of the fire apparatus access roadway. FDCs shall normally be remote except when approved by the fire code official. 20) ACCESS AND FIRE FIGHTING WATER SUPPLY DURING CONSTRUCTION: Approved fire apparatus access roadways and fire fighting water supplies shall be installed and operational prior to any combustible construction or storage of combustible materials on the site. 21) KNOX BOX: A Knox Box for building access is required for this building. Please contact the Fire Marshal's Office for an order form and instructions regarding installation and placement. Please contact me at (503) 612 -7010 with any additional questions. Sincerely, Eric T. McMullen Eric T. McMullen Deputy Fire Marshal Page 2 of 2 Fire Marshal's Offices: TV i; ':%- North Division - 14480 SW Jenkins Rd., Beaverton, OR 97005 4 PH'(503) 356 -4700 o Fax (503) 644 -2214 V Tualatin Valley south Division - 7401 SW Washo Ct., Ste. 101,; Tualatin, OR 97062 • PH (503) 612 -7000 • Fax (503) 612 -7003 Fire & Rescue Building Survey Report FMZ : (to be filled out by'TVF &R) Code Edition: Name of Facility: Mirage Mini Storage Name of Building: Mirage Mini Storage Address: 11708 SW Warner Road Owner: Mirage Works, LLC Telephone No. (503) 297 -5160 Architect: Jivanjee Architect Telephone No. (503)297 -5160 Architect Address: f � `"F"Ya^'"uR p � -.t� ac^, d' r. .-� q,. 4 °+.� nnnpr+., c°.s.� spy" �, 7 4 i � 9`,3 Tx 'F ✓3t +r a*� ✓"�. ' t�.clt xn.a sa?:;�.F � � _..r. � a '"" ,/� ,�r, .,, 7$,t w, p c/� 7��,� d �,,,.k1.r ,� '?'`�X'r L z s ��- `�'Ui ` w j�e� -� f�Y 3r'�R�� r, "�@ f'�'.sF�'M1 S i ! A -ih 4VO11J1�'1� 6ntz';I f 'rbd4#07*TTON e `a�d..z t.�- �k': �.!".3 .. i <, -3 vt ..»s,.� ..� �� ,,_ .n _,_ y�� .�.�� r, � - 3.eim..n�ra. �. �.,� _ .. .........> �.�:.:.. �.�.�. „�- _ -�s-,. � �3- � so��:.., _, u� _�...-s.:� :e.� I. Occupancy • Si Type Use Mini Storage Capacity 2. Construction Type 113 Year Built N/A 3. Area (Sq. Ft.) 14 Total 43620 Largest Floor 14540 Basement 0 4. Stories No Height High Rise DY ON 5 a. Exterior Wall Construction Metal Frame b. Opening Protection N JA 6. Interior Wall Construction Metal Frame 7. Floor Construction Metal Decking and Concrete 8. Roof Construction Metal 9. Attic Draft Stops No. N/A 10a. Occ, Sep. Wall Construction No. N/A b. Opening Protection N /A' I la. Fire Wall Construction No. N/A b. Opening Protection N/A 12a. Smoke Barrier Wall Construction No. N/A b. Opening Protection N/A 13a. Corridor Wall Construction Metal Studs and Sheet Metal b. Opening Protection. N/A 14a. Corridor Ceiling Construction Metal Decking and Concrete b. Opening Protection N /A 15a. Shafts No. 1 Hour Type . UL - U425 b. Opening Protection Building Survey Report FMZ (to be filled out by TVF &R) Name of Facility: ITEM COM2IC, `' : as r , PTI(aN f ry 16a. Stair Enclosure 1 Hr No. b. Opening Protection 1 HR 17. Stairs 1 HR No. 3 Metal /Concrete 18. Ramps N/A No. 19. Interior Finish Class IIB Room 300 Exit Enclosure Corridor 20. Exits 3 No. Total Width 21. Exit Hardware Type 22a. Exit Signs/Illumination Yes ADA b. Emergency Lighting Yes 23. Auto Sprinkler Coverage Yes 24. Standpipe Class/Locations 25. Fire Alarm Type/Coverage Yes 26. Heating, Ventilation & Air Conditioning Type Fuel Electric 27. Electrical Installation Yes 28. Stage/Platform N/A 29. Hazardous Area N/A 30. Other Comments: Alternate Materials & Methods TVF &R'Use Only.._ Inspected : Date No Attachments 'Reviewed;By �' .; Date Updated { City of Tigard, Oregon G 13125 SW Hall Blvd. O Tigard, OR 97223 Fe'` December 4, 2007 her x 1 ap RE: ISSUANCE OF SITE PERMIT' Proiect Information Project Name: Mirage Storage Construction Type: 2 -B Building Permit: SIT2007 -00033 Occupancy Type: S -1 Address: 11708 SW Warner Rd. Occupant Load: 90 Dear Saj, The Building Division has completed the review of the project listed above. The project has not been released by either the Planning Division or the Engineering Division at the time of_this letter, so the Building Permit cannot be issued. If you have questions please contact Maris Buxton @ 503 - 718 - 2453. The date of this letter begins the 180 day time limitation in accordance with Section 105.3.2 of the State of Oregon, Structural Specialty Code, 2007 edition. If the permit has not been issued within the time limitations referenced in section 105.3.2, the work shall be considered abandoned and the plans will be expired. Respectfully vri II an Nelson, Senior Plans Examiner (503)718 -2436 dann@tigard- or.gov Phone: 503.639.4171 o Fax: 503.684.7297 o www.tigard or.gov o TTY Relay: 503.684.2772