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S1T2004-0003 1 CANTERBURY CREST 10575 SW CANTERBURY LN April 12,2005 elleitive AA-41i Alpha Engineering CITY OF TIGARD Peter Arellano OREGON 9600 SW Oak Ste 230 Portland, OR 97223 RE: CANTERBURY CREST—SITE REVIEW Project Information Site Permit: SIT2004-00031 Construction Type: V-B Tenant Name: Canterbury Crest Occupancy Type: R 2 Address: 10575 SW Canterbury Occupant Load: NA Area: 140 units Stories: 2 and 3 The plan review was performed under the State of Oregon Structural Specialty Code(OSSC) 1998 edition; and the Tualatin Valley Fire&Rescue Ordinance 99-01 (TVFR99-01) 1999 edition. The following information is required prior to the issuance of a Site Permit: EROSION 1. Erosion control measures shall be in place prior to excavation or grading. 2. Rock Retaining Wall to be installed per design. ARC(Associated Rockery Contractors) wall construction guidelines can be used as reference material for rock material etc. FIRE 2. The private fire service main shall be at least 30 inches below grade. 3. The private fire service main shall be flushed thoroughly before connection to the system riser in order to remove foreign materials that might have entered the main during the course the installation. The flow rate shall not be less than the water demand rate of the system. 4. All piping shall be inspected prior to backfill. FIRE DEPARTMENT ACCESS 5. The driveway is considered a fire department access roadway. The driveway,to the point of the"Hammer Head"turnaround, shall be capable of supporting a 12,500 pound wheel point load and a gross vehicle weight of 50,000 pounds. 13125 SW Hail Blvd., Tigard, OR 97223(503)639-4171 TDD (503)684-2772 ACCESSIBILITY 6. Accessible walkways and routes shall not exceed a running slope of 1 unit vertical in 20 units horizontal(5% slope). Cross slopes shall not exceed 1 unit vertical in 50 units horizontal(2% slope). 7. Accessible parking spaces and access aisles shall be located on a surface with a slope not to exceed 1 unit vertical in 50 units horizontal in all directions. 1104.4.3 OSSC Approved Plans: 1 set of approved plans,bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.4.2 OSSC American with Disabilities Act(ADA): It shall be the responsibility of the Architect,Engineer, Designer, Contractor, Owner and Lessee to research the applicability of the ADA requirements for the structure. The City of Tigard reviews the plans and inspects the structure only for compliance with Chapter 11 of the OSSC which may not include all of the requirements of the ADA. Premises Identification: Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. 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 r , al Henzel, Senior Plans Examiner 4." • --- A A - - * Associated Rockery Contractors Rock Wall Constructio n Guidelines P.O. Box 1794 • Woodinville, Washington 98072 Association Representative (425) 481-3456 or (253) 838-4836 REFERENCE ONLY NOT APPROVED WITH THIS PERMIT • ARC ROCKERY CONSTRUCTION GUIDELINES Contents Section 1 Introduction: 3 1.01.1 Historical Background 3 1.01.2 Goal 3 Section 2 Materials 3 2.01.1 Rock Quality 3 2.01.2 Frequency of Testing 4 2.01.3 Rock Density 4 2.01.4 Submittals 5 Section 3 Rock Wall Construction 3.01.1 General 5 3.01.2 Geotechnical Engineer 5 3.01.3 Responsibility 6 3.01.4 Workmanship 6 3.01.5 Changes to Finished Product 6 3.01.6 Slopes 7 3.01.7 Monitoring 7 3.01.8 Fill Compaction 8 3.01.9 Fill Construction Reinforcement 8 3.01.10 Rock Wall Keyway 9 3.01.11 Keyway Drainage 10 3.01.12 Rock Wall Thickness 10 3.01.13 Rock Selection 11 3.01.14 Rock Placement 11 3.01.15 Face Inclination 13 3.01.16 Voids 13 3.01.17 Drain Rock Layer 13 3.01.18 Surface Drainage 14 Figures Plate A - Typical Rockery Detail Native Cut, Any Height Over 4 Feet - Plate B - Typical Rockery Detail Overbuilt Fill Construction, Rockery 8 Feet or less in Height Plate C- Typical Rockery Detail Geogrid Reinforced Fill Construction, Rock Wall 8 feet or More in Height Plate D- Post Construction Guideline Plate E - Typical Bulkhead Wall Section Rockery Examination Record , . ARC ROCKERY CONSTRUCTION GUIDELINES Section 1 Introduction 1.01.1 Historical Background These rock wall construction guidelines have been developed in an effort to provide a more stringent degree of control on materials and construction methodology in the Pacific Northwest, and elsewhere. They have been assembled from numerous other data presently in use in the area, from expertise provided by local geotechnical engineers, and from the wide experience of the members of the Associated Rockery Contractors (ARC). 1.1012 Goal The primary goals of this document are to develop appropriate methods of construction for rock walls, including those of less than over four feet in height, and to provide a means of verifying the quality of materials used in construction and the workmanship employed in construction. These guidelines have also been developed in a manner that makes them, to the best of ARC's knowledge, more stringent than the others . construction methods or requirements presently in use by local municipalities. Section 2 Materials 2.01.1 Rock Quality All rock shall be sound, angular ledge rock that is resistant to weathering. The longest dimension of any individual rock should not exceed three times its shortest dimension. Acceptability of rock will be determined by laboratory tests as hereinafter specified, geologic examination and historical usage records. All rock delivered to and incorporated in the project shall meet the following Minimum specifications: a. Absorption Not more than 2.0% for igneous ASTM C-127 and metamorphic rock types and AASHTO T-85 3.0% for sedimentary rock types. b. Accelerated Expansion Not more than 15%breakdown. (15 days) CRD-C-148 *1, *2 c. Soundness(MsSO4 at 5 cycles) Not greater than 5%loss. ASTM C-88 or CRD-C-137 ARC ROCKERY CONSTRUCTION GUIDELINES d. Unconfined Compressive Strength Intact strength of 6,000 psi, ASTM D-2938 or greater e. Bulk Specific Gravity(155pcf) Greater than 2.48 ASTM C-127 AASHTO T-85 *1. The test sample will be prepared and tested in accordance with Corps of Engineers Testing procedure CRD-C-148, "Method of Testing Stone for Expansive Breakdown on Soaking in Ethylene Glycol." *2. Accelerated expansion tests should also include analysis of the fractures and veins found in the rock. 2.01.2 Frequency of Testing Quarry sources shall begin testing program when either becoming a supplier or when a new area of the source pit is opened. The tests described in Section 2.01.1 shall be performed for every four thousand (4000)tons, for the first twelve thousand (12,000) tons of wall rock supplied to establish that specific rock source. The tests shall then be performed once a year,every forty thousand(40,000)tons(whichever occurs first),or at an apparent change in material. If problems with a specific area in a pit, or with a particular material, are encountered the initial testing cycle shall be restarted. 2.01.3 Rock Density Recognizing that numerous sources of rock exist, and that the nature of rock will vary not only between sources but also within each source, the density ofthe rock shall be equal to,or greater than,one hundred fifty-five(155)pcf. Typically,rocks used for rock wall construction shall be sized approximately as follows: i:i.:j?i_.:_��.�_'••:"�'-':: -}?isCc•._:�:.::._._:..��i,:}.i::::is i:.:"':=`{}:.ii".:isT::::.:.::i:::__::i:?.:::�::-:?::::= .:..:-.... _ i1 `-::<-=: <_ : = :._:= :<_R:_:_:_ - ._.— : :: ::: :.:::....:.::.::.:.:::._::....,. One Man 50-200 pounds 12 to 18 inches Two Man 200-700 pounds 18 to 28 inches Three Man 700-2000 pounds 28 to 36 inches Four Man 2000-4000 pounds 36 to 48 inches Five Man 4000-6000 pounds 48 to 54 inches Six Man _ 6000-8000 pounds 54 to 60 inches ARC ROCKERY CONSTRUCTION GUIDELINES In rock walls of greater than eight feet in free-standing height it should not be possible to move the large sized rocks (four to six-man size)with a pry bar. If these rocks can be moved,the rock wall should not be considered capable of restraining any significant lateral load. However, it is both practical and even desirable that smaller rocks, particularlythose used for"chinking"purposes,can be moved with a pry bar to achieve the "best fit". 2.01.4 Submittals The rock source shall present current geologic and test data for the minimum guidelines described in Section 2.01.1 on request by either the rock wall contractor,the owner,or the applicable public agency. Section 3 Rock Wall Construction 3.01.1 General Rock wall construction is a craft and depends largely on the skill and experience of the builder. A rock wall is a protective system which helps to retard the weathering and erosion process acting on an exposed cut or fill soil face.While by its nature(the mass, size and shape of the rocks) it will provide some undetermined degree of"mass" or "gravity" retention, it is not typically a designed or engineered system in the sense a reinforced concrete retaining wall would beconsidered designed or engineered. The degree of-retention achieved is dependent on the size of rock used; that is,the"mass" or weight, and the height of the rock wall being constructed. The larger the rock, the more competent the rock wall. To develop an appropriate degree of competency, all rock walls in excess of four feet in height should be built on a "mass" basis, i.e. by the ton, NOT on a square foot of exposed face basis. To provide a competent and adequate rock wall structure, all rock walls constructed in front of either cuts or fills eight feet and over in height should be bid and constructed in accordance with these guidelines and the geotechnical engineer's supplemental geotechnical recommendations. Both the ARC guidelines and the supplemental geotechnical recommendations should be provided to prospective bidders before bidding and the start of construction. 3.01.2 Geotechnical Engineer The geotechnical engineer retained to provide necessary supplemental rock wall construction guidelines shall be a practicing geotechnical/civil engineer licensed as a professional civil engineer in the State of Washington. He or she should have at least • ARC ROCKERY CONSTRUCTION GUIDELINES four years of professional employment as a geotechnical engineer in responsible charge, including experience with fill construction and stability and rock wall construction. The geotechnical engineer should be hired either by the rock wall contractor or the owner. It is CRITICAL that the geotechnical engineer visit the site of a proposed rockery before providing any geotechnical recommendations whatsoever. This visit provides the opportunity for the geotechnical engineer to evaluate the proposed wall location and alignment, and to determine if there are any potential site related concerns that might detrimentally impact the rockery's"design"or construction. Failure to conduct this site visit could result in damage to the constructed wall or even to a wall failure. 3.01.3 Responsibility The ultimate responsibility for rock wall construction should remain with the rock wall builder. However, rock walls protecting moderate to thick fills, with steep sloping surfaces above or below them, with multiple steps or stages, withfoundation or other • surcharge loads affecting them, protecting sandy or gravelly soils subject to raveling, with seepage or wet conditions, or that are greater than eight feet in free-standing height,all represent special"design"conditions and require consultation and/or advice from a suitably qualified geotechnical engineer. 3.01.4 Workmanship All workmanship is guaranteed by the rock wall contractor and all materials are guaranteed by the supplying quarry for a period of six years from the date of completion of erection, providing no modification or changes to the conditions existing at the time of completion are made. 3.01.5 Changes to Finished Product Such changes include, but are not necessarily limited to, temporary excavation of ditches or trenches for any utility within a distance of less than five feet from the back of the top of the rock wall;excavation made either within a distance equal to at least two thirds of the free-standing wall height in front of the toe of a rock wall, or that will penetrate an imaginary line extended at a 1 H:1 V(Horizontal:Vertical)slope from the front edge of the rock wall toe(see figure D);removal of any material from the subgrade in front of the wall,excavation of material from any location behind the rock wall within a distance at least equal to the rock wall's height,the addition of any surcharge or other loads within a similar distance of the top of the wall, or surface or subsurface water forced, directed, or otherwise caused to flow behind the rock wall in any quantity. ARC ROCKERY CONSTRUCTION GUIDELINES 3.01.6 Slopes Slopes above rock walls should be kept as flat as possible, but should not exceed 2H:Z V unless the rock wall is"engineered"specifically to provide some restraint to the surcharge load imposed by the slope. Any slope existing above a completed rock wall should be immediatelycovered with vegetation bythe owner to help reduce the potential for surface water flow induced erosion. It should consist of a deep rooted,rapid growth vegetative mat,and will typically be placed by hydroseeding and covered with a mulch. It is often useful to overlay the seed and mulch with either pegged in-place jute matting, or some other form of approved geotextile or erosion control blanket,to help maintain the seed in-place until the root mat has an opportunity to germinate and take hold, 3.01.7 Monitoring All rock walls constructed against cuts or fills of greater than four feet in height shall be periodicallymonitored during construction bythe geotechnical engineer to verifythat the nature and quality of the materials being used are appropriate, that the construction procedures are appropriate, and that the rock wall is being constructed in a generally professional manner and in accordance with this ARC guideline and any supplemental geotechnical recommendations. Past experience indicates that a minimum of two visits of limited duration is typically acceptable for monitoring purposes of single-stage walls of less than fifty(50)feet in length. For walls of greater than fifty(50)feet but less than one hundred (100)feet in length three monitoring visits are considered the minimum acceptable. For walls of greater than one hundred(100)feet in length an appropriate monitoring program shall be developed by the geotechnical engineer. For a multi-stage rock wall the minimum acceptable number of monitoring visits shall be considered at two visits for each stage of the wall. The monitoring agent, typically the geotechnical engineer of record, shall maintain a written record of the nature and condition of the segment of the rock wall being monitored during that visit. An example of a Rockery Examination Record suitable for this form of documentation is attached to this ARC Guidelinefor informational purposes. Where there is a slope above or below the rockery wall it is important that the monitoring agent make a visual assessment of the slopes' stability, and record the results. Additionally,the inclination of the slope either in degrees or as a H:V slope, shall be approximately determined and recorded. When the monitoring agent is checking a rocks soundness as it is struck with a hammer (see attached Rockery Examination Record) one of several "sounds"will be generated. A"clink"or"ringing ping"typically results from a fresh and competent rock with little or no defects. A duller"thud" or "clonk"sound is more indicative of a poor quality rock, often with many seams or defects. The duller"thudding" sound is often exhibited by a rock that has a high tendency to rapidly deteriorate back into a highly ARC ROCKERY CONSTRUCTION GUIDELINES weathered and "soft" rock or even to a "soil." Where such rocks are encountered the contractor should be requested to move the rock to the upper row or to a lower segment of the wall where it can more easily be reached and removed when it degrades without causing any significant disruption to the completed wall. On completion of the rock wall,the geotechnical engineer should submit to the client, the rock wall contractor, and to the appropriate municipality, copies of his rock wall examination reports along with a final report summarizing rock wall construction. 3.01.8 Fill Compaction Where rock walls are constructed in front of a fill,it is imperative that the owner ensure the fill be placed and compacted in a manner that will provide a competent fill mass. To achieve this goal, all fills should consist of relatively clean, organic and debris free, granular material with a maximum size of four inches. Ideally, but particularly if placement and compaction is to take place during the wet season,they should contain no more than five percent fines (silt and clay sized particles) passing the number 200 mesh sieve). All fills should be placed in thin lifts not exceeding ten (10) inches in loose thickness. Each lift should be compacted to at least 95 percent of the maximum dry density, as determined by Modified Proctor, before any additional fill is placed and compacted. In- place density tests should be performed by an independent testing agency at random locations within each lift of the fill using either a nuclear density testing gauge or a more traditional sand cone device to verify that this degree of compaction is being achieved. Failure to achieve this degree of compaction could result in the imposition of a greater lateral load on the rock wall that could, over time, cause lateral movement or even "failure" of the rock wall. This situation is to be avoided! 3.01.9 Fill Construction Reinforcement There are two methods of constructing a fill. The first, which typically applies to rock walls of less than eight feet in free-standing height,is to overbuild and then cut back the fill. The second,which applies to all rock walls of greater than eight feet in height, is to construct the fill using a geogrid or geotextile reinforcement. Overbuilding the fill allows for satisfactory compaction of the fill mass out beyond the location of the fill face to be protected. Overbuilding also allows the earthwork contractor to use larger and more effective compaction equipment in his compactive efforts, thereby typically achieving a more competent fill mass. Cutting back into the well compacted fill also typically results in construction ofa competent near vertical fill face against which to build the rock wall. This option is pictorially depicted on Plate B, attached. ARC ROCKERY CONSTRUCTION GUIDELINES For higher rock walls the use of a geogrid or geotextile fabric to help reinforce the fill results in construction of a more stable fill face against which to construct the rock wall. This form of construction leads to a longer lasting more stable rock wall and helps reduce the risk of significant long term maintenance. This latter form of construction requires a design by the geotechnical engineer for each specific case. The vertical spacing of the reinforcement, the specific type of reinforcement, the distance it must extend back into the fill,the amount of lapping and the construction sequence must be determined on a case by case basis. This option is pictorially depicted on Plate C,attached. 3.01.10 Rock Wall Keyway The first step in rock wall construction,after general excavation,is to construct a keyway in which to install or"set"the basal row of rock forming the rock wall. The keyway shall comprise a shallow trench of not less than twelve(12)inches in depth, extending for the full length of the rock wall.if the rock wall is a waterfront bulkhead wall the Minimum keyway depth shall be two feet, measured from the natural beach elevation in front of the wall that existed before wall construction began.The keyway subgradeshould be slightly inclined back towards the face being protected. It is typicallydug as wide as the rock wall (including the width of the drain rock layer). If thecondition of the cut face is of concern, the keyway should be constructed in sections of manageable length,that is, of a length that can be constructed in one shift or one day's work,or if a waterfront wall between high tides. The competency of the keywaysubgrade to support the rock wall shall be verified by the geotechnical engineers'probing with a small diameter steel rod. The rod shall have a diameter of between three-eighths and one-half inch, and shall be pushed into the subgrade in a smooth unaided manner under the body weight of the prober only. Penetration of up to six inches,with some difficulty,shall indicate a"competent"keyway subgrade unless other factors in the geotechnical engineer's opinion shall be considered to indicate otherwise. Penetration in excess of six inches,with ease,shall indicate a"soft"subgrade and one that could require treatment. Shallow soft areas of the subgrade can be"firmed up"by tamping a layer of coarse quarry spalls into the subgrade. Where a rock wall is being "analyzed" or "engineered" as a wall capable of at least partially restraining a lateral load it is often appropriate to install a layer of coarse, angular crushed rock over the prepared keyway subgrade to enhance the frictional resistance between the subgrade and basal rock and, thus, the walls ability to resist sliding. This crushed rock layer should be not less than six inches in thickness,after being firmly tamped into the subgrade,and should typicailycomprise"fines free"two to four inch sized crushed rock "quarry spalls"or crushed recycled concrete. ARC ROCKERY CONSTRUCTION GUIDELINES 3.01.11 Keyway Drainage Upon completion of keyway excavation, a four-inch minimum diameter perforated or slotted, smooth walled rigid plastic drain pipe, or equivalent approved in writing by a geotechnical engineer,should be installed at the rear of the keyway, behind the basal rock. It should be bedded on and surrounded by a free-draining crushed rock. it is critical to exercise due care when setting rocks to prevent the pipe from being inadvertently crushed by pieces of the rock wall rock. This drain pipe should be installed with sufficient gradient to initiate flow either to one end or the other, or to a low point, and the outfall should be connected by unperforated tightline to a positive and permanent discharge. Positive and permanent drainage should be considered to mean an existing,or to be installed,storm drain system,a detention or retention pond,drain swale,or other stable native site feature or previously installed collection system. Where a rock wall is being installed as a waterfront bulkhead wall subject to tidal and current activitythe above-described drain pipe becomes redundant and may be omitted. With hydraulic/tidal fluctuations the water penetrating through the rock wall will drain back out through the void spaces far more rapidly than can be achieved by the basal drain. In and regions, such as Eastern Washington and Nevada, where there is little risk of seepage occurring the basal drain pipe may be omitted. However, the minimum thickness of drain rock should be installed to help protect the soil face behind the constructed wall, and to assist in "blocking" or "chinking" the voids between the individual rockery rocks. 3.01.12 Rock Wall Thickness The individual rock wall thickness should be equal to the thickness of the recommended size of rock plus the thickness of the drain rock layer. This thickness, which will be determined on a case by case basis, will be dependant on the specific rock sizes recommended for each individual rock wall. For example,if four-man rock is used the rock wall thickness will be approximately five feet(rock width plus twelve[121 inches of drain rock). if the rock wall is to act,even in part,as a "retaining"structure it is critical that the size and mass of the in-place rock is adequate to resist the applied load. In some instances it may be necessary to install more than one row of rock. in this case it is imperative that the owner and rock wall contractor seek the advice of a professional geotechnical engineer before proceeding with construction. ARC ROCKERY CONSTRUCTION GUIDELINES 3.01.13 Rock Selection The contractor should have sufficient space available so that he can select from among a number of stockpiled rocks for each space in the rock wall to be filled. Rockswhich have shapes which do not match the spaces offered by the previous course of rock should be placed elsewhere to obtain a better fit. Rock should be of a generally cubical, tabular or rectangular shape and selected in accordance with Section 2.01.3 of this Guideline. Any rocks of basically rounded or tetrahedral form should be rejected or used for filling large void spaces. It is also important to select rocks that do not exhibit any significant cracks, seams or foliation joints so that,once in-place,the individual rocks do not break,split or crumble and thereby create a weak zone within the constructed wall. It is acceptable to install individual rocks with cracks, seams, or foliation joints in a wall providing that theycan be firmly and adequately confined by the surrounding rocks. It is critical that the cracks, seams or foliation joints do NOT allow for portions of the rock to spall off and fall out of the wall. Similarly,considerable care should be exercised by the rock wall contractor to avoid installing any rock with a weakened or"scabbing"face that might spall off and fall out of the wall, or off the wall face. 3.01.14 Rock Placement The first course of rock should be placed on firm unyielding soil,or onto the previously installed layer of crushed rock. There should be full contact between the rock and soil or crushed rock surface,which may require shaping of the ground surface or slamming or dropping the rocks into place so that the soil or angular crushed rock covered subgrade better conforms to the rock face bearing on it. The bottom of the first course of rock should be a minimum of twelve (12) inches below the lowest adjacent site grade,or not less than two feet for a waterfront bulkhead wall per Section 3.01.10 of this Guideline. As the rock wall is constructed, the rocks should be placed so that there are no continuous joint planes in either the vertical or lateral direction. Wherever possible, each rock should bear on a least two rocks below it. Rocks should be placed so that there is some bearing between flat rock faces rather than in or on spaces between the underlying rocks. The upper plane of each rock between courses(the top surface of rock),should slope back towards the protected soil face and away from the face of the rock wall. Because stacked rocks exhibit a tendency to "topple" outwards it is crucial that individual rocks NOT be stacked like shoe boxes in any wall regardless of the total height. Whilst an occasional rock will,simply because of its shape or size, be stacked atop another, stacking must not become a practice. If rocks are stacked like shoe ARC ROCKERY CONSTRUCTION GUIDELINES boxes the rock wall contractor shall be instructed to"deconstruct"the affected portion of the wall and to rebuild it in strict accordance with these ARC Guidelines. It is also critical that no rock be set into any wall with a top surface sloping downwards out of the wall face. This will create a potential plane of weakness, if not of failure, within the wall and should be avoided at all costs. If any rock is seen to be placed within a wall with this outwards sloping surface the rock wall contractor must be directed to remove it and replace it before proceeding with wall construction. No completed rock wall shall be accepted by the geotechnical engineer if any rock within the structure exhibits this outwards sloping geometry. It is also important to place as much mass of rock in-place as possible to create a stable rock wall. In addition to the selection of appropriately sized rocks,it is also important, wherever possible,to install the rocks with the longest dimension set back towards the soil face being protected. This is of particular importance when construction a rock bulkhead wall that is likely to be subject to tidal and/or hydraulic action. Smaller rocks(one or two-man size)are often used to create an aesthetically pleasing "top edge"to a rock wall. This is an acceptable practice provided none of the events described in Section 3.01.5 of this Guideline occur,and that people are prevented form climbing or walking on the finished wall. This is the owner's responsibility. Where a rock wall is constructed as a waterfront bulkhead it is critical that the ends of the wall either abut a neighboring bulkhead wall, or that a "return" back into the protected site be constructed. Where the wall abuts its neighbor the placement of the end rocks becomes a critical element of the walls construction since these end walls must make as close contact with the neighboring wall as is possible to avoid developing any significant void spaces. The wall contractor must make every reasonable effort to install rocks that can be set essentially"flush"against the neighboring wall. Where a "return" is constructed the contractor must excavate an extension of the keyway approximately at a right angle(90 degrees)to the wall alignment back into the site. Where there is the potential for tidal activity above the toe of the wall it is important that this return extend for a distance sufficient to install a minimum of three rocks of equal size to those used in the construction of the wall face. For example, if five-man size rocks(average dimension of about fifty[50]inches)are used in the wall the return should be approximately thirteen(13)to fourteen(14)feet long. Wherever possible, any space between the return rocks and the excavated soil face should be carefully and thoroughly backfilled with two to four inch sized coarse,angular,crushed rock"quarry spans"or recycled concrete. ARC ROCKERY CONSTRUCTION GUIDELINES 3.01.15 Face Inclination The face of the rock wall should be inclined at gradient of about 1 H:6V back towards the face being protected. The inclination of the wall face should not be constructed flatter than 1 H:4V. 3.01.16 Voids Because of the nature of the product used to construct a rock wall, it is virtually impossible to avoid creating void spaces between individual rocks. However,it should be recognized that voids do not necessarily constitute a problem in rock wall construction. As the size of rock used to build a rock wall increases,i.e.to six-man size, the void spaces between individual rocks should be expected to be larger due simply to the rock dimensions and shape. Where voids of greater than six inches in dimension exist in the face of a rock wall they should be visually examined to determine if contact between the rocks exists within the thickness of the rock wall. If contact does exist,no further action is required. However, if there is no rock contact within the rock wall thickness the void should be"chinked"with a smaller piece of rock. - Because the loss of drain rock or of the soil being protected by the rock wall must be avoided, "chinking" of these larger void spaces is a critical element in rock wall construction. To create a stable wall,and particularly if the wall is to be a waterfront bulkhead wall subject to tidal and hydraulic impacts, all chinking shall be carried out from the rear face of the wall. In this manner the chinking rocks can be firmly set into the voids and braced against the inboard sides of the wall rocks thereby enhancing their ability to resist being"flushed"or"picked"out of the wall. Whilst recognizing this form of chinking can slow down the speed with which a contractor can erect a rock wall,this methodology is considered to be of critical importance to the long term stability and structural integrity of a constructed rock wall and its attendant drainage system. 3.01.17 Drain Rock Layer In order to provide some degree of drainage control behind the rock wall,and as a means of helping to prevent the potential loss of soil through the face of the rock wall, a rock drainage"filter"layer shall be installed between the rear face of the rock wall and the soil face being protected. This drain rock layer should be a minimum of twelve(12) inches in thickness. For rock walls of greater than eight feet in free-standing height should be at least eighteen(18)inches thick. It should be composed of two to four inch sized crushed rock quarryspalls,crushed recycled concrete,or other material approved in writing by the geotechnical engineer. 3.01.18 Surface Drainage It is the owner's responsibilityto intercept surface drainage from above the rock wall and direct it away from the rock wall to a positive and permanent discharge well below and beyond the top or toe of the rock wall. Use of other drainage control measures should be determined on a case-by-case basis by the geotechnical engineer prior to the contractor bidding on the project. ARC ROCKERY CONSTRUCTION GUIDELINES if a random wall rock extends back to the exposed soil face,it is not necessary that the filter rock layer extend between it and the soil face providing it does extend around the rock and behind those in contact with it. Depending on soil type and the potential for water seepage,a geotextile fabric may or may not be required. This can be determined on a case-by-case basis by the geotechnical engineer during design and prior to bidding. Where a wall is to act as a waterfront bulkhead wall it is of greater importance to reduce the risk of hydraulic activity degrading the protected soil face and removing soil from behind the wall and thereby potentially creating void spaces. In all bulkhead wall locations,with the possible exception of an exposed cemented glacial till soil,a layer of protective geotextile shall be installed against the exposed soil face. The geotextile should be anchored along the top of the excavation and draped down over the exposed soil face and then across the keyway subgrade. The toe edge of the geotextile shall be anchored-in-place by the basal row of wall rock. Itis critical the any geotextile be installed in strict accordance with the manufacturers specifications since failure to do so can void any warranty or guarantee. It is also important that the geotextile be installed in very close contact with the soil face or subgrade surface to avoid the risk of developing"pockets"of loose fabric in which soil fines can collect and "block" the geotextile, a situation that can lead to failure of the geotextile and development and imposition of large unforeseen lateral loads on the wall. Close contact between the geotextile and the soil can be achieved with the assistance of numerous hand installed steel pins or wooden stakes. The following tabulation, though not all inclusive, provides the names of several geotextiles that are suitable for this purpose: ► AMOCO 4504 or AMOCO 4546 ► Carthage Mills FX-60HS ► Mirafi 180N ► Synthetic Industries Geotex 311 ► Webtec TerraTex N04 or TerraTex SD In and regions the geotextile layer may be omitted unless that area where the wall is built is subject to periodic"flash"flooding. Where lash"flooding may be a riak the geotextile should be included as a precautionary measure. Schematic Only-Not to Scale 2 • 1 / 1 4 ;:; 1? 1 �11 V- '5 . N " j 1 ♦ i J �L Ni444riplot....irejipt;1,474:6474171:4,■:111=„0404,4:„...:"41;;;I:4::?... I `y'.DA••%.• 1• b si Fig.A.Rockery Section • Fig.B.Rockery Elevation NOTES . • Rockery construction is a craft and depends largely on the •The long dimension of the rocks should extend back towards skill and experience of the builder. the cut or fill face to provide maximum stability. - • A rockery is a protective system which helps retard the Rocks should not be stacked tike shoe boxes.They should . weathering and erosion process on an exposed soil face be placed to avoid continuous joint planes in vertical or • While by its nature(mass,size and shape of the rocks)it lateral directions wherever possible.Whenever possible will provide some degree of retention.it is not a designed -each rock should bear on two or more rocks below it.with or engineered system in the sense a reinforced concrete good f tat-to-flat contact. retaining wall would be considered designed or • All rockeries over 4 feet in height should be constructed engineered_ on basis of wall mass.not square footage of face,and • The degree of retention achieved is dependent on the size should be subject to engineering•design'by geotechnical of the rock used;that is,the mass or weight,and the engineer. height of the wall being constructed.The larger the rock, Approximate Approximate - the more competent the rockery should be. Size Weight-lbs. Diameter • Rockeries should be considered maintenance items that wnll require inspection and repair.They should be 1 Man 50-200 12-18" located so that hey can be reached by a contractor if 2 Man 200-700 18-28" repairs become necessary. 3 Man 700-2000 28-36" • Maximum inclination of the slopes above and behind 4 Man 2000-4000 36-48" rockeries should be 2:1(Horizontal:Vertical). 5 Man 4000-6000 48-54" • Mlnimum thickness of rock filter layer b=12 inches. 6 Man 6000-8000 54-60" • Minimum embedment D=12 inches undisturbed native soil or compacted fill placed in accordance with report Reference:Local quarry weight study using average weights recommendations. of no less than six rocks of each man size conducted in • Maximum rockery height H- feet. January,1988. • Rockeries greater than 8 feet in height to be installed trader periodic or full time observation of the geotechnical LEGEND engineer: , ,•:-,+.,dY •Rocks should be placed to gradually decrease in size with Drainage materials to consist of clean angular 4 to P 9 Y tl.g.:g."(yg.. increasing wall height in accordance with geotechnical ono: ° 2 inch spalls,or other material approved by the engineers recommendations. geotechnical engineer. • Minimum width of keyway excavation,b,should be equaSurface may consist of impervious soil or a fine to the thickness of the basal rock(as determined by the ? rain granular consist of is geotechincal engineer)plus bd. - - . g 1 Undisturbed firm Native soil. €rain pipe:4-inch minium diameter,perforated or 0 slotted,rigid.smooth-walled,plastic ADS pipe laid with a positive gradient to discharge under control well away from the wall_ at Plate g ARC'•4.,"' TYPICAL ROCKERY DETAIL 1111. NATIVE CUT,ANY HEIGHT OVER 4 FEET Schematic Only-Not to Scale Ar A 1- "rAiritA -4‘!Cfr:C:-:::"-...:::01::;;;.:.::;:**-$:::;:::."......:!::;::.:j*::.:.;:-.;,.:.:'',.::::::-.V.:..... ..,:;.:-..-1::..i;::-":1-.."--...f:"..11.:::: ::.-7.-:..1.- -:-: i Fl ■ ,,4 _ ,i:,-. ..,,,,,:-:.:-..:::::::::_:-.:::K::::;:.:..-_--:::-..:.:-.7•:.-.,...2.:±....-......':.---..-.1--.:..21-1-;;;:.....":*;:-...-....:;.".:::: .-::::::-..:- 6 If /. 4 illir ';11 t ..-:-...--7-.-:-.---:::::-:::-:-.---._:::-..:,-.-.*:...:--.1., -7.- . :- . ..:---.-......- .. 1 ! C ' :., .. re Iddikb:-.':-.-it:;;:-.-_-1.-:1::-.;::;:t::::f:::::!-*;::::::'-:.f.::::::::::.:1..1.:.'!:::::..-:-.:-:-":::.:--1''-'71::.:*:::.:;-- 0 --"r° ,..1.::::: :::-;:"•:,-":*::::::!:-:::::::2*:.'.:.:;;;!'!::*::: : ::;'kl:--:::"-11::::::::,-::::-:::::::::::1:::.-..:: T . / ' D irep z .7) ; - 2-'''cS-Zi"\. 1 1L *410- I i b l' Lo '- LEGEND illiki:15,,:4j°.,Q. Crushed rock or crushed concrete drain rock material ranging between 4 and 2 inches in size and free of c' organics,with less than 5 percent fines(silt and day size particles passing the No.200 mesh sieve). 'Pr Structural fill overbuild,compacted to at least 95%of maximum dry density as determined by Modified "'' Proctor. Compacted structural fill consisting of free-draining organic-free material with a maximum size of 4 inches. Should contain no more than 7 percent fines(described above),compacted to at least 95 percent of Modified Proctor maximum dry density. a Perforated or slotted,smooth-walled,plastic drain pipe with 4 inch minimum diameter bedded on and surrounded by crushed rock filter material,described above. 151 Designates size or rock required,i.e.5-man. NOTES • All fill should be placed in thin lifts not exceeding 10 inches in loose thickness_Each layer should be compacted to no less than 95 percent of maximum dry density,as determined by Modified Proctor. • Thickness of crushed filter rock layer,bd,should be no less than 12 inches. • Depth of burial of basal layer of rock,0,should be no less than 12 inches. • Free-standing height of rockery,H,should not exceed feet. • Lateral extent of fill overbuild,Lo,should be no less than H feet. • Estimated width of keyway excavation,b,should be equal to the thickness of the basal rock(as determined by the geotechnical engineer)plus bd. a a i ARC4--1 TYPICAL ROCKERY DETAIL Plate t OVERBUILT FILL CONSTRUCTION ROCKERY •...«�... .. .„ 8 FEET OR LESS IN HEIGHT B a, Schematic Only-Not to Scale • •.. -b 6 4 ;ocYYs�;� 4 is `t 6T$ 4, v-, b ��• LA . LEGEND Q84 � Crushed rock or crushed concrete drain rock material ranging between 4 and 2 inches in size and free of ,a o. a organics,with less than 5 percent fines(stilt and clay size particles passing the No.200 msh sieve). Compacted structural fill consisting of free-draining material with a maximum size of 4 inches.Should contain no more than 7 percent fines(described above),compacted to at least 95 percent of Modified Proctor maximum dry density. Undisturbed firm Native soil -- Geogrid reinforcement approved by geotechnical engineer. - Perforated or slotted,smooth-walled,plastic drain pipe with 4 inches-minimum diameter bedded on and surrounded by crushed rock filter material,descnbed above. 0 Designates size'or rock required,i.e.5-man. NOTES • All fill should be placed in thin lifts not exceeding 10 inches in loose thickness.Each layer should be compacted to no less than 95 percent of maximum dry density,as determined by Modified Proctor_ • Length of reinforcing geogrid,LA shall be feet. • Geogrid reinforcement layer spacing,2,shall be feet as determined by the geotechnical engineer. • Height of rock wall,H,should not exceed feet. • Thickness of crushed drain rock layer,bd,should be no less than 12 inches. • Depth of burial of basal layer of rock,D,should be no less than 12 inches. • Minimum width of keyway excavation,b,should be equal to the thickness of the basal rock(as determined by geotechnical engineer)plus bd. a TYPICAL ROCKERY DETAIL Plate GEOGRID REINFORCED FILL CONSTRUCTION ; ROCK WALL 8 FEET OR MORE IN HEIGHT S v .N Schematic Only-Not to Scale H2 .. t u S •. I . ,, .....,....„:„.., + __..,n-r- �r_ © at ,a! a + t i, 1 .....,;,„,....,...... H A'_.d t' '' l1 _ -4: gyp:. 3` fQ 1r H1 Nv T ©-I �a�' II SL s- 2 I' b ►1 - 1 NOTES • Free-standing height of rock wall,H =varies per design • Minimum setback distance in which no temporary excavation or trenching - may be performed,Su =5 feet • Minimum setback distance in which no temporary excavation or trenching may be performed,SL - ._2/3H • Minimum distance in which no permanent removal of subgrade is allowed,H1 =14 feet • Minimum distance in which no excavation of material or any surcharge is allowed,H2 =10 feet • Imaginary line below which no excavation is allowed above or below wall =1 H:1 V • Imaginary line depicting bounds for maximum finished grade or permanent excavation =2H:1 V • All rockery walls of greater than 4 feet in maximum frec standing height should be required to undergo engineering"design"by geotechnical engineer. m a. gi •42 TYPICAL ROCKERY DETAIL Plate ,Akc ; POST CONSTRUCTION GUIDEUNES r •swtld./�.... MleKy., D • Schematic Only-Not to Scale (for informational purposes only) ■•■• ,' ;;,. / 4 ` _ ► ` ( I` ` Competent o ra- Z W native soil t °- ' r ` . 7.g-: - l' 5 '(1. H - 'y ,- 4 1 1 :v:. `` :_ Estimated high DaO -' -- water level Coarse,angular ;°i°' drain rock layer ::4 ,' it r , ` _ t V / t A:4 1 ' S ��, , t�►■ t Q$ 'I , , .'='p.'.� 1 t •t t d F,a� 1 '- A Protective ..........________-4- - ' .fT:4' -„c....)' ,' -.• • geotextile layer � N. I° b •1 NOTES • Maximum estimated free-standing wall height,H =6 feet • Minimum depth of keyway excavation,d =2 feet • Minimum estimated width of wall excavation,b =5 feet • Minimum recommended thickness if drain rock layer,t i =1 foot • Recommended protective geotextile layer to comprise a Mirafi 180N,or an equivalent approved in writing by the geotechnicat engineer. . - Set all rocks in as close contact with each other as is feasible for specific rock shapes, and firmly set basal rock down into keyway subgrade. �;'N` TYPICAL BULKHEAD Plate i #1FI _ 4 week.1M.,C.Maer, WALL SECTION E , PROJECT.NUMBER DATE _ EXAMINED BY CHECKED BY ROCKERY EXAMINATION RECORD SHEET OF Project Site Location Wall Location Construction Status: Rockery under construction YES I NO Rockery completed YES!NO Age of completed rockery Staged rockery YES 1 NO Stage of rockery being examined UPPER/LOWER Soil Features: Condition of soil face to be protected Inclination of excavated slope - H:V Depth of keyway cut feet Width of keyway cut fee, Condition and competency of keyway subgrade Rockery Slope: Is there a slope above wall YES I NO Gradient of slope : H:V(measurediestimated) Vegetative cover YES 1 NO Nature of cover Is there a slope below rockery- YES/NO Gradient of slope H:V(measured/estimated) Vegetative Cover YES I NO Nature of cover Stability of slope(s)(visual evaluation) Drainage Provisions: Drainline is installed YES I NO With gradient YES/NO Drainline material Drainline pipe diameter inches . Drainline type RIGID/FLEXIBLE Width of drain filter rock behind wall feet Average rock size inches - Description of rock backlit( Rock Wall: Length of wail examined this visit from feet to feet Height of wall examined this visit from feet to feet Total length of completed rock wall feet Max. height of completed rock wall feet (to date) Describe origin of wall measurement Description of rock (type, hardness, etc.) Shape of rocks Dimensions of largest and smallest rocks in section currently being examined Largest-length feet. width feet, height leeti Excluding chinking rocks Smallest- length feet. width feet, height feel Relationship of rock of rock contact Angle of constructed wail face • H:V Reaction of rocks to hammer(sound) Additional Comments: • , or-Structural Calculations ' ot for - u • ro kery. Retainin g Wall Analysis Only For Canterbury Development Tigard, Oregon , Prepared for Polygon Northwest December 22, 2004 JOB NUMBER 0328-0024 ***Limitations*** - Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and/or liability is assumed by, or is-to be assigned to the engineer for items beyond that shown on these sheets. 5 sheets total including this cover sheet. Uonni Ate c PR p GiNE -- — . 12,320 ` I� 0 . GCN v 4'15,4"j EXPIRES: ! Aff This Packet of Calculations is Null and Void if Signature above is not Original Of 9600 SW Oak, Suite 230 ,04 A� ,a N,• { Portland, Oregon 97223 4 �� ,w��C�' �� o�'�� Office 503-452-8003 �� ��,Q � C� ���F � Fax 503-452-8043 ALPHA ENGINEERING, INC. „74:-. Gravity Retaining Wall Analysis , 6 Ft High Retaining Wall Pwall. 130•psf Density Of Rock Wall Psoil 110:psf Soil Density Htwall =. 7-ft - _ Height Of Retaining Wall Width:= 5.5-ft Width Of Retaining Wall Batter:=:t-:: Wall Batter -- 8 - EFP =;55:;-;-.•; Equivelent Fluid Pressure ff. `, ]=1';'.;;'- :'-`_ 'Width.` Htsoil ;Htwall^+ Height Of Backfill Htsoil=7.7 ft ;Wtsur= :00-psf Surcharge Pressure . =i.5: -Soil Friction Coefficient Wt ft Fsoil EFP-Htsoil2-.5 +EFP- sur •Htsoil Soil Force On Back Of Wall P soil Fsoil= 1625 lb CHECK SEEDING Width2 Htwall Wtwall Pwall- Htwall-Width+ _ 8-2 8-2 Slidingresistance Wtwall-4) Slidingresistance=2426 lb ` • Slidingresistance FS= 1.49 > _ 1.5 Good CHECK OVERTE'-RN1NG EFP-Htsoi13 Wtsu-ft. Htsoil2 Mover:_ + EFP• - 2.3 P soil 2 ' Mover=41651b ft Mres = Wt.,.,-,-Width ± Htwall 5 Mres= 15468 lb ft = Mres FS: FS=3.71 > 1.5 Good Mover 9600 SW Oak,Suite 230 Portland,Oregon 97223 Project: Canterbury Development 71/1( Office 503-452-8003 Client: Polygon Job# 0328-0024 Fax 503-452-8043 ALPPIA ENGINFERING, INC. Designer: RBS Date: Dec.22,2004 Pg.# i 4 Ft High Retaining Wall Pwall:= 130-psf Density Of Rock Wall Psoil 110•psf Soil Density Htwall:= 5-ft Height Of Retaining Wall .Width =4-ft Width Of Retaining Wall .. _ 1.: ' 114-after: Wall Batter =,'— <.:8: EFP ;_5:5 .- Equivelent Fluid Pressure _ = ��: -: --_,.:Width`. Htsoil: `._�Htwail 4::: ; Height Of Back6.1l Htsoil=5.5 ft ..-. ;;Wt- =_0 psf Surcharge Pressure "'.-.$, ; Soil Friction Coefficient - 2 Wtsuf•ft Fsoil:= EFP•Htsoil '•.5.+ EFP• •Htsoil Soil Force On Back Of Wall P soil Fsoil= 832 lb , CHECK SLIDING , 2 ----------- _ . 2 Wt Ht Width+ Width2 Htwall wall Pwall' wall' 8 2 8.2' j Slidingresistance:= Wtwall'4:1 . Slidingresistance= 1263 lb Slidingresistance - FS:-= FS= 1.52 > 1.5 Good Fsoil CHECK OVERTURNING _ EFP Htsoil3 Wtsa•ft Htsoil Mover:= _ +EFP• 2.3 Psoil 2 _ Mover= 1525 lb ft Mres:=: Wt Width+ Htwalll•.5 wal- 1 \ 8 J Mres=5843 lb ft , FS:= Mres FS=3.83 > 1.5 Good Mover Iiirrir 9600 SW Oak,Suite 230 Project: Canterbury Development - Portland,Oregon 97223 Office 503-452-8003 Client: Polygon Job# 0328-0024 Fax 503-452-8043 ALPHA ENGINEF,RING, INC. Designer: RBS Date: Dec.22,2004 Pg.# I 2 Ft High Retaining Wall Pwall:= 130•psf Density Of Rock Wall P soil= 110 psf Soil Density — Htwall = 3.ft Height Of Retaining Wall - Width 2.5-ft Width Of Retaining Wall Batter Wall Batter 8- - _. tali EFP:; '55- .: Equivelent Fluid Pressure _Htsoil:.-`Htwali+: _ __ Height Of Backfill Htsoil=3.3 ft Wtsur== 0 psf Surcharge Pressure 5: Soil Friction Coefficient _ Wt ft Fsoi1:= EFP•Htsoil2--5 +EFP• sur -Htsoil Soil Force On Back Of Wall P soil F5011=302 lb _. CHECK SLIDING . - - - Width. Htwall Wtwall:= Pwall• Htwall-Width+ — 8.2 _ 8.2 l Slidingresistance:= Wtwall- Slidingresistance=476 lb Slidingresistance FS:= FS= 1.58 > 1.5 Good Fsoil CHECK OVERTURNING EFP Htsoil3 Wtsur-ft Htsoil Mover:_ + EFP- 2.3 P soil 2 Mover=333 lb ft Htwa0 Mres:= Wtwall• Width+ -.5 8 i Mres= 1369 lb ft FS:= Mres FS=4.11. >- 1.5 Good Mover 9600 SW Oak,Suite 230 Portland,Oregon 97223 Project: Canterbury Development Office 503-452-8003 Client: Polygon Job# 0328-0024 1.711r Fax 503-452-8043 ALPHA ENGINEERING, INC. Designer: RBS Date: Dec.22,2004 Pg.# FINISH GRADE - BEHIND WALL , 1/3 x DEPTH 3g°• - ROCK DIAMETER, TYP >°•gg°o - {12' DIAMETER MIN.) - °a0aga0°°- 2 ` a°O0 °0°0. p°00000000• °a°O°O°O°a°O° •/ 0000000°000°0000• - • 0 0 0 0 0 0 0 O' WALL BACKFILL \\//\�00000a000000p000; 0 0 0 0 a 0 a /\\/\ °° ° °oo° ° ° °g ifi- //•00000°°00oo0°a �l 11( • o 0 0 0 0 0, 0 0 0 0 0,•'0 // // aOOOga°o°a°• Q o_ 0 0 0 �� _ __, \/ //\\/°0000gogogog.O v .. �/ / .0000.00000 1 HEICxHT WIDTH. p .. .////\// 0 6._0., 5'-6" MN. +-- • ooa0 o°ono°o°o' � �� � �� j / \ °o S 4-0 4-0 MIN. NON-WOVEN \/\/\/\'°000goaao 21-0" 2'-6" MIN. Ej FILTER FABRIC .\/ /�// // / °o°g°g°g - _ 1 \y\\�\\\ -0000000. a a a• LEVEL GRADE LINE OF TEMP. I I\/ / •gagagoki r _ a a a a CUT SLOPE / °°°°° ° °°' {I 1=I I v g°g°g° 11=I I 1=111=1 I I= - - ---- - DRA(NAGE -III— //\ aaa — —� _ °a°a°a °a°0°O BLANKET=4" r0 2" 1 1 \\/ ggggg� _—_� — ' •ROCK (24" THICK) 1 I 1 I I=\ .0°°- °°°° 1-1 11=1 11=I , •I= "Igaa�� 41 DODO•0000 _ 0 = O o O 0 • O O- O s I I 1=1— II—I(I WALL FACE =III•O 0 0 0 •p O O p•p _ •_ —_ _ VERTICAL —I I 1=III • •• O '_- 1=11 1-111=111=1 I-III—_I 1 �O 0 • 0 0 4' DIA PERF• !I'�ftH �•� =III—) 1 I-1 I I 111-I�I i�,�I f DRAIN (CONNECT TO SANITARY. .�. -I i 18'"_I 1 1-1 1—I I 1 I=1 I I— SEWER LATERAL) -I ,� I I-III=III--.I I—I 11___-.1'' • - ----- ------- 3/4"-CRUSWED-4- -— - 1-= -- - ---- ---- -=- - COMPACTED GRAVEL S UNDISTURBED SOILS 'WIDTH" e BASE - QCK E�T4 I\ ING WALE X - - Sr-'L E: NITS. _ PROJECT: ROCKERY RETAINING WALL • CANTERBURY DEVELOPMENT IT"' CLIENT: POLYGON NORTHWEST JOB" 0328-0024 DESIGNER: RBS DATE: DEC. 22, 2004 PG" 3111 Alpha Engineering,Ina. A 9600 Sill Oak,Suite 230 . Portland,Oregon 91223 ■ Office 303-452-8003 A. Fax 503-452-8043 GE0DEsIGNz REPORT OF GEOTECHNICAL ENGINEERING SERVICES SW Canterbury Lane Property 10575 SW Canterbury Lane Tigard, Oregon For Polygon Northwest Company April 26, 2004 GeoDesign Project: Polygon-80-01 APPROVED PLANS INCLUDE UN-ATTACHED: ...—.SPECIFICATION BOOK • .. STRUCTURAL CALCS ..,.-.OFOTFCN REPORT --MISC DOCUMENTS Engineers I Geologists I Environmental Consultants GEODESIGNZ 14945 SW Sequoia Pkwy-Suite 170 I Portland OR 97224 Off 503.968.8787 I Fax 503.968.3068 April 26, 2004 Polygon Northwest Company 109 E. 13th Street Vancouver,Washington 98660 Attention: Mr. Fred Gast Report of Geotechnical Engineering Services SW Canterbury Lane Property 10575 Canterbury Lane Tigard, Oregon GeoDesign Project: Polygon-80-01 GeoDesign, Inc. is pleased to submit our geotechnical engineering report for the proposed development on the Canterbury site in Tigard, Oregon. Our services included a geotechnical investigation for general site development, structure foundations, pavements, and utility improvements. Our services for this project were conducted in accordance with our verbal agreement. We appreciate the opportunity to be of continued service to you. Please call if you have questions regarding this report. Sincerely, GeoDesign, Inc. • Scott V. Mills, P.E. Principal Geotechnical Engineer cc: Mr. Peter Arellano, Alpha Engineering, Inc. (four copies) RA:SVM:kt Attachments Two copies submitted Document ID:Polygon-80-01-042604-geor.doc TABLE OF CONTENTS PAGE NO. 1.0 INTRODUCTION 1 2.0 PURPOSE AND SCOPE 1 3.0 SITE CONDITIONS 2 3.1 Regional Geology 2 3.2 Surface Conditions 2 3.3 Subsurface Conditions 2 4.0 CONCLUSIONS AND RECOMMENDATIONS 3 4.1 Site Preparation 3 4.2 Construction Considerations 4 4.3 Trench Excavation 5 4.4 Structural Fill 5 4.5 Permanent Slopes 6 4.6 Shallow Foundations 7 4.7 Retaining Structures 7 4.8 Pavements 9 5.0 OBSERVATION OF CONSTRUCTION 9 6.0 LIMITATIONS 10 REFERENCES 12 FIGURES Vicinity Map Figure 1 Site Plan Figure 2 APPENDIX Field Explorations A-1 Laboratory Testing A-1 Key to Test Pit and Boring Log Symbols Table A-1 Soil Classification System and Guidelines Table A-2 Boring Logs Figure A-1 Test Pit Logs Figure A-7 G EODESIGNY i Polygon-80-01:042604 1.0 INTRODUCTION GeoDesign, Inc. is pleased to submit our geotechnical engineering report for the proposed Canterbury development in Tigard, Oregon. Our services included a geotechnical investigation for general site development, structure foundations, pavements, and utility improvements. The proposed development site is approximately 12 acres and is located northeast of SW Canterbury Lane in Tigard, Oregon, as shown in Figure 1. Currently, a large building associated with a retirement center is located on the eastern half of the property. The remainder of the property consists of landscaped areas and manicured pastureland. The proposed development is located on a hillside that dips to the northwest at a gentle slope of approximately 8 degrees. Based on preliminary plans provided to us by Alpha Engineering, Inc., the proposed development includes the construction of 32 multi-family structures. We understand that preliminary grading plans include up to 9 feet of cut and 12 feet of fill. Foundations loads were not finalized at the time of this report. However,for preliminary design purposes,we have assumed light, residential-type footing loads. 2.0 PURPOSE AND SCOPE - The purpose of our services was to explore subsurface conditions at the site and to develop geotechnical recommendations for site development, structure foundation, pavements, and utilities. Our specific scope of work included the following: • Coordinate and manage the field investigation, including utility locates and scheduling of contractors and GeoDesign's staff. The site access was facilitated by project owners. • Advance six solid-stem auger borings in currently developed areas of the site to depths of approximately 16.5 feet below the ground surface (bgs). • Excavate 11 test pits in the remainder of the site to maximum a depth of 8.5 feet bgs. Test pits were backfilled with the excavated soils after the completion of the subsurface explorations. • Obtain soil samples for laboratory testing and maintained a log of encountered soil and groundwater conditions in each exploration. • Complete laboratory analyses on selected soil samples, including moisture content determinations and dry unit weight determinations. • Provide geotechnical recommendations for site preparation, grading, and earthwork. • Provide recommendations for shallow foundation design, including allowable bearing capacity and settlements. • Provide recommendations for floor slabs design and preparation of slab subgrade. • Provide recommendations for pavement design for the new access roads. • Provide recommendations for utility trench construction. • Provide this report summarizing our explorations, laboratory testing, analyses, geotechnical design criteria, and construction recommendations. G EODESIGNi 1 Polygon-80-01:042604 3.0 SITE CONDITIONS 3.1 REGIONAL GEOLOGY The project site is located in the Tualatin Basin physiographic province. The geologic profile in the vicinity of the site consists of unconsolidated catastrophic flood deposits that extend to a depth of approximately 0 to 325 feet underlain by Columbia River Basalt(Burns, et al., 1997). The near-surface geologic unit is mapped as Late quaternary(15,300 to 12,700 years before present)catastrophic flood deposits (QTu1) in close contact with Miocene(16.5 to 15.6 million years before present)Columbia River Basalt Group, Grande Ronde Basalt(Tcg)(Burns, et al., 1997). The catastrophic flood deposits consist of poorly consolidated,fine-to coarse-grained sand, silt, and clay. These flood deposits originated from multiple outburst floods from glacial Lake Missoula during the last episode of glaciations. These deposits were encountered during our field investigations on the western slope of the site The Miocene Age (16.5 to 15.6 million years before present)Columbia River Basalt Group, Grand Ronde Basalt(Tcg) underlies the catastrophic flood deposits and forms the basement material at this site. This unit was encountered during our field investigation on the eastern upslope side of the site as residual basalt, silt, and clay. 3.2 SURFACE CONDITIONS The approximate 12-acre project site is located northeast of the SW Canterbury Lane, approximately 200 feet southeast of its intersection with Highway 99 West in Tigard, Oregon (Figure 2). The site is bound by commercial properties to the north and west and by residential properties to the east. A large building, currently used as a nursing home, is located in the eastern portion of the site. Multiple outbuildings, including a shop and studios associated with the nursing home, are located to the southwest and northwest of the nursing home facility. The eastern portion of the project site is covered by landscaped areas, pavements, and structures associated with the nursing home. The western half of the site is undeveloped and primarily covered with large conifer trees, underbrush, and tall grasses. Some stockpiles of landscaping debris was observed north of the existing facility and near the center of the site. The site slopes gently from southeast to northwest. Site elevation varies from approximately 296 feet above mean sea level (MSL) on the northwest corner to 390 feet above MSL on the southeast corner. 3.3 SUBSURFACE CONDITIONS We explored subsurface conditions in the project area by completing 6 borings and excavating 11 test pits, as shown in Figure 2. The borings were advanced to depths of 16.5 feet bgs using solid-stem auger methods. Test pits were excavated to depths of 8.5 feet bgs using a track- mounted excavator. Details of our exploration program, boring logs, test pit logs, and laboratory results are provided in the Appendix. G EODESIGN? 2 Polygon-80-01:042604 The subsurface soil at the site generally consist of medium stiff to very stiff, dark brown to brown silt to depths of approximately 3 to 16.5 feet bgs. This silt was observed to extend to the maximum depths of boring explorations B-4 through B-6 and the test pit explorations. A medium stiff to hard, red-brown, silty clay to clayey silt residual basalt strata, consisting of the weathered upper portions of the Columbia River Basalt Group,was observed underling the silt soil in borings B-1 through B-3. This silty clay to clayey silt was observed to extend to the terminal depths of borings B-1 through B-3. The upper silt layer was not observed in boring B-1 located in the parking area located up slope of the existing structure. It is our opinion that this layer was removed during the site grading activities associated with the construction of the existing structure. Similarly, fills were observed in the borings B-4 and B-6 located down slope of the existing facility,which also likely originates with previous site development. The moisture content of the silt soil ranged from 22 to 31 percent for the overlying silt and 27 to 33 percent for the underlying silty clay basalt residual. 3.3.1 Groundwater Groundwater was observed at a depth of 3.7 feet bgs in boring B-6. Groundwater was not observed in the remainder of our explorations. However,we expect that perched groundwater levels could rise to within a few feet of the ground surface during extended periods of wet weather. Therefore, near-surface groundwater should be anticipated during construction if conducted during the wetter months of the year. Additionally, foundation excavation and utility trenches located in the vicinity of boring B-6 will likely encounter groundwater during construction. Caving was not observed in any of our explorations. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 SITE PREPARATION Trees, shrubs, and other vegetation should be removed from all proposed building, pavement, and sidewalk areas. In addition, root balls should be grubbed out to the depth of the roots, which could exceed 3 feet bgs. Depending on the methods used to remove the root balls, considerable disturbance and loosening of the subgrade could occur during site grubbing. We recommend that soil disturbed during grubbing operations be removed to expose firm, undisturbed subgrade. The resulting excavations should be backfilled with structural fill. The existing root zone should be stripped from all proposed building and pavement areas and for a 5-foot margin around such areas. Based on our explorations, the depth of stripping will range between approximately 3 to 5 inches. The stripping depths will be approximately 9 to 12 inches in heavily wooded areas of the site. Greater stripping depths may be required to remove localized zones of loose or organic soil and, therefore, the actual stripping depth should be based on field observations at the time of construction. Stripped material should be transported off site for disposal or used in landscaped areas as designated by the project owners. We understand that existing structures, including basements,will be demolished and the debris removed from the site. Soil disturbed during demolition should be removed and replaced (or, if C EO DESIG N? 3 Polygon-80-01:042604 possible, compacted in place) in accordance with recommendations in the"Permanent Slopes" section of this report. Utilities in the building footprints should be abandoned by removing the conduit and backfilling with granular structural fill. Proofrolling should be conducted after stripping and before the placement of engineered fills, pavements, or structures. The subgrade should be proofrolled with a fully loaded dump truck or similar heavy rubber-tire construction equipment to identify soft, loose, or unsuitable areas. A member of our geotechnical staff should observe proofrolling to evaluate yielding of the ground surface. Soft or loose zones identified during proofrolling should be excavated and replaced with compacted structural fill. Fill was encountered in boring B-4 and B-6 below the existing pavement to a depth of 2 to 3 feet. Based on our site reconnaissance, fill may be present in the east-central and north-central portions of the site. We recommend that these areas be stripped of existing pavements or organic topsoil and proofrolled. Soft or loose areas identified by the proofroll should be replaced or recompacted as recommended for structural fill. 4.2 CONSTRUCTION CONSIDERATIONS Trafficability on exposed silt or silty subgrades may be difficult during or after extended wet periods or when the moisture content of the surface soil is more than a few percentage points above optimum moisture content. Wet silt soils are easily disturbed and typically provide inadequate support for construction equipment. Proofrolling of the subgrade should not be performed during wet weather or if wet ground conditions exist. Instead,the subgrade should be evaluated by probing. Soils that have been disturbed during site preparation activities, or soft or loose zones identified during probing, should be removed and replaced with compacted structural fill. The use of granular haul roads or staging areas may be necessary for support of construction traffic. A 12-inch-thick imported granular material generally should be sufficient for light staging areas, but is generally not expected to be adequate to support heavy equipment or truck traffic. Haul roads and areas with repeated heavy construction traffic should be constructed with 18 to 24 inches of imported granular material. The imported granular material should meet the requirements provided in the "Structural Fill"section of this report, have a maximum particle size of 6 inches, and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. Additionally,we recommend that a geotextile be placed as a barrier between the subgrade and imported granular material in areas of repeated construction traffic. The geotextile should meet specifications provided in Oregon Department of Transportation Standard Specifications (ODOT SS) 350 and 2320 for embankment geotextile. If footing excavations are conducted during wet weather conditions,we recommend that a minimum of 3 inches of granular material be placed and lightly compacted at the base of the excavations. The granular material reduces water softening of subgrade soils, reduces subgrade disturbance during placement of forms and reinforcement, and provides clean conditions for the reinforcing steel. G EO DESIGNV 4 Polygon-80-01:042604 4.3 TRENCH EXCAVATION 4.3.1 Trench Cuts and Shoring Trench cuts should stand vertical to a depth of approximately 4 feet, provided no groundwater seepage is observed in the trench walls. Open excavation techniques may be used to excavate trenches with depths between 4 and 8 feet, provided the walls of the excavation are cut at a slope of 1.5 horizontal to 1 vertical (1.5H:1 V)and groundwater seepage is not present. Sloughing conditions will likely occur if the excavation extends below the groundwater table. The walls of the trench should be flattened or braced for stability and a dewatering system installed if seepage is encountered. Use of a trench box or other approved temporary shoring is recommended for cuts below the water table. If shoring is used,we recommend that the type and design of the shoring system be the responsibility of the contractor,who is in the best position to choose a system that fits the construction plan. 4.32 Dewatering We encountered groundwater in boring B-6 at a depth of approximately 3.7 feet bgs. However, we expect that perched groundwater could rise to within a few feet of the ground surface during the wettest months of the year. Because of the instability of saturated soils,sloughing conditions will likely occur if seeping groundwater conditions are encountered. Dewatering may be required if the invert elevations of the proposed utilities are deeper than the groundwater table. If groundwater is present in the base of trench excavations,we recommend over excavating the trench by 6 inches and placing trench stabilization material in the base. Trench stabilization material should meet the requirements of imported granular material as described in the "Structural Fill"section of this report, have a minimum particle size of 4 inches, and less than 5 percent passing the U.S. Standard No. 4 Sieve. The material should be free of organic matter and other deleterious material. Trench stabilization material should be placed in one lift and compacted until well keyed. All excavations should be made in accordance with applicable Occupational Safety and Health Administration and state regulations. While we have described certain approaches to the utility vault and trench excavations in the foregoing discussions, the contractor is responsible for selecting the excavation and dewatering methods, monitoring the trench excavations for safety, and providing shoring as required to protect personnel and adjacent improvements. 4.4 STRUCTURAL FILL All material used as structural fill should be free of organic matter or other unsuitable materials. A wide range of material may be used as structural fill at the site. The fill material should meet specifications provided in ODOT SS 00330 depending on the application. A brief characterization of these materials and our recommendations for their use as structural fill is provided below. 4.4.1 On-site Silt as Structural Fill The on-site silt that is free of organics and meets ODOT SS 00330.12 - Borrow Material is acceptable for use as structural fill. However, silty soils are generally sensitive to small changes in moisture content and are difficult, if not impossible, to compact adequately during wet G EODESIGNY 5 Polygon-80-01:042604 conditions or when their moisture content is more than a few percentage points above the optimum moisture content. Laboratory testing indicates that the moisture content of the on-site silts are considerably greater than the anticipated optimum moisture content required for satisfactory compaction,which, based on our experience, is approximately 16 percent. Therefore, moisture conditioning will be required to achieve adequate compaction. We recommend using imported granular material for structural fill if the on-site material cannot be properly moisture conditioned. When used as structural fill, silty material should be placed in lifts with a maximum uncompacted thickness of 6 to 8 inches and compacted to not less than 92 percent of the maximum dry density, as determined by American Society for Testing and Materials (ASTM) D 1557. 4.4.2 Imported Granular Material as Structural Fill Imported granular material used for structural fill should be pit or quarry run rock, crushed rock, or crushed gravel and sand and should meet the specifications provided in ODOT SS 00330.14 and 00330.15. Imported granular material should be fairly well graded between coarse and fine material and have less than 5 percent by weight passing the U.S.Standard No. 200 Sieve. The material should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D 1557. During the wet season or when wet subgrade conditions exists,the initial lift should be approximately 18 inches in uncompacted thickness and should be compacted by rolling with a smooth drum roller without use of a drum vibrator. 4.4.3 Trench Backfill Trench backfill for the utility pipe base and pipe zone should consist of well-graded granular material with a maximum particle size of 1 inch and less than 5 percent by weight passing the U.S.Standard No. 200 Sieve and should meet ODOT SS 00405.12 and 00405.13. Backfill for the pipe base and pipe zone should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557, or as recommended by the pipe manufacturer. Within building and pavement areas, trench backfill placed above the pipe zone should consist of imported granular material as-specified above. The backfill should be compacted to at least 92 percent of ASTM D 1557 at depths greater than 2 feet below the finished subgrade and 95 percent of ASTM D 1557 within 2 feet of finished subgrade. In all other areas,trench backfill above the pipe zone should be compacted to at least 92 percent of the maximum dry density, as determined by ASTM D 1557. Alternative requirements may be necessary along public easements. 4.4.4 Drain Rock Drain rock consist of angular granular material with a maximum particle size of 2 inches and should meet ODOT SS 00430.11 -Granular Drain Backfill Material and have less than 2 percent passing the U.S. Standard No. 200 Sieve (washed analysis). 4.5 PERMANENT SLOPES Permanent cut and fill slopes should not exceed 2H:1 V. The slopes should be over-compacted and then trimmed back to the required slopes to maintain a firm face. The edge of the streets C EO DESlG N? 6 Polygon-80-01:042604 should be located at least 5 feet from the top of cut and fill slopes. The slopes should be planted with appropriate vegetation to provide protection against erosion as soon as possible after grading. Surface water runoff should be collected and directed away from slopes to prevent water from running down the face of the slope. 4.6 SHALLOW FOUNDATIONS The proposed structures can be supported on conventional spread footings. We recommend that footings be sized based on an allowable bearing pressure of 2,500 pounds per square foot. This is a net bearing pressure; the weight of the footing and overlying backfill can be ignored in calculating footing sizes. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads and may be doubled for short-term loads such as those resulting from wind or seismic forces. Continuous wall and spread footings should be at least 16 inches wide. The bottom of exterior footings should be at least 18 inches below the lowest adjacent final grade. The bottom of interior footings should be placed at 12 inches below the lowest adjacent interior grade. For the foundation designed in accordance with the recommendations provided above,the total post-construction settlements should be less than 1 inch and differential settlement less than %2 inch. In wet weather a 2-to 4-inch-thick granular pad or lean concrete should be placed at the foundation subgrade to prevent disturbance. 4.6.1 Resistance to Sliding Lateral loads on footings can be resisted by passive earth pressure on the sides of the structures and by friction on the base of the footings. Our analysis indicates that the available passive earth pressure for footings confined by native silts and structural fills is 300 pounds per cubic foot (pcf). Typically,the movement required to develop the available passive resistance may 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. 4.62 Seismic Design Criteria We recommend that the building be designed using the applicable provisions of the 1997 Uniform Building Code (UBC)for Zone 3. The UBC contains recommendations for seismic site coefficients (Ca and C) relative to average soil properties within the upper 100 feet of the soil column. Based on the subsurface conditions encountered and a review of literature, we recommend using UBC soil profile type Sp for this site. This classification results in Ca= 0.36 and C =0.54. Based on the conditions observed at the site, and on investigations conducted for other sites in the vicinity, the near-surface soils at this site are not susceptible to liquefaction. 4.7 RETAINING STRUCTURES Our retaining wall design recommendations are based on the following assumptions: 1)the walls consist of conventional, cantilevered retaining walls or embedded building walls; (2)the walls are G EODESIGN= 7 Polygon-80-01:042604 less than 10 feet in height; and (3)the backfill is level,drained, and consists of imported granular materials. Reevaluation of our recommendations will be required if the retaining wall design criteria for the project vary from these assumptions. Our recommended retaining wall design parameters or soil parameters are not intended for the design of mechanically stabilized earth (MSE) retaining walls. GeoDesign can provide recommended design parameters for the design specific MSE retaining walls systems at your request. For walls not restrained from rotation, an equivalent fluid pressure of 35 pcf should be used for design. An equivalent fluid pressure of 55 pcf should be used for design of walls restrained from rotation. When computing resistance to lateral loads, a base friction coefficient of 0.35 can be used. Footings for the retaining walls should be designed as recommended for shallow foundations. As stated above, our recommendations are based on the assumption of drained conditions. Drains that consist of a 4-to 6-inch-diameter, perforated drainpipe wrapped in a geotextile filter should be installed behind all retaining structures. The pipe should be embedded in a minimum 2-foot-wide zone of drain rock and sloped to drain (minimum slope of%2 percent)toward a suitable discharge. The geotextile should meet specifications provided in ODOT SS 350 and 2320 for drainage geotextile. The drain rock should meet the requirements provided in the "Structural Fill"section of this report. Backfill material placed behind the wall should extend a horizontal distance of Y2H,where H is the height of the retaining wall, and should consist of the well-graded sand or gravel,with not more than 5 percent by weight passing the U.S. Standard No. 200 Sieve and meeting ODOT SS 00510.12 -Granular Wall Backfill. Alternatively, the on-site soils can be used as backfill material provided a minimum 3-foot-wide column of drain rock wrapped in a geotextile is placed against the wall and the on-site soils can be adequately moisture conditioned for compaction. The rock column should extend from the perforated drainpipe or foundation drains to within approximately 1 foot of the ground surface. The drain rock should meet the requirements provided in the"Structural Fill"section of this report. Backfill should be placed and compacted as recommended for structural fill,with the exception of backfill placed immediately adjacent to walls. Backfill adjacent to walls should be compacted to a lesser standard to reduce the potential for generation of excessive pressure on the walls. Backfill located within a horizontal distance of 3 feet from the retaining walls should be compacted to approximately 90 percent of the maximum dry density as determined by ASTM D 1557. Backfill placed within 3 feet of the wall should be compacted in lifts less than 6 inches thick using hand- operated tamping equipment(such as jumping jack or vibratory plate compactors). If flat work (slabs, sidewalk, or pavement)will be placed adjacent to the wall,we recommend that the upper 2 feet of fill be compacted to 95 percent of the maximum dry density, as determined by ASTM D 1557. Settlements of up to 1 percent of the wall height commonly occur immediately adjacent to the wall as the wall rotates and develops active lateral earth pressures. Consequently, we recommend that construction of flat work adjacent to retaining walls be postponed at least four weeks after construction, unless survey data indicates that settlement is complete prior to that time. G EODESIGNI 8 Polygon-80-01:042604 4.8 PAVEMENTS At the time of this report, expected traffic loads for on-site pavements were not available. The following pavement design sections are based on assumed traffic loads. The pavement subgrade should be prepared in accordance with the previously described site preparation,wet weather construction, and structural fill recommendations. Our pavement recommendations are based on the following assumptions: • Resilient modulus of 4,500 pounds per square inch (psi)for the subgrade • Resilient modulus of 20,000 psi for the base rock • Design life of 20 years with an annual growth rate of 3 percent • Average truck factor of 1 • Initial and terminal serviceability index of 4.2 and 2.5, respectively • Reliability and standard deviation of 90 percent and 0.45, respectively • Structural coefficient of 0.42 and 0.10 for the asphalt and base rock, respectively Our pavement design recommendations are summarized in the following table: Asphalt Concrete Base Rock Street Classification (AC) (inches) (Inches) Private Driveways 2.5 6.0 Interior Streets 3.0 8.0 The base aggregate should meet the gradation defined in ODOT Special Provision 00641 - Aggregate Base,with the exception that the aggregate has less than 5 percent passing a U.S. Standard No. 200 Sieve. The AC should be Level 3, 12.5-millimeter Dense HMAC Special Provision 00745 and compacted to 92 percent of Rice Density of the mix as determined in accordance with ASTM D 2041. Construction traffic should be limited to non-building, unpaved portions of the site or adequate haul roads. Construction traffic should not be allowed on new pavement. If construction traffic is allowed on new road, an allowance for this additional traffic should be made in the design pavement section. All thicknesses are intended to be the minimum acceptable. 5.0 OBSERVATION OF CONSTRUCTION Satisfactory pavement and earthwork performance depends to a large degree on the quality of construction. Sufficient monitoring of the contractors activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. We recommend that a qualified geotechnical engineer be retained to observe excavation, fill placement, and pavement subgrades, and to review laboratory compaction and field moisture- density information. Subsurface conditions observed during construction should be compared with those encountered during the subsurface explorations. Recognition of changed conditions often requires G EO DESIGN? 9 Polygon-80-01:042604 experience; therefore, qualified personnel should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated. 6.0 LIMITATIONS We have prepared this report for use by Polygon Northwest Company and members of their design and construction teams for the proposed project. The data and report can be used for bidding or estimating purposes, but our report, conclusions, and interpretations should not be construed as warranty of the subsurface conditions and are not applicable to other sites. Exploration observations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, reevaluation will be necessary. The site development plans and design details were preliminary at the time this report was prepared. When the design has been finalized and if there are changes in the site grades or location, configuration, design loads, or type of construction for the buildings,the conclusions and recommendations presented may not be applicable. If design changes are made,we request that we be retained to review our conclusions and recommendations and to provide a written modification or verification. Our current scope of services does not include the design of mechanically stabilized earth retaining walls or design parameters for such walls. Design parameters, recommended design loads, or other recommendations stated in this report are not intended for use in the design of mechanically stabilized earth retaining walls. If development plans include the construction of mechanically stabilized earth retaining walls,we recommend that we be retained to provide the design for such walls. If a mechanically stabilized earth retaining wall design is provided by others,we recommend we be retained to provide design parameters, and to review the retaining wall design prior to the construction such walls. The scope of our services does not include services related to construction safety precautions, and our recommendations are not 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 accordance with generally accepted practices in this area at the time the report was prepared. No warranty, expressed or implied, should be understood. ♦ ♦ G EODESIGNz 10 Polygon-80-01:042604 We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, ` PROp GeoDesign, Inc. QINE ` /Q► Rajiv Ali, P.E. OREGON Associate Geotechnical Engineer '7(y 14, 1t IEXPIRES .-12131/Os-- I Scott V. Mills, P.E. Principal Geotechnical Engineer G EO DESIGN? 11 Polygon-80-01:042604 REFERENCES Burns, Scott; Growney, Lawrence; Brodersen, Brett; Department of Geology, Portland State University and Yeats, Robert S.; Popowski,Thomas A., Department of Geosciences, Oregon State University, 1997, Map showing faults, bedrock geology, and sediment thickness of the western half of the Oregon City 1:100,000 quadrangle,Washington, Multnomah,Clackamas, and Marion Counties, Oregon, Oregon Department of Geology and Mineral Industries, IMS-4, scale 1:100,000. Oregon Department of Transportation, 2002. Standard Specifications for Highway Construction. Oregon Department of Transportation. Uniform Building Code, 1997. International Conference of Building Officials. G EODES1GN 12 Polygon-80-01:042604 . . Apr 23,2004-12:55:04 DWG Name:Polygon-80-01 VM FIGURE 1.dwg Updated By:cmp , , ,,,L.r.„..,...„).)11 -.-----,..,:i__,4Ly,:.:-...-.: ?.i:•:::',0-7.1'..: I's' .:•••... 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N.,,,.., . 1 Qr \ 1 � 111111 kP 0 \\\)..,' O p O W 20 O O G E o D ES I G N Z POLYGON-80-01 SITE PLAN 14945 SW Sequoia Parkway-Suite 170 Portland,Oregon 97224 APRIL 2004 SW CANTERBURY LANE PROPERTY Off 503.968.8787 Fax 503.968.3068 TIGARD,OR FIGURE 2 APPENDIX FIELD EXPLORATIONS We explored subsurface conditions in the project area by advancing 6 solid-stem auger borings (B-1 through B-6)to depths of 16.5 feet bgs and by excavating 11 test pits (TP-1 through TP-11) using a trackhoe to maximum depths 8.5 feet bgs. The approximate locations of the explorations are shown on Figure 2. Boring explorations were completed by Dan J. Fischer Excavating, Inc. of Forest Grove, Oregon on April 14, 2004. Bones Construction, Inc. of Aloha, Oregon,excavated the test pits explorations on April 14, 2004. We chose the exploration locations based on a site plan provided by Alpha Engineering, Inc. Boring and test pit locations were determined in the field from existing site features, and, therefore, should be considered approximate. A member of our geotechnical staff logged the explorations and obtained selected samples for laboratory testing. The soil samples were classified in accordance with the"Key to Test Pit and Boring Log Symbols"(Table A-1)and "Soil Classification System and Guidelines"(Table A-2), copies of which are included in this appendix. The logs indicate the depths at which the soils or their characteristics change, although the change actually could be gradual. If the change occurred between sample locations, the depth was interpreted. Detailed boring and test pit logs are presented in the following pages. LABORATORY TESTING MOISTURE CONTENT We tested the natural moisture content of selected soil samples in general accordance with ASTM D 2216. The natural moisture content is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The moisture contents are included in the boring and test pit logs presented in this appendix. DRY UNIT WEIGHT We tested selected soil samples to determine the in-situ dry unit weight. The tests were performed in general accordance with guidelines presented in ASTM D 2937. The dry unit weight is defined as the ratio of the dry weight of the soil sample to the volume of that sample. The dry unit weight is typically is expressed in pounds per cubic foot and are included in the boring and test pit logs presented in this appendix. NIEDESIGNY. A-1 Polygon-80-01:042604 ' KEY TO TEST PIT AND BORING LOG SYMBOLS SYMBOL SOIL DESCRIPTION Location of sample obtained in general accordance with ASTM D 1586 Standard Penetration Test with recovery Location of sample obtained using thin wall, shelby tube, or Geoprobe® sampler in general accordance with ASTM D 1587 with recovery Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery li Location of sample obtained using Dames & Moore sampler and 140-pound hammer or pushed with recovery Graphic Log of Soil and Rock Types '`� Observed contact Location of grab sample ' ;►''� between soil or rock units r:r." (at depth indicated) Rock coring interval Inferred contact between YZ soil or rock units Water level during drilling (at approximate depths '—:—`'`—` - indicated) t� � r �l� Water level taken on date shown ` a� ,-•�'.-7 -tr.r GEOTECHNICAL TESTING EXPLANATIONS PP Pocket Penetrometer SIEV Sieve Gradation TOR Torvane DD Dry Density CON Consolidation KM' Atterberg Limits DS Direct Shear CBR California Bearing Ratio P200 Percent Passing U.S. Standard No. 200 OC Organic Content Sieve P Pushed Sample HYD Hydrometer Gradation -. RES Resilient Modulus nn m 0 N ENVIRONMENTAL TESTING EXPLANATIONS C CA Sample Submitted for Chemical Analysis ND Not Detected PID Photoionization Detector Headspace NS No Visible Sheen Analysis 3 SS Slight Sheen ppm Parts Per Million MS Moderate Sheen P Pushed Sample C. HS Heavy Sheen ZI s a z GEODESIGNY. E 14945 SW Sequoia Parkway•Suite 170 KEY TO TEST PIT AND BORING LOG SYMBOLS TABLE A-1 Z Portland,Oregon 97224 a) Off 503.968.8787 Fax 503.968.3068 T. SOIL CLASSIFICATION SYSTEM CONSISTANCY-COARSE-GRAINED SOILS CONSISTANCY- FINE-GRAINED SOILS Standard Standard Unconfined Relative Density Penetration Consistency Penetration Compressive Strength Resistance Resistance (tsf) Very Loose 0-4 Very Soft Less than 2 Less than 0.25 Loose 4- 10 Soft 2 -4 0.25 -0.50 Medium Dense 10- 30 Medium Stiff 4- 8 0.50- 1.0 Dense 30- 50 Stiff 8 - 15 1.0 - 2.0 Very Dense More than 50 Very Stiff 15 - 30 2.0 -4.0 Hard More than 30 More than 4.0 SOIL CLASSIFICATION NAME Name and Modifier Terms Constituent Percentage Coarse-grained GRAVEL,SAND >50% sandy, gravelly 30 - 50% silty, clayey 15 - 50% some (gravel, sand) 15 - 30% some (silt, clay) 5 - 15% trace (gravel, sand) trace (silt, clay) <5% CLAY, SILT >50% silty, clayey 30 - 50% sandy, gravelly Fine-grained some (sand, gravel) 15 - 30% some (silt, clay) trace (sand, gravel) 5 - 15% trace (silt, clay) . PEAT 50 - 100% Organic organic (soil name) 15 - 50% (soil name)with some organics 5 - 15% MOISTURE CLASSIFICATION Term Field Test v. dry very low moisture, dry to touch o M moist damp, without visible moisture o wet visible free water, usually saturated GRAIN SIZE CLASSIFICATION Description Sieve* Observed Size boulders - >12" °' cobbles - 3"-12" coarse 0.75"-3" 0.75"-3" i gravel fine #4 - 0.75" 0.19" - 0.75» El coarse #10 -#4 0.079"- 0.19" sand medium #40 -#10 0.017"- 0.079" 5 fine #200 -#40 00029"- 0.017" 8 fines <#200 <0.0029" u • * Use of#200 field sieve encouraged Z NEDESI G I%) SOIL CLASSIFICATION SYSTEM AND GUIDELINES TABLE A-2 I 14945 SW Sequoia Parkway-Suite 170 SO Z Portland,Oregon 97224 U. Off 503.968.8787 fax 503.968.3068 U. . O V w ♦BLOW COUNT INSTALLATION AND ,?I=- Z 0- •MOISTURE CONTENT% COMMENTS DEPTH =u MATERIAL DESCRIPTION Fo- E_- g FEET n. w Q (TITI RQD% 1771 CORE REC% N C7 368.0 I- 0 50 100 —0.0 ASPHALT CONCRETE. 367.8 ` ''" BASE ROCK. r367 s _ Stiff, red-brown CLAY with some silt and 0.5 occasional fine gravel; moist, medium to high plasticity. 2.5-- — A7 cf 5.0— — P 1975 P t:sf DD • PP 7.5— - — — -21 10.0— becomes dark red at 10.0 feet X31 1 12.5— — -` N W O 15.0— — becomes hard with occasional coarse - sand and fine gravel and high plasticity 38 a at 15.0 feet OA O 351.5 ci Boring completed at 16.5 feet. 16.5 O - z 0 O 17.5— '- 0 O _ w C9 a CD a - IT? 20.0 0 50 100 DRILLED BY:Dan J,Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:4/14/04 C9 BORING METHOD:solid stem auger(see report text) BORING DIAMETER:4-inch O a G EODESIGNZ POLYGON-80-01 BORING B-1 0= 14945 SW Sequoia Parkway-Suite 170 SW CANTERBURY LANE PROPERTY 0 Portland,Oregon 97224 APRIL 2004 TIGARD,OR FIGURE A-1 Off 503.968.8787 Fax 503.968.3068 U o u w ♦BLOW COUNT INSTALLATION AND DEPTH u L- Z 0- •MOISTURE CONTENT% COMMENTS FEET a MATERIAL DESCRIPTION w o w Q RQD% CORE REC% U 367.0 I- 0 50 100 —0.0— ASPHALT CONCRETE. 366.8 BASE ROCK. 0 ,J 3666.. 5 Stiff, red-brown, clayey SILT to silty 0.5 CLAY; moist, medium to high plasticity. 2.5- - 12 5.0— •13• 7.5 359.5 Very stiff, red-brown, silty CLAY with 7.5 - occasional gravel; moist, medium to 24 _ high plasticity. • 10.0— becomes hard with some silt at 10.0 feet 32 12.5— - - tii 0 15.0— - • z - • a •33 o 350.5 oBoring completed at 16.5 feet. 16.5 z - C9 w 17.5-- — 0 0 - w C9 r — 4 m 20.0 0 50 100 DRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:4/14/04 0 CO BORING METHOD:solid stem auger(see report text) BORING DIAMETER:4-inch 0 a z G EODESIG POLYGON-80-01 BORING B-2 mre 14945 SW Sequoia Parkway.Suite 170 SW CANTERBURY LANE PROPERTY Portland,Oregon 97224 APRIL 2004 FIGURE A-2 Off 503.968.8787 Fax 503.968.3068 TIGARD,OR � INSTALLATION AND —J •BLOW COUNT COMMENTS DEPTH c� •Mo|�onccomr�rm MATERIAL DESCRIPTION �� FEET ���� [� �� ~ mQom 1771 CORE nccm ~__n ^ 367.0 o 50 100 ' ASPHALT CONCRETE. 366.8 ,�� BASE ROCK. /-� �y oo .s Stiff, light brown SILT with trace fine 0.5 sand and clay; | txmwet, low - plasticity; 3-inch-thick fine sand layer; wet. 2.s-- -- ' •1 362.0 5.0 -- - so Stiff, dark red-brown, silty CLAY with 5.0 - trace sand; moist, medium' ' • _ plasticity; coarse sand (residual basalt). —— �� 7.5-- --- j • 1no__ ' becomes very stiff and orange-red- _ brown with some silt and high plasticity _ mtlO.0feet jjAl9 1u.s-- , � - o< /su-- ' becomes hard and orange-red gray at � - l5Ufeet " ' u�� »so.5 mu 16.5 re Boring completed atl6.Sfeet. �«� 0 _ 1r.s-- --- CD - 20.0 ' 0 50 100 2 DRILLED BY:Den J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:4/14/04 0 >- BORING METHOD:solid stem auger(see report text) BORING DIAMETER:4-inch 0 � C ����K��U�^�U�_��w p0uGow'8o'O) B��RUyA�� B-3 u—����n�.�o��n�� 14945 Suite 170 SW CANTERBURY LANE PROPERTY APRIL 2004 FIGURE A-3 Off 503.968.8787 ~=^""°"""""" TIGARD,OR (..7 INSTALLATION AND o (...7 w A BLOW COUNT ,-J --.I COMMENTS DEPTH s.-2 ...-- I— — a. •MOISTURE CONTENT% MATERIAL DESCRIPTION ......cL • ..., 1-- 2 FEET k a w W VI < aEl RQD% Eli CORE REC% 0 LU I— VI —0.0 0 t-7 360.0 50 100 ASPHALT CONCRETE. / BASE ROCK. 0.3 _J 359.5 Medium stiff, orange-brown-gray SILT 0.5 /7:2- 1 with trace to some fine sand (fill). 1/ 2.5— /7:4 . - - 357.0 • Medium stiff to stiff, orange-brown-gray 3.0 [La? • - SILT with trace fine sand and clay; moist, - low plasticity. 5.0— . . _ I. A21 7.5— becomes moist to wet at 7.5 feet - 11 10.0 )50.0 Stiff, light red-brown SILT with some 10.0 - clay; moist, medium plasticity. 11 A9 • . - 12.5— 8 _ c■ V* — al < 1 ' 5 0 )45.0 o Very stiff, light red-brown, clayey SILT 15.0 [ a:16 i- z Fe - with trace sand; moist, medium to high plasticity(residual basalt). _ I- O 343.5 0 16.5 re Boring completed at 16.5 feet. O - Z 0 (7) 17.5— ILI 0 O _ U.S 0 •-, O. a: FT - 9 . .7, 20.0 0 50 100 2 DRILLED BY:Den J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:4/14/04 0 0 >- d BORING METHOD:solid stem auger(see report text) BORING DIAMETER:4-inch a- (9 'DI) G EODESIG N.V. POLYGON-80-01 BORING B-4 z CC 14945 SW Sequoia Parkway.Suite 170 SW CANTERBURY LANE PROPERTY 0 Portland,Oregon 97224 APRIL 2004 FIGURE A-4 CO Off 503.968.8787 Fax 503.968.3068 TIGARD,OR o INSTALLATION AND J V w ♦BLOW COUNT DEPTH v t Z •MOISTURE CONTENT% COMMENTS = MATERIAL DESCRIPTION �I I-- FEET w H N RQD% CORE REC% V 358.0 0 50 100 —o'a–�'1 ASPHALT CONCRETE. .357.8 ABASE ROCK. - r357 5 Hard, light brown SILT with trace fine 0.5 sand and clay; moist, low plasticity. 2.5 - .36 s.o— becomes stiff with trace to some fine - sand; moist to wet at 5.0 feet A t 1 7.5 350.5 Stiff to very stiff, light red-brown, clayey 7•5 - SILT to silty CLAY; moist, medium to s _ high plasticity. 10.0— - -5 12.5— a - w - • 15.0— becomes hard and orange-brown-gray • Z - with some sand and clay and low 33 a _ plasticity at 15.0 feet • 1- O 341.5 o — Boring completed at 16.5 feet. 16.5 Z CD w• 17.5— , 0 O _ w 0 a - C7 E.' t- - (4 m 20.0 0 50 100 0 IDRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:4/14/04 0 CO O BORING METHOD:solid stem auger(see report text) BORING DIAMETER:4-inch a • G EODESIGNz POLYGON-80-01 BORING B-5 Z X 14945 SW Sequoia Parkway-Suite 170 SW CANTERBURY LANE PROPERTY FIGURE A-5 m Portland,Oregon 97224 APRIL 2004 Off 503.968.8787 Fax 503.968.3068 TIGARD,OR u INSTALLATION AND O U w A BLOW COUNT = z —1 COMMENTS u w I— n- •MOISTURE CONTENT% DEPTH MATERIAL DESCRIPTION _,„- f= m FEET w 0 w Q UM RQD% (�CORE REC% N u 357.0 0 50 100 —0.0 ASPHALT CONCRETE. _356.8 . ',%f" BASE ROCK. r356.5 Medium stiff, light brown-gray SILT with 0.5 trace to some fine sand; moist(fill). ,355. , - 1/ 0 Stiff, orange-light brown SILT with trace 2.0 2.5— fine sand and clay; moist, low to 4. medium plasticity. r .r. •o • M _ _ 5.0-- becomes very stiff and gray with low - plasticity and without sand at 5.0 feet `19 7.5— - No recovery on Shelby sampler P 10.0 _347,0 Stiff, light brown SILT with trace to some 10.0 - fine sand; wet, low plasticity. i4 12.5— v - 1ii 342.0 0 1 s.o Medium stiff to stiff, red-brown, clayey 15.0 z - SILT to silty CLAY with occasional sand; B • ce a. !wet. 0 340.5 ce Boring completed at 16.5 feet. 16.5 O - z w 17.5— 0 O — ua CD — CD _ a IT - 19 Co: 20.0 0 50 100 iDRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:4/14/04 0 t BORING METHOD:solid stem auger(see report text) BORING DIAMETER:4-inch 0 a (Z )DI EODESIGNZ POLYGON-80-01 BORING B-6 z 2 14945 SW Sequoia Parkway•Suite 170 SW CANTERBURY LANE PROPERTY o Portland,Oregon 97224 APRIL 2004 TIGARD,OR FIGURE A-6 CO Off 503.968.8787 Fax 503.968.3068 >~ ? a •MOISTURE COMMENTS DEPTH a MATERIAL DESCRIPTION L_11 lW N CONTENT% a I— tn TP-1 342.0 0 50 100 0.0 _ Medium stiff to stiff, dark brown SILT _ with trace to some fine sand; moist(3- - inch-thick root zone). TOR=6.0 tsf TOR ® • 2.5— - becomes orange-brown-mottled at 3.0 - feet PP ® PP=6.5 tsf 5.0— - without mottling at 6.0 feet 5— No groundwater seepage observed _ 334.0 ® • to the depth explored. _ Test pit completed at 8.0 feet. 8.0 No caving observed to the depth explored. 10.0— 12.5— 15.0— _ 0 50 100 TP-2 0 50 100 0.0 - - 343.0 Medium stiff to stiff, dark brown SILT - with trace to some fine sand; moist(3- - inch-thick root zone). PP= 1.5 tsf O 2.5— becomes orange and gray-mottled- PP ® _ brown at 2.0 feet Fw- _ PP ® • PP=2.5 tsf Z 5.0— n. No groundwater seepage observed 0 7.5— 335.0 ® to the depth explored. _ Test pit completed at 8.0 feet. 8.0 No caving observed to the depth w explored. 0 O - w O 10.0— I.;. — 4 12.5— m z 0 - 15.0- O 0 50 100 w EXCAVATED BY:Bones Construction Inc. LOGGED BY:PDR COMPLETED:4114/04 ce Q. EXCAVATION METHOD:trackhoe(see report text) ° G EO u POLYGON-80-01 TEST PIT a v DESIGNZ • 14945 SW Sequoia Parkway-Suite 170 SW CANTERBURY LANE PROPERTY w Portland,Oregon 97224 APRIL 2004 FIGURE A-7 ~ Off 503.968.8787 Fax 503.968.3068 TIGARD,OR u DEPTH o > Z ii •MOISTURE COMMENTS FEET a MATERIAL DESCRIPTION w W N g CONTENT% 1 TP-3 338.0 0 50 100 0.0 Medium stiff to stiff, dark brown SILT - with trace to some fine sand; moist(3- - inch-thick root zone). PP ® PP=2.2 tsf 2.5- becomes gray and orange-mottled- -- brown at 2.5 feet PP ® PP=3.0 tsf 5.0— 7'5 No groundwater seepage observed 329.5 ® • to the depth explored. - Test pit completed at 8.5 feet. 8.5 No caving observed to the depth - explored. 10.0— 12.5— 15.0 0 50 100 TP-4 0.0 344.0 0 50 100 _ Medium stiff to stiff, dark brown SILT - with trace to some fine sand; moist(4- - inch-thick root zone). PP ® PP=2.6 tsf v 2.5— 0 becomes gray and orange-mottled- W - brown at 3.0 feet PP=3.2 tsf PP ® • o - z 5.0-- — O. t— 0 o 5— No groundwater seepage observed 336.0 ® to the depth explored. _ Test pit completed at 8.0 feet. 8.0 No caving observed to the depth w explored. O — w c9 10.0— O. H `� 12.5- m o _ °4 - z O — O 15.0— O 0 50 100 a w EXCAVATED BY:Bones Construction Inc. LOGGED BY:PDR COMPLETED:4/14/04 a. cc w o. EXCAVATION METHOD:trackhoe(see report text) O G E�DESIGN POLYGON-80-01 TEST PIT a Z 1- tn 14945 SW Sequoia Parkway-Suite i 70 FIGURE A-8 iL Portland,Oregon 97224 APRIL 2004 SW CANTERBURY LANE PROPERTY Off 503.968.8787 fax 503.968.3068 TIGARD,OR 8 J DEPTH u Z MATERIAL DESCRIPTION I� H e •MOISTURE w COMMENTS FEET = w w CONTENT /o v) TP-5 0 50 100 0.0 - - 336.0 _ Medium stiff to stiff, dark brown SILT _ with trace to some fine sand; moist(4- - inch-thick root zone). 2.5— - becomes gray and orange-mottled- , - brown at 3.0 feet 5.0— 7 5 — No groundwater seepage observed 328.0 ® to the depth explored. _ Test pit completed at 8.0 feet. 8.0 No caving observed to the depth explored. 10.0— 12.5— 15.0— TP-6 o 50 100 0.0 318.0 0 50 100 Medium stiff to stiff, dark brown SILT _ with trace to some fine sand; moist(6- - inch-thick root zone). PP ® PP=3.5 tsf ch) 2.5 becomes gray and orange-mottled-. _ brown at 2.5 feet Q _ PP ® PP=2.25 tsf z 5.0— - a r - 0 o 5- No groundwater seepage observed 310.0 to the depth explored. — Test pit completed at 8.0 feet. 8.0 No caving observed to the depth o explored. o - w t? 10.0— a O a 1- - 12.5— 0 z O - CD 15.0— _ O 0 50 100 a w EXCAVATED BY:Bones Construction Inc. LOGGED BY:PDR COMPLETED:4/14/04 a. W a EXCAVATION METHOD:trackhoe(see report text) N C7 C o EO DES I G NZ POLYGON-80-01 TEST PIT a I- 0) 14945 SW Sequoia Parkway•Suite 170 LU Portland,Oregon 97224 APRIL 2004 SW CANTERBURY LANE PROPERTY FIGURE A-9 Off 503.968.8787 fax 503.968.3068 TIGARD,OR V 0 Z —t •MOISTURE DEPTH u wIE— a- COMMENTS FEET a MATERIAL DESCRIPTION W o; N g CONTENT% I- TP-7 0 50 100 0.0 316.Q Medium stiff to stiff, dark brown SILT - with trace to some fine sand; moist(5- - inch-thick root zone). PP ® • PP= 2.25 tsf 2.5— _ becomes light gray and orange-mottled- _ brown at 3.0 feet PP ® PP=2.25 tsf 5.0— 5_ No groundwater seepage observed 308.0 ® to the depth explored. • Test pit completed at 8.0 feet. 8.0 No caving observed to the depth explored. 10.0— 12.5— 15.0— TP-8 0 50 100 310.0 0 50 100 0.0 _ Medium stiff to stiff, dark brown SILT - with trace to some fine sand; moist (4- - inch-thick root zone). PP ® PP= 5.0 tsf 2.5- N becomes light gray and orange-mottled _ brown at 3.0 feet PP ® PP= 5.75 tsf - z• 5.0— r4 - a - 0 No groundwater seepage observed 0 7 'S 302.0 to the depth explored. Test pit completed at 8.0 feet. 8.0 No caving observed to the depth _ explored. o o - w • 10.0— a 0 - 2 12.5— m 4 0 aD _ Z 0 - 15.0— a 0 50 100 w a 0 EXCAVATED BY:Bones Construction Inc, LOGGED BY:PDR COMPLETED:4/14/04 a EXCAVATION METHOD:trackhoe(see report text) N G EU v POLYGON-80-01 TEST PIT a I�ESIGNZ • 14945 SW Sequoia Parkway•Suite 170 SW CANTERBURY LANE PROPERTY Portland,Oregon 97224 APRIL 2004 TIGARD,OR FIGURE A-10 Off 503.968.8787 Fax 503.968.3068 = Z -1 •MOISTURE COMMENTS DEPTH a MATERIAL DESCRIPTION w b- N g CONTENT% V) U TP-9 0 So 100 0.0 - 310.0 - Medium stiff to stiff, dark brown SILT _ with trace to some fine sand; moist(3- - inch-thick root zone). - becomes gray and orange-mottled- PP ® PP= 1.25 tsf 2.5— brown at 1.5 feet PP ® PP=2.5 tsf 5.0 5_ No groundwater seepage observed 302.0 ® • to the depth explored. Test pit completed at 8.0 feet. 8.0 No caving observed to the depth explored. 10.0- - 12.5— 15.0— _ TP-10 0 so 100 327.0- 0 50 100 0.0 - Medium stiff to stiff, dark brown SILT - with trace to some fine sand; moist(3- - inch-thick root zone). - becomes gray and orange-mottled- PP ® PP=2.5 tsf 2.5— brown at 1.5 feet — N - PP • PP= 1.25 tsf - z 5.0— – o- - No groundwater seepage observed 3,9.0 o 7.5— ® to the depth explored. Test pit completed at 8.0 feet. 8.0 No caving observed to the depth w - explored. 0 0 w - O 10.0— (9 i— m 12.5— Q _ z o - 15.0 O 0 50 100 w EXCAVATED BY:Bones Construction Inc. LOGGED BY:PDR COMPLETED:4/14/04 a_ EXCAVATION METHOD:trackhoe(see report text) N (9 ° GEODESIGN Z POLYGO N-80-01 TEST PIT 14945 SW Sequoia Parkway-Suite 170 SW CANTERBURY LANE PROPERTY LLJ Portland,Oregon 97224 APRIL 2004 TIGARD,OR FIGURE A-11 Off 503.968.8787 fax 503.968.3068 = 2 L.251 DEPTH > a, •MOISTURE COMMENTS FEET MATERIAL DESCRIPTION w W N 2 CONTENT% o v) v TP-11 0.0 329.0 0 50 100 _ Medium stiff to stiff, dark brown SILT - with trace to some fine sand; moist(3- - inch-thick root zone). 2.5-- becomes gray and orange-mottled- PP ® • PP=4.25 tsf - brown at 2.0 feet PP ® PP=2.5 tsf 5.0— 5- No groundwater seepage observed ,321.0 ® to the depth explored. _ Test pit completed at 8.0 feet. 8.0 No caving observed to the depth explored. 10.0- 12.5- 15.0- 0 50 100 8 1- z a a. 0 0 • z w 0 0 w a. I m 0 m z 0 C9 0 a. cwt EXCAVATED BY:Bones Construction Inc. LOGGED BY:PDR COMPLETED:4/14/04 ow. EXCAVATION METHOD:trackhoe(see report text) N CD ° G EODESIGNZ POLYGON-80-01 TEST PIT 14945 SW Sequoia Parkway-Suite 170 Portland,Oregon 97224 APRIL 2004 SW CANTERBURY FIGURE A-12 Off 503.968.8787 Fax 503.968.3068 TIGARD,OR . ., 407* .■...-- , -' .....4 ..................• TOP OF LEGEND- . SLOPE PA* , ,,,,- EX 2-FT CONTOUR 11/5 BUT 2' MIN. ,, , . EX 10-FT CONTOUR _ AND 10' MAX. -322- EX 2-FT CONTOUR V _ , 10-FT CONTOUR CUT OR FILL ---\ ----NATURAL OR SLOPE / , • e EX TREES TO REMAIN FINISH GRADE , , . A NEI PA* TOE OF , - ", , EX TREES TO BE REMOVED SLOPE ,.. H/2 BUT 2I MIN. H • /,,,, 11°' • ,,.?., ! -........„--,---„--...,-,...-,.......„--,,,-„.,„,-........mi.11 MI.,ipir/ WM Mt IiiM10.11111=111,41/I•IIIM.111•11•111111111111 NO Milt 11011111111111011•1111 MO 41111Ik 111111111111■111•111,.1.1 WM MINIMININNIMM MOO OM.1.1■1•■•....0.........•IOW•■•■IIIIIMIIIIIRM.ma WM assogemwm,ast Imo ann■rm Ai 1•111 111111111■1.11.1.fp•41, _,._,ININS•.10 MO 411111111111•111111■OM OM•■•ento...••NOMMON■aso am•■■•■•■•■•■”.amo am•■■•■••gm.moo emorn■ow......,■■•ono am. 41' ' ,..., . ,.. ...........00.............. 0,4 A EX TREES TO BE REMOVED AND 20' MAX. . id, If '," i , if ,.= i ,^' , . ,,, - ..„ • • ,. . le AS NECESSARY , , . - PLAZA WEST SUITE 230 9600 SW OAK - ....%.""---NATURAL OR -..\,,,,,,. 0 * PERMIT AREA BOUNDARY ,,. , iiiii, ov., .........,, _. ,do.ti::',die' 1, iv:40i , .-..,.,, 4110 ,,, ,- PORTI-AND,OR 97223 FINISH GRADE ' - -- . , -i . - - . ,, . , ilk • it . - ,,,„ 40.... CUT/PILL &on DUAL :,,,,.. 2 _ - , 0,0,7", ' 1 ---31 44°\''.8_,-. 320 ''''' . ( ., ) , - ,...,%- , ( .) (''''' , CONSTRUCTION NOTES. TEL 503-452-8003 0 , - • . - NOT TO SCALE , , ........ i , / 4.4.0. 4..0 FAX 503-452-8043 _ • , ,__,, . 0 CONSTRUCT 7' MAX HEIGHT vvvvvv.alpha-eng.com . „ . i • je,,,, / '''' ,,i/, ROCKERY WALL PER DETAIL THIS • ' 3- 322 3 • ,- ... , , SHEET j / . , '3' 18 -":-amirollor ..,,,,, ',41111111111111111.11111111T.','' IIIIIIIIIIIIIIINNO°11111111 . _ 3 3 ' , ,. ,,. • 4 ,..- Ill ,, is i El ' I illiii REVISIONS alik' 11.-- ill / ,, , 40 CONSTRUCT 6' X 11 PCC PAD .., / ••(.4.71:, ,, -", -----/r;o0'' 1514", ---5.47-----' '316, _ __ . • WITH DUMOR MODEL NO. 125-50 NO. DATE BIKE RACK. (4 BIKE SPACES) \ , 40,14. 0 \\ \ 0 4 , . ,,.„ , I 1, / ' • F ' : c 1 , , ir .7,,,,,,,, . , . ___._______...4---,..,,, . '' ' ' '''ji' 0 • A- 5/12/05 - RAISED SITE, ADDED WALL • ,:i Oi DEPRESS MOUNTABLE CURB TO ,, ,- \ .- \ • I I I 1 - _ 1.-z 335.40 '- /0 , 0 • . i :'1. - ' \ 1 . I \ #11A • 1', ALLOW HANDICAPP ACCESS _ 6/14/05 _ REVISE BUILDING & ALLEY • , ' , s\VII ':--:. .. 326.80 326.80 -, . 330.65 ,, , , 0 VIII \ I 4,;-': • ' . / . .,..,_ GRADES , 330.65 .,. ... , . 335.40 ..,,, . - _.,,,,, • \ \I\'9;5' IP ''.,... 1 111 .93\011 001* 1 st , . - ' - • i ,,,„ .• , it ., , ... , • 1 1......_ 410 , .,,..•- • *110 C. 4 1 40 et J / 4110 40 ( 'i • / eillik*4 1001, „4,,;:4,.:....:..:::.,:..:1'.,0..E.,;11.:.'.:i.;:.:/v.:TrtgaIMMEEM4 ii. i glinwiL a:, 1;...A....,..-;.- .,:_:-..-,,E.:,i.y;74 , in 3.9 7% 0 -,..-:.4.„..::..:.:::::::::...imens IIIIIIIII"iiiii___'- ,,-,,-_ ,:::,....1:..,.::,..:,..,.!.,1 Ai, . / 1 0 # ' 40 .........._ , . • '. _ , / ...., . . , ..,„ 40 , ...., -.:.-,„, _,.- ,40,46.4. '' NW --- ft- _ i• , ,\\ / 4_CV „.•-...- M1111117 ri ---,,,zwiiimmil .' 0 Ac) - A ;; )" ..lit'' (-17 ii 32439 --JP -11 326,01 I )Aill - ki 30.00--"‘" 11331.62 II -''•,- II 334.12 • 040 0 . -151r -33'4.87 7 3353. = ,.. / to...- F..._... _____ v. ‘ • 40 -- ,,,X , 4,./ y ' ' = = moamimiuriwImllwllm• a _ii- v■,_ of • „.._....,_.. .. • \ : ...-. 0.4. ,;\ 1,. k• •.,..' p ,„, , et, , . 431, \\/.2;.-;.;-- 111ilir 4) •- -- ; li 0.4,................. I I o./ 4° V. ::1 4;\ * .,.. * * MI"....." \ . . . * j .4.... „,..,. PROre,, ,,, .- , / 1111 , f, ............... ,..-' -- ••••. _....,....... immiiirmils_ . . - ,'• . ... , .",, --,,ss •-•,,, , ,,,,,: " ,/ I , Iiiii IMI" b. MO i rim -\<c-\ • , . ,, I' ' 741 0, 4 ,s 1 pi .-.. -- ; , , • CONNECT 4n WALL DRAIN TO 1.-------- . , .ruPP-: __,„.....„.,„4. ,:s. ' 334 TW 3atu ' C . . , • y I , ., Jo . (...D 342344, 7." , . ,._. / .L.L. / /4.44.c<rj ' STORM_ _D_R_AIN© W217THmIBNACKFLOW '..::;.1141;81..419"1 __'"::,',.'d i;,/(/// 334 FG ___...-•- ------'' -346 348 350 , *No ' o \ , :,CO FINISH GRADE ...I i - ,•/ / ,, \1 , 4010011, . BEHIND WILL DEPTI4. 4.? \ '42:d(3) /\ 1‘.#4:" . e „, PREVENTER ., , , •_ , .,,. 4,,,„, ROCK DIAMETER TYP \ / - . \ 352 ., ook (12'DIAMETER MIN..) / It , • U., ' •,.4:::::.. 2 '''CI t.61,:ii, 2 g 0 :,. .., / Vfr ),, 411. ,... ' / . ' / \* / kal NI an , MI MI i;. A ain• 111.1.333484 FTY0-. , . 4 \, ..„, wALL eutam.t. :\y>:8411:1**Iiiiiii:ftie >. Visgr,48:m*krillil 1 A i\9•C'' 346 TW / - • / 4 . VALID THROUGH 12-31-05 i : 1/ \ ‘z\..!:':'.: / .) # •,f, • • al IIII IIII ; '''' I - . A f.' DAYLIGHT 4" ,.., • • 1111 ii • . I ...,.. >>. / >4 */\A Di.ti:i TIIIIMEMItie t WALL DRAIN --% ^ ,Or . 345 TW iit - • ■ AIII FILTER FABRIC , *lip, ‘111 11152m236121.111 , III • ab, AN AM • --- ''y ' * 1 -LEVEL GRADE , --- ,: :TN „, ,_ , I f ' \\\\ , ' \ '.! 342 FG la • MI rIll • • II • ' ir III , 0 2% MIN. - , (I - , \..440 , / / ' • ..,,,,.. LINE CP TEMP. ' 24Arrit jai, , \ . / 49 . 411•• le ./ . ■■,,, A.... 344 TW 4,,*& • 347 '.'.0 1 349A ril 350.40 • • 352.15 111 353.65 III 354.651 Ill 356.50 tilli 358.00 11111 359.50 at N,,,,e ..1.-- 4k, „..., _ CUT EL0rE HI I e'* 11,0111 0,--- 1., VP •- . - -, ,./ . . .,i;',. . .,, kcbbi') V Av■ .4 .1 IAmramdinin silir■iie Nimmiiiummumillnigi -as.....1111mmalitikr • -1 =1F-11 _ 1 . 1111111111 .9. . , , , •..- / . bP -. 16 NtiwAiinft:':1;:c...t.:.:.:,!•':-...it:::-.6.::.. ....,.:--';....,16iiimommink"" wiwativelsismAistgemationizsammismommigimil , v." / , , ...:. .0,11., 00,:izt, - ••.' .:.:.;,. ' b 4) AL/ \\■ 400171,0 ., Ii: IRAA437,,4"TO 2" 411V-ii MA: k)(41 #4b44%:39C.-.. \ A LEY C 4% _ . Roo:(24"THICK) '1 HMI, 0'0.00.00e0.. rell -111r 10 t \ II V NI ,• // \ IP OVA* 7 1r# (1.'" \ 1 ' 4344 \ / . '; 4\ \ • .(\ •-i!r Nt / 41. \ - 0 • 4, ap- - , 'I"*!*()•.°.°o°o°o°o°.4 .. III.1 \ \ h 3,10,1■7,4--:.' (414164111■-- 40141111r.) 40% WALL_FACM // "I i' 43%04) . 00000,0 //,,/ \ , .,,,"' . 0 VERTICAL 1 .,LiA- .104 it . ...• // ‘,/ •,.•:'''''4 .. / --- - #1,,,tfiz;" 4) \ ' 4 A)" / DAYLIGHT 4 3/4"C1411344ED l i -10-511 -II 11111-10111 II III ll TIT 'I 414= it = -II ''' CANTERBURY *.,,, ,_, 410) , , , IFINIP-1,1:1111131111113A111•11‘ ioii•IIIP•6-Wzt', WALL DRAIN t i ( ,•._ •, COMPACTED GRAVEL /1\i ,.. •• ...„..., .., , \-s,'s \ / / ' e.*;t 4)1394 \ 441/4.‘ 44:V/ \\\ \ je •/ 4) .' ' 41! - 0 A, 4.p./4)%t,....,.,.(v,..., , .4- .;,' 010 / ,••' I 47.00.-......, 348.1 2 - i 49.50 I I I 351.00 351.75 - 352.62 I © 2% MIN. FILIER FABRIC covERED ""- I-I 1 ...... :::1 1 Ale. :, F... =-4:- A Ai 1.,:. i 4'PIA.rEIRF.PRAIN 0 •,.-, \• / _N*''''',:i,til• .:‘4::,). ,;::, 1 #9/ \ (.. ' liPb' /A„,/ ,A/0 \ 4/ «•/ , i--_--. / UNDISTURBED 601L13 'UJIPTI-I'•BASE ,,./61 -•' 4.i .„....4.* 'N A k s A Or' „ .,i" , 44 1,t, • ..f%/evibs' 1 . (I?. ,t`-''. a= 5 2- /4) 40 .,......- ,d• , . 4(4): • • • 4) a \ I CREST ,v..7').N,• ' ---,-.. ..., :i. , a • iiii ' •i.,:. 362 TW \ ...o,r, , ,- TW '' N 41111110. - ,,- \ • 4,.. c\I fa. i'f' el, -.4.` \ .:'-' rn x' 4 4) . e jpie , X ' , \ \ \ IlkIS, 41)0..::::,; • , a C.7 \ r 114 362 FG , . , .stkg. V \ k,''' \*':: .. (4#* t, L . , FG .4 ,,.7/. 4 (t) \ * * * * alliel , s , , Alk ilit 366 TW ''', ,• I ROCK RETAINING WALL 316 TW \v. \\ 43 4,4, ,- , /7\N + w..,:is• A \\? 04 cp \\\ * mii mi. .,, ' \ st 0. _ ::' . ,,,,,„ 444. ,s.„ , _....., , _ ., 1 SCALE:NTS 43 ''. N tik 363 FG \ 1 ' 313 FG \ - ,,'\ \\._ :,',.'",,,,,,:',,..46;:-:::/-,,,,,,cz;i7° 0,fr '\ 4. ./ '/Ae, \ " \ \\\ ' (..0 ) I .*- 11. \ ...566 01111111161 OA slik 316 TW \ \ , - - \ , .‘ N. e 4r,, t/q_. • > 0 0 ,./ •,, .. (zi *s.,......:Y row 0, / 4<ssz,.. \ * # 1110 .60 , ,, i.......•■••.••.I........• = \ \,,-. \\\,,,,,.3 ' / ry A \`, *4"/ \\ t•-) • 4434 \ \ ‘ I \ 44 ko,. .,.;:' ' ,‘'•`4 II ,i\449...- '1111 •Olt ■ t I 316 FG ,... , 4, '..... ' ,..-..--- .'1k'tst\op Z.,.....\ d'I'l ' \■ ; - . ■ \\ # "5 orB 5b0"-----<559--.5b 356 358 160 612-' '5°' 011111 ilik \ \ 0 ill , i p.o.e., ROCKERY RETAINING WALL•CANTERBURY DEVELOPMENT \ \ \ .\''''. • 4,* t 1 ) 06 I \ 111 366 TW I Inir \ .44.0 - 1. _:` _ # 4 I I I 1 watt: POLYGON NORTHILEST JOS. 0328-0024 6 ' Ac: ■ ■ 1 ■ 11111.0 6 366 FG Dr...sic,,,ER: RIBS DATE. DEC.22,2004 1.0.0 40a011, ' k k 1 I I I lii it ) , Aoh.01a....go... *MVO Sal Oak.§..•no ■ 1.0,11.d.OTOSPIIIMI ■ orric.6C11-402-WM . NIX 00-03-WO 0" ..::.,• // 1111111 WI at I ( 1 4r.._ 4) ..''.,..,' SO \ \ \ 4 s I. 1 \ ..., •, e , . , , , , ...... - , , , , . , , ao , \ 11i369.A0 • z_.,, 0 -• . ,..,_\, . , / \ ..,,. \ i . o';''',./ 4* / ' 1 I 1 , I ., iii vri , 0 . • , 7-1171-7- ,,,:,. . . .......74., xtp i 0.174 ii. \ 1 I I An 111 3691 IIIK..,:.4 .1 a Its 36s.,- ...0,1,----„„„0-0._.:!,,,,,,,..:,• , / • cz, la big , k I, 1111 16 la 1 ."... I -,AV=1, V, ' ',\ ' ',,,, '-., \ I. \ \ \ is ,...., la . - ,- , . ... \ . , , \\ ,„„ ,.. , . . 4 , i 1 1 1 ■ !till\ 66.06 IIII 011111114117;!....1:;':'''''. -. c;zib. ,. ' 0 G RAD 1 N G P LAN \-...s.,.'N \ I I SI 41 1S‘ 4.56 . 3 II. r1110611111W & 4),g ,......__ -.._ 0,, •, . 4*4) ....,:...; L// 1111,, ■ 1 , 1 AO st $ .11,11004-00 ,„ .\ ... , .., Ilk --- r , , 1 iti 35\:.36 lits1360....: ..114.„.'':',14'-t36:,..,3„.,;:::.,:.:2 !.,11111-..-111131 \ .06 IL 36 , ,, -, , • lki:ii; ■ Yr/ PAL 1 1 . , \ 1 4 III 1111 \\' \ \ c:) 44.:,: ■or yff ; i 1 1 I `-\ .% \ .. V* , i , . \ • gi Qv, It 100100...., ,, 0 2% MIN. - .„, -, • 44.,k,.. . , ,' . ', , I 1 111 i III 11 11. 111:1.1011111 -5-68.61 SI ' 41111 • ...,.".4-,..-. ....- .--..,...0111111111"- ......."711 . ., . .,, N \Nipt. '‘.‘,, . .::. ' II 14 0 "Ill 11 86 1 *011.P. . e• , ' , ',,,• , Z\ 4\1414,/trA,-;?" • III • Ns •:;;','-''''- ' .' lgoiL....iiiilla351. 01 .. 14'.3:10.11 ‘..-,iiirrill011 ir 11-30.67 1 5614!'°5 \ ••7 1 Illi a i • 5_. _....% i 1 k -,;`, +2.•r ° 333 TW .•. '-,s. -. \•'.--, . 0■ ■•'--7 4) *a. ..'• , \ '*"-•'. 111 yi 1 till 67 je"" 1,1,11. :o.liorom-- iimi......11.1er •36' -5 333 FG . • '‘-ta4tis, S / 0 714,- ',`, ilk^ ,e.::•-• ,` • ...,ansi Is ____________■-"z, 1 /.. I 340 TW , ,, ..-, •, •,.\., , ' 4,%,:•-5'- F7Alt■ ,,,, ,..... 334.5 FG -,,,.. -. c.,.. f-F'''' ncs, ,,,,b, ' '-',!:::_Amiliw„,.,... :1:i.,:::::...;.----- . ..... .... 1 ' , i I .....■ 1001• ., ./: - •'' . 1 \ ‘ 1 \ k t 337 1 PY -101111111111110 '...4 B511 ■ ‘ , .,- .,,,, .,,.. / , , , ,A dor • .N., ,triva. gi woo'ii• 1-jc,p, 7* ....- * 1 ■ I I Ira O. . 337 .- .. 010 1, .„ 0,;,• * il ,/ ii 49 ii‘ 1r ir1W1111114011 = , I t , 1 t 1 , \ 161 7.11W11,L0' 0 ,,, / • BUILDING ELEV. NOTES: , ,, -, , \\:,,, . ,,, Al / / ii35‘.90 \ 353.02.,v , \ ' ' ,44.\ , I 1.1 ‘ ‘ .:011 \ 35 .5e ,210,0000.:...00.1 , „ i *4., , ... ■ 1 ,,,„, • ...„'„...-----.. . i I * i 1 \ 1 II/ _soortrill..0.111010111 i 'N,4‘ 40' 1 \ 0\,015.\)s.t..(‘Ai ii...0t5t,... 4./F..5)‘'e:'' Ijao:C'" ..vbeild* t..,''°C5LC)31:F:s;17“'F'Ii.J1:01C El//!:C1 ':`,\ work,,,„ 1 1:0 . .__:... 11,..W111 0 0 111) I ``.,, +,: , , 074 sAlp* I, 1 \ ‘A111.11 , 348.12 INDICATES GARAGE N. ''• ''-`-`\:V- 44...* t _....-..,,,, ,• / ELEVATION ‘ , ' , \ • A( ......*U-o- 1- 1 '"S'•IPI" 0" 0- ' - le;,_ ,.,...o. \-",, I- ,,,,,,,.. . .,' --''' • oi, .,..i. ..„._ ,. , . ,: . ,,,:, ........ .6".„ . .. .. .. , . , ,,.. ,. . , , ... .. . . . . ,,, 1 (i) ........ ,__ ____ .,,,,, .. .. „: i ! ! 7.,, -, ,, \\ * INDICATES GARAGE ,i i ? I ELEVATION WITH 6" . . • - •N4t4,\ If •-.-H , ,, I PROJECT NO 328-024 , i UM '.''' ., DROP (INSTEAD OF , ,,,, , r, \ • TYPE: CONSTRUCTION , ,-, 1.5" DROP) , „ -,, ..., DATE: ,. ., r' SCALE 1,„.1 .,. 40 0 20 40 80 . „, • III III ,•,X ., .4,,,. '.1-'''', 1 IN = 4,0 FT N:\proJ\328-024\dwg\ENGINEERING\32824GRAD.dwg • SHEET: 22x34 Jun 15, 2005 - 4:13pm vha .,,,,_,., --_ k;n'l, . ,.,,,.,_cAN INF' E R 13 1,..1 Rvf+iff C REST .q.:: .:; - ,.,. ''.-,:::.:, ,::„:„:„..:,:AEI ° pm ENT RESIDENTIAL OSAU K IT E 230 0 PLAZA POTRET6L W0L5AENS3W,5O2 R 8907023 23 CITY OF TIGARD ,' WASHINGTON COUNTY, OREGON FAX 503-452-8043 www.alpha-eng.com • -----_.___ __-___,._______._____ ____._._..______._.____.________�...___.r.___..__.__ • • REVISIONS I / + NO. DATE 1 • . •• PROJECT• • •0 / • SITE 4110,„, • �.. Fib� i. ��:�.............. ..,�,::.e^:».r..,,r•'• ; �• j r.:-" r 3 �s i I M.tr ...«. kr 4700 ' / • � • .�; � � � � ��+ •jai rhau�n 1�r�a� 1�(, � : '�o01�t k f. ItilVwn'I�ljtlt (`,t. ? • As • 0 \ \ �• 1�� fs I ) I r� � ` �, : � °: ... � � ,S1I�/ * tok\j a L_-j _ : .�r s 111.1 1111111111111M iir 41/ • 40 i �i. Sir;J�ek�i Gt �. 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I, " FEAT ktiv Or \. • ,,. .. r ; • • f ,., e.% SHEET INDEX:\ 4 / v �♦ , , .. • , r ri��•'!' _ _ E SHEET .. �r I. -r . .. _ ..ems ,..�._- � � ` �. ` ,� '_ / ; , ' ; : r ;\ • i�1011 z - _._��04 1 2 NOTES & EROSION CONTROL DETAILS ,: '-xtz'k v.:a.:tlSs'- ,;,i.'".'ilt°.�y1,; .,Y:• er acsr x.. .s.. ..r.:a ,..�. ..,, ,., ., ,. i ..7..,r..a r"ac:,�-,.....;..;d+:>, .:, r,:....' `... .., a ,. '� �\ 7/ 2A, EXISTING CONDITIONS / DEMOLITION PLAN ABBREVIATIONS ��y ■ �� ,�+ r t" t ,I` :,,,.....,_......,,. +i� • ... _ _,_--- - >!r■�- 1 � , � � � ! 4 SITE PLAN Y ` ..----- ,"!= — - ' ` ' ' t �►■"� t 5 GRADING PLAN APPROVED PLANS AC ASPHALT CONCRETE ti / .♦ _--''" •_s PC POINT OF CURVATURE 1 = ' INCLUDE 1ATTACHEDs ACP ASBESTOS CEMENT P{PE ∎ ' t� - •�'` +1—�� = ' ' t PCC POINT OF COMPOUND CURVATURE tea, - ' t i 6 EROSION CONTROL PLAN �pE�Y 1CATI{)N BU4K AB AGGREGATE BASE .' ,' i ' \ ` STRUCTURAL CALCS r PI POINT OF INTERSECTION \ `. %, / ,' -1■�"��.._ 1 " �� • ■ t ' r t ! 7 COMPOSITE UTILITY PLAN cEOTI✓cx REPORT BCR BEGIN CURB RETURN PL PROPERTY LINE ' „Sr ' _ I 8 PUBLIC STREET IMPROVEN NTS '�' BM BENCH MARK PRC POINT OF REVERSE CURVATURE �. �� .-'\ _ i i t ' ,,,,,� „ ,MISC DpCUMENTS BVC BEGIN VERTICAL CURVE 1► - , + ai �� 9 99W STORM DRAIN PLAN/PROFILE PT POINT OF TANGENCY i t • + - y ` " NOT USED CEP CAST IRON PIPE % = -w' CJ CONTROL JOINT PVC POLY—VINYL CHLORIDE \ ri it • • I 11 ALLEY A PLAN & PROFILE TITLE CL CLASS R RADIUS • • 12 ALLEY B PLAN & PROFILE C/L CENTERLINE RCP REINFORCED CONCRETE PIPE — _ - -_ -- _- '- _____.___ __- _ _- 13 ALLEY C PLAN & PROFILE SHEET CMP CORRUGATED METAL PIPE R/W RIGHT—OF—WAY ........ _644_6___„___ CM CONCRETE MASONARY UNIT SS SANITARY SEWER 14 STORM DRAIN PLAN s SD STORM DRAIN ''N. CO CLEANOUT SL SEWER LATERAL `, �•.� �y 5 SANITARY SEWER PLAN ��- � ' CTV CABLE TELEVISION , 16 WATER PLAN p,pp��,v� ,��.i :. .., L1a�,.GGI���( ' STA STATION Jn. DIP DUCTILE IRON PIPE STD. DTL. STANDARD DETAIL 17 TREE PRESERVATION PLAN CanditionallyApproved .................•.........-•••-•••{ }� ,. E ELECTRICAL �' T TELEPHONE 18 LIGHTING PLAN ��I��IiT i�o Od�%a.0at�31 '•:, ECR END CURB RETURN TB THRUST BLOCK PROJECT TEAM: EJ EXPANSION JOINT 19 SIGNAGE PLAN TC TOP OF CURB ;.C�e LetteC#O: O OW . ' EL ELEVATION TON TOP OF CONCRETE 20 DETAIL SHEET . ac ; EVC END VERTICAL CURVE OWNER UTILITIES & SERVICES 21 DETAIL SHEET � ��~a� .r TD TOP OF DIKE _..pats: _. EX EXISTING TF TOP OF FOOTING POLYGON NORTHWEST WATER: CITY OF TIGARD WATER DISTRICT 22 DETAIL. SHEET 17 _` FF FINISH FLOOR TG TOP OF GRATE L1 PLANTING PLAN 1 FG FINISH GRADE 109 EAST 13TH STREET STORM: CITY OF TIGARD .. TI TRAFFIC INDEX VANCOUVER, WA 98660 SEWER: CITY OF TIGARD L2 PLANTING PLAN 2 FH FIRE HYDRANT TL TRAFFIC LIGHT POWER: PORTLAND GENERAL ELECTRIC L3 PLANTING PLAN 3 FL FLOWLINE TP TOP OF PAVEMENT =' FLG FLANGE TYPICAL APPLICANT GAS: NORTHWEST NATURAL L4 PLANTING SPECS / DETAILS 0 GAS TYP. FIRE: TUALATIN VALLEY FIRE & RESCUE %: TW TOP OF WALL _� GM GAS METER VCP VITRIFIED CLAY PIPE - POLYGON NORTHWEST POLICE: CITY OF TIGARD POLICE DEPT. GB GRADE BREAK VPI VERTICAL POINT OF INTERSECTION 109 EAST 13TH STREET SCHOOL. TIGARD SCHOOL DISTRICT PROJECT NO.: 328-024 GSP GALVANIZED STEEL PIPE VANCOUVER, WA 98660 PARKS: CITY OF TIGARD TYPE: CONSTRUCTION HP HIGH POINT W WATER PH: (360) 695-7700 PHONE: GENERAL TELEPHONE L CURVE LENGTH WM WATER METER CONTACT: CAM BUCK DATE: WV WATER VALVE _ LF LINEAL FEET v DELTA CURVE CENTRAL ANGLE) NOTES: MH MANHOLE APPLICANTS REPRESENTATIVE SCALE f APPROXIMATELY SITE AREA: 11.65 ACRES 60 o 30 60 '120 MJ MECHANICAL JOINT PERCENT ALPHA ENGINEERING, INC. BENCHMARK: ZONING: R-12 �►'" N.I.C. NOT INCLUDED IN CONTRACT LESS THAN 9600 SW OAK, SUITE 230 CO N.T.S. NOT TO SCALE TAX MAP: 2S1 10AA CITY OF TIGARD BM 214, CANTERBURY LANE/106TH STREET. °F OCEW ON CENTER EACH WAY GREATER THAN PORTLAND, OR 97223 TAX LOT: 1400 & 1500 BRASS D{SC SET IN CONCRETE SIDEWALK ON SOUTH SIDE OF PH: (503)452-8003 NUMBER OF BLDGS: 32 CANTERBURY STREET, 100 FT EAST OF 106TH STREET. ELEV. ...... 1 IN = .. r,..,.. .,: FAX: 60 FT ,.t, � �..� FA 503 452-8043 NUMBER OF UNITS: � .�:•�� NI S: 139 .t �. 6666 •. ,.,u ..:. ,....,... , , 6666 >., x.�.a ..�.t•c�:.�ea�s�..i..�k�`£is:cx,:tkna';�r:as= ua':.r�..+r•.:��.:�t;m:_<.�'9�:i;�+�..-..3�s�.' ;dc_ '>r<ra.c '. �r,..;:. 66:66 v +n�:.._.-c;i; �„�,.,..pan�:;i,�+: :'yw..�a�;a ...»�,:�: 39 .20 N:\prof\328-024\dwg\ENGINEERING\32824TITL.dwg - SHEET: 22x34 Apr 08, 2005 - 5:40prn jIa CONTACT: PETER ARELANO EROSION CONTROL NOP PLAN IMMEMENTAT1014 . 1. CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION/SEDIMENTATION CONTROL DURING CONSTRUCTION A SCHEDULE OF PLANNED EROSION CONTROL AND RE-VEGETATION MEASURES SHALL BE PROVIDED, WHICH (ANY TIME OF THE YEAR) PER THE "EROSION CONTROL MANUAL ADOPTED DATED: DECEMBER, 2000, AND SETS FORTH THE PROGRESS OF CONSTRUCTION ACTIVITIES, AND MITIGATING EROSION CONTROL MEASURES. ,' CLEAN WATER SERVICES DESIGN AND CONSTRUCTION STANDARDS, R&O 04-09 CHAPTER 8, AN APPROVED EROSION CONTROL OF RE-VEGETATION PLAN SHALL BE IMPLEMENTED AND MAINTAINED ASA.=. FOLLOWS: 2. APPROVAL OF THIS EROSION SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, 1. N NT QL MEASURES SHALL BE INSTALLED PRIOR TO ANY STRIPPING OR EXCAVATION WORK. CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.). 2. THE APPLICANT SHALL IMPLEMENT THE MEASURES AND CONSTRUCT FACILITIES CONTAINED IN THE 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND APPROVED EROSION CONTROL PLAN IN A TIMELY MANNER. DURING ACTIVE CONSTRUCTION, THE APPLICANT UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL SHALL INSPECT EROSION CONTROL MEASURES DAILY, AND MAINTAIN, ADJUST, REPAIR OR REPLACE CONSTRUCTION IS COMPLETED AND APPROVED BY THE CITY OF TIGARD AND VEGETATION/LANDSCAPING IS ERASION CONTROL MEASURES TO ENSURE THAT THEY ARE FUNCTIONING PROPERLY. AEI ESTABLISHED. THE DEVELOPER SHALL BE RESPONSIBLE FOR MAINTENANCE AFTER THE PROJECT IS 3, ERODED SEDIMENT SHALL BE REMOVED IMMEDIATELY FROM PAVEMENT SURFACES, OFF-SITE AREAS, AND APPROVED UNTIL THE LOTS ARE SOLD. FROM THE SURFACE WATER MANAGEMENT SYSTEM, INCLUDING STORM DRAIN INLETS, DITCHES AND 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE CULVERTS. FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE 4. WATER CONTAINING SEDIMENT SHALL NOT BE FLUSHED INTO THE SURFACE WATER MANAGEMENT SYSTEM, FLAGGED CLEARING SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE ' WETLANDS OR STREAMS WITHOUT FIRST PASSING TROUGH AN APPROVED SEDIMENT FILTERING FACILITY OR PLAZA WEST SUITE 230 APPLICANT/CONTRACTOR FOR THE DURATION OF CONSTRUCTION. DEVICE. 5. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING 9600 SW OAK AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO INSURE THAT SEDIMENT AND SEDIMENT-LADEN 5• IN ADDITION THE APPLICANT SHALL CALL FOR CITY INSPECTION, PRIOR TO THE FOUNDATION INSPECTION WATER DO NOT LEAVE THE SITE. THIS INCLUDES, BUT IS NOT LIMITED TO WATER ENTERING THE DRAINAGE FOR ANY BUILDING, TO CERTIFY THE EROSION CONTROL MEASURES ARE INSTALLED IN ACCORDANCE WITH PORTLAND,OR 97223 SYSTEM, ROADWAY, OR ANY VIOLATION OF APPLICABLE WATER STANDARDS. THE EROSION CONTROL PLAN. TEL 503-452-8003 6. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED SEDIMENT NCE NOTES FAX 503-452-8043 ,ail ' FOR UNEXPECTED STORM EVENTS AND TO ENSURE THAT SEDIMENT AND SEDIMENT-LADEN WATER DO NOT LEAVE THE SITE. 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER wwvv.alpha-eng.com TO AVOID THE USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED 7. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED AS TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP, AND BOTH ENDS SECURELY NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. FASTENED TO THE POST, OR OVERLAP 2"X2" POSTS AND ATTACH AS SHOWN ON SEDIMENT FENCE REVISIONS 8. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A DETAIL. NO. DATE MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS WHERE FEASIBLE. THE FENCE . POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND A • 9. ALL EXPOSED SOILS SHALL BE PROTECTED FROM EROSION. MINIMUM OF 24 INCHES. 10. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A TRAPPED 3. THE FILTER FABRIC FENCE SHALL HAVE A MINIMUM VERTICAL BURIAL OF 6 INCHES. ALL EXCAVATED CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE MATERIAL FROM FILTER FABRIC FENCE INSTALLATION SHALL BE BACKFILLED AND COMPACTED ALONG THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. ENTIRE DISTURBED AREA. FILTER FABRIC MATERIAL 36" WIDE ROLLS 11. STABILIZED GRAVEL CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF USE STITCHED LOOPS CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT, ADDITIONAL MEASURES MAY BE 4. STANDARD OR HEAVY DUTY FILTER FABRIC FENCE SHALL HAVE MANUFACTURED STITCHED LOOPS FOR 2"X2" POST INSTALLATION. STITCHED LOOPS SHALL BE INSTALLED ON THE UP HILL SIDE OF THE SLOPED :: •:'•-•-• :•-•-•R ' 3' Mi toe OVER 2"x 2" POSTS .. •...•..•a•,♦,>,,,,,>,>,,,,>,,,,,,,,,:•,":... from toe stop= • REQUIRED T INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. ": " • • • • ••':::••••� • AREA. � ;:;:,< .: ... •:••..•:. .• :,..... •>,:•::.;:•.:•:.: �•�: 1 1 lo 2. ALL WATER QUALITY/QUANTITY FACILITIES SHALL BE PROTECTED FROM EROSION, AND MAINTAINED IN N " °'' 5. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE. BUT NOT ••••• THEIR ENTIRETY, IF ANY SEDIMENT BUILD UP OCCURS. THIS INCLUDES, BUT IS NOT LIMITED TO THE - •••:•'� ~•• •'•`�•• •`:•::::::�•::::::•••• ••� '''• MATTING OF ALL EXPOSED SOILS, PROTECTION OF ALL SLOPES, AND ESTABLISHMENT OF VEGETATION PER BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY PROTECTED AND STABILIZED. :� i:: �"g' 1- THE DESIGN AND CONSTRUCTION STANDARDS, ETC. z I ��% 6. FILTER FABRIC FENCES SHALL BE INSPECTED BY APPLICANT/CONTRACTOR IMMEDIATELY AFTER EACH t`�����' ���1°�+ .� 13. STORM DRAIN INLETS, BASINS AND AREA DRAINS SHALL BE PROTECTED UNTIL PAVEMENT SURFACES ARE RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE ��I E Ir COMPLETED AND/OR VEGETATION IS RE-ESTABLISHED. IMMEDIATELY. 6'MAXIMUM SPACING / 0 FRONT VIEW PROFILE 14. AT NO TIME SHALL MEASURABLE SEDIMENT ACCUMULATE UPSTREAM OF THE EROSION MEASURES AT A m NTS NTS CATCH BASIN OR INLET STRUCTURE. 15. PAVEMENT SURFACES AND VEGETATION ARE TO BE PLACED AS RAPIDLY AS POSSIBLE. \ �R e` t/Sa 0°1144.4 7, 16. SEEDING, MULCHING AND REVEGETATION SHALL BE PERFORMED NO LATER THAN SEPTEMBER 1 FOR EACH co PHASE OF CONSTRUCTION. ANGLE FILTER FABRIC FENCE TO ASSURE SOIL IS TRAPPED 0 %ORE°, i 4, 17. WHEN SEED/PLANTINGS ARE PLACED, THE OWNER/CONTRACTOR WILL MAINTAIN THEM UNTIL THE ■ ' O, \, v Q, VEGETATION/PLANTINGS ARE WELL ESTABLISHED. + + NOTES: A Aitt.\" 18. IF THERE IS EXPOSED SOIL OR SOILS NOT FULLY STABILIZED FROM NOVEMBER 1 THROUGH APRIL 30, THE 5' 1. BURY BOTTOM OF FILTER FABRIC s" VERTICALLY BELOW VALID THROUGH 12-31-05 WET WEATHER EROSION CONTROL MEASURES WILL BE IN EFFECT. SEE SECTIONS 3.3.7 AND 3.3.8, EROSION * PINE STEEL ED GRADE. CONTROL MANUAL, FOR REQUIREMENTS. 5' • ■■ III •• ■ z, FENCE POSTS. OR STEEL •Lt• , 3. POSTS TO BE INSTALLED ON 19. THE DEVELOPER SHALL REMOVE ALL ESC MEASURES WHEN THE VEGETATION IS FULLY ESTABLISHED, OR 1 INTERLOCKED UPHILL SIDE OF SLOPE. THE SOILS ARE COVERED AND PROTECTED FROM EROSION BY PERMANENT SURFACES. rn 2"x 2" POSTS AND ATTACH 4. COMPACT BOTH SIDES OF ALTER FABRIC PLAN VIEW TRENCH. s. 20. ALL ESC MEASURES TO BE IN PLACE AS SHOWN ON THE PLANS OR AS DIRECTED BY THE CWS PANELS MUST BE PLACED INSPECTOR, PRIOR TO ANY CONSTRUCTION. NTS ACCORDING TO SPACING TABLE 4-7. 21. CWS ESC HOTLINE 503-681-3600, CALL BEFORE STARTING ANY WORK. LEAVE YOUR PROJECT NAME, LOCATION, CONTACT TELEPHONE NUMBER, AND THE INTENDED TIME OF POSSIBLE PRE-CONSTRUCTION CANTERBURY MEETINGS, AND DATE ANTICIPATED FOR START OF WORK. 22. IT IS STRONGLY SUGGESTED THAT A PRE-CONSTRUCTION MEETING BE HELD PRIOR TO ANY SITE WORK. 23. RECOMMENDED EROSION CONTROL GRASS SEED MIXES ARE AS FOLLOWS: MAY BE USED SHORT TERM C ST,:s,,,,.:7:11111111”........:,SIMILAR MIXES DESIGNED TO ACHIEVE EROSION CONTROL MAY BE SUBSTITUTED IF APPROVED BY w/UTILITY WORK AND W/ WASHINGTON COUNTY. '/''','l''' '` o,�i4.' 47;/..„.„,„,,,, ,,". J��+,, PHASING OF DEVELOPMENT A. DWARF GRASS MIX (LOW HEIGHT, LOW MAINTENANCE): ,,, ., - � ELKA DWARF PERENNIAL RYE GRASS 80% BY WEIGHT; ..,,f' �� , ''` 'CREEPING RED FESCUE 20% BY WEIGHT. e�' FLOW lt1„ f,iii it 1 o / �r�e�+�,; �I r3iz; 1{li! !#NIl11APPLICATION RATE: 100 POUNDS MINIMUM PER ACRE. �F�F w """ . I,/�,,x ,f,j,# /�J , Qr �� �•,. r .M ,�' r1, �I i I .•. 1 '� 1cI' 1/�r,�t .. ��IS �i�.' J G .� _ 'IIIIIi - h111 I. (.4I/� it !t J% ,�� ,,fJl�,lfi' � C' ° °. t _ ^awww (111)iI4 i �1111�1,,B. STANDARD HEIGHT GRASS MIX. .,•,•,; , %;,o:, O ;d- • .w i!11, I, w„ ,..> till' ; :9 ANNUAL RYE GRASS 40% BY WEIGHT•TURF-TYPE FESCUE 60% BY WEIGHT• '.;��4', •� :°' ' :o :. - APPLICATION RATE: 100 POUNDS MINIMUM PER ACRE. ;•�.,;,,.,- e ,� /! ' :•24. WOOD CELLULOSE FIBER SHALL BE APPLIED AT THE RATE OF ONE AND 0 H F 1- T 9�i ••.'.-.:, �:' . �, °-�' CATCH BASIN EA DRAIN ACRE. NE AL ( 1/2) ONS PER 0 0 25. SPECIFIC METHODS OF SOIL EROSION AND SEDIMENT CONTROL SHALL BE USED DURING CONSTRUCTION TO '''''''''' '°'''' � �' �'»MINIMIZE VISIBLE AND MEASURABLE EROSION. �; ���� .•.J�j�.�� ii.;,,'h• , ,,,!2 .• SUBGRADE REINFORCEMENT �i P'� ��s n• :'���' �o'4,, GEOTEXTILE, AS REQUIRED 1 ifll l26. THE LAND AREA TO BE GRUBBED f�•',•,•.• %% R 11'�f ,,, ! j+►�',,,,,, 8" MIN. t111�' ONSTI UCTICJN STRIPPED, USED FOR TEMPORARY PLACEMENT OF SOIL, OR TO ,,,;,,•,;�,,, yJ ,�;. DEF+ni --- �-.OTHERWISE EXPOSE SOIL SHALL BE CONFINED TO THE IMMEDIATE CONSTRUCTION SITE ONLY. '''' ''� •'' '�'• .� FLOW«� Mw. FaR FA�t.Y A�oua.Ex R�IOdNn�u.,.....„.„,, NOTES & ERCC SION 27. CONSTRUCTION ACTIVITY WILL TAKE PLACE DURING THE DRY SEASON (JUNE-OCTOBER), WHENEVER � iiii; �- FEASIBLE, AND THE DURATION OF EXPOSURE OF SOILS SHALL BE KEPT TO A MINIMUM DURING , ,;.,�.,, ; ,,,4/4.4,,,,,,:• �;s `� 6" overlap of bags. CONSTRUCTION. ,,1 ��,,,,, CONTROL DETAILS PLAN VIEW ,',•�,,,;.- , ',%%' ;-,�t!'11�� 28. EXPOSED SOILS SHALL BE COVERED BY MULCH SHEETING TEMPORARY SEEDING OR OTHER SUITABLE NTS �"�'�"� , '��>i PLAN VIEW '��"' ,i 1 '• Ii;ii i ' MATERIAL FOLLOWING GRADING OR CONSTRUCTION, UNTIL SOILS ARE STABILIZED. DURING THE RAINY ..�� mum! "' "'' �V • Imam i " SEASON (NOVEMBER THROUGH MAY) SOILS SHALL NOT BE EXPOSED FOR MORE THAN 7 CALENDAR DAYS. I' ' '\ '('.�'`��.\\''-\' '' .. ' '•ALL DISTURBED LAND AREAS WHICH WILL REMAIN UNWORKED FOR 21 DAYS OR MORE DURING /.;,\ '(•, ti�.:�:a '\/ .a,! v CONSTRUCTION SHALL BE MULCHED AND SEEDED. I �i\/ 6- OVERLAP \ ///.\�'� 1 q° , _._ TYPICAL \� 4-- " -•-----i FQw f 1 ww 29. DURING CONSTRUCTION, RUNOFF FROM THE SITE SHALL BE CONTROLLED, AND INCREASED RUNOFF AND - s• I aia�sorrow - SEDIMENT RESULTING FROM SOIL DISTURBANCE SHALL BE RETAINED ON-SITE. TEMPORARY DIVERSIONS, -- ,. ----i----- - e SEDIMENT BASINS, CHECK DAMS, OR OTHER METHODS SHALL BE PROVIDED AS NECESSARY TO HOLD '` =-" SEDIMENT AND RUNOFF. ���: 'e - • -s,,, N4TEdll I..: �. . NOTES: fMALY . 30. A STABILIZED PAD OF GRAVEL SHALL BE CONSTRUCTED AT ALL ENTRANCES AND EXITS TO THE 1. STAKING OF BAGS REQUIRED USING 20LCNO BY 20' MADE DITCH INLET CONSTRUCTION SITE. THE STABILIZED GRAVEL PAD SHALL BE THE ONLY ALLOWABLE ENTRANCE OR EXIT (2) 1°'x2" WOOD STAKES OR APPROVED a`DEEP OF%'MINUS CLEAN ROM T NOTES: O THE SITE. PROFILE EQUAL PER BAG. LONti BY ME 1. ADDITIONAL MEASURES MUST BE NTS 2. SURFACE MUST BE SMOOTH 3-e CLEAN RCS CONSIDERED DEPENDING ON SOIL TYPES. 31. TOPSOIL REMOVAL FOR DEVELOPMENT SHALL BE STOCKPILED AND REUSED ON-SITE TO THE DEGREE No "ATM MAY RECD 2. BIOFILTER BAGS SHOULD BE STAKED BEFORE APPLICATION. GE41EX1ILE FABRIC TO PREVENT WHERE APPLICABLE USING (� 1"x2" PROJECT NO.: 328-024 NECESSARY TO RESTORE DISTURBED AREAS TO THEIR ORIGINAL OR ENHANCED CONDITION, OR TO ASSURE '- - . WOODEN STAKES OR APPROVED EQUAL PER BAG. SUFFICIENT STABLE TOPSOIL FOR RE-VEGETATION. ADDITIONAL SOIL SHALL BE PROVIDED IF NECESSARY TYPE: CONSTRUCTION TO SUPPORT RE-VEGETATION. CHECK DAM Detail Drawing 4-14 CONSTRUCTION ENTRANCE Detail Drawing 4-5 INLET PROTECTION Detail Drawing 4-24 DATE: BIO FILTER BAG TYPE 4 32. THE REMOVAL OF ALL SEDIMENTS WHICH ARE CARRIED INTO THE STREETS, WATER RESOURCES OR ON TO _ ADJACENT PROPERTY ARE THE RESPONSIBILITY OF THE APPLICANT. THE APPLICANT SHALL BE Page 4-69 4-43 4-111 RESPONSIBLE FOR CLEANING UP AND REPAIRING STREETS, CATCH BASINS, WATER RESOURCE AREAS AND ADJACENT PROPERTIES, WHERE SUCH PROPERTIES ARE AFFECTED BY SEDIMENTS, OR MUD. IN NO CASE SHALL SEDIMENTS BE WASHED INTO STORM DRAINS, DITCHES OR DRAINAGE WAYS. 33. ANY OTHER RELEVANT PROVISIONS OF THE "EROSION PREVENTION AND SEDIMENT CONTROL PLANS TECHNICAL GUIDANCE HANDBOOK" (CITY OF PORTLAND BUREAU OF ENVIRONMENTAL SERVICES AND CLEAN 2 WATER SERVICES OF WASHINGTON COUNTY, REVISED FEBRUARY 2000), REQUIRED BY THE PLANNING , DIRECTOR. N:\prol\328-024\dwg\ENGINEERING\32824NOTE.dwg - SHEET: 22x34 Apr 08. 2005 - 1:57pm J10 GENERAL C'ONDTITONS, GENERAL NOTES STREET & STORM DRAIN WONT) 1. THE CITY'S STANDARD SPECIFICATION FOR TRAFFIC CONTROL IS "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES • 1. ALL ROAD WORK TO COMPLY W/ CITY OF TIGARD DESIGN AND CONSTRUCTION STANDARDS. 9. ASPHALT CONCRETE PAVEMENT MIX TO MEET THE CRITERIA SET FORTH IN THE LATEST ODOT SPECIFICATION 00745, FOR STREETS AND HIGHWAYS", U.S. DEPARTMENT OF TRANSPORTATION, FHWA, MILLENNIUM EDITION. AS MODIFIED BY WASHINGTON COUNTY. SUBMITTAL OF THE DESIGN SHALL FOLLOW THE REQUIREMENTS OF THE ': 2. THE LOCATION OF EXISTING UTILITIES SHOWN ON THE PLANS IS APPROXIMATE AND SHOWN FOR INFORMATION LATEST COPY OF THE ODOT CONTRACTOR HMAC DESIGN GUILDELINES. i 2. TRAFFIC CONTROL SHALL BE PROVIDED FOR BY THE CONTRACTOR IN ACCORDANCE WITH THE CITY'S STANDARD PURPOSES ONLY. THE CONTRACTOR SHALL HAVE ALL UTILITIES LOCATED PRIOR TO COMMENCING CONSTRUCTION AND %` s1_ SPECIFICATION AND, IN ACCORDANCE WITH A CITY JOB SPECIFIC APPROVED TRAFFIC CONTROL PLAN. A COPY OF THE SHALL COORDINATE WITH THE SURVEYOR THE LOCATION, ADJUSTMENT OR REPLACEMENT OF ANY UTILITY OR 10. ALL MAIN STORM SEWER AND C.B. RUNS SHALL BE THOROUGHLY CLEANED, MANDRELED IF PVC, AND VIDEO TAPED ., ::. ';: .lei;, APPROVED TRAFFIC CONTROL PLAN SHALL BE AVAILABLE AT THE WORK AREA. RELATED STRUCTURE AS MAY BE NECESSARY. ADDITIONAL UNDERGROUND UTILITIES MAY EXIST. (CWS LINE LOC. FOR ACCEPTANCE, PER R&O 03-11. 503-681-7044). 3. PUBLIC ROADWAY SHALL NOT BE CLOSED TO TRAFFIC, AT ANY TIME, WITHOUT HAVING FIRST OBTAINED WRITTEN 11. COMPACTION FOR ROADWAY EMBANKMENT AND ROADWAY SUBGRADE SHALL COMPLY WITH APWA 204.3.09 . THE APPROVAL FROM THE CITY ENGINEER. THE PERMIT HOLDER IS RESPONSIBLE FOR PROVISION OF TIMELY NOTIFICATION 3. CONTRACTOR MUST SUBMIT A TRAFFIC CONTROL PLAN TO THE CITY OF TIGARD FOR REVIEW AND.APPROVAL BEFORE MAXIMUM DRY DENSITY OF COMPACTED MATERIALS SHALL BE DETERMINED BY AASHTO T99 OR T180. OF TRAFFIC FLOW DISRUPTIONS TO AREA WIDE EMERGENCY SERVICES (TIGARD POLICE DEPT., TUALATIN FIRE & CONSTRUCTION CAN START. RESCUE, ETC.) AND TO TRI-MET AND TIGARD AND BEAVERTON SCHOOL DISTRICT. 12. USE 4,000 PSI CONCRETE FOR ALL SIDEWALKS, CURBS AND DRIVEWAYS PER CITY OF TIGARD ENGINEERING AEI 4. THE CONTRACTOR AND/OR SUB-CONTRACTOR SHALL HAVE A MINIMUM OF ONE (1) SET OF APPROVED STANDARDS. 4. ADVANCE WARNING OF IMMINENT TRAFFIC DISRUPTION SHALL BE PROVIDED TO THE GENERAL MOTORING PUBLIC BY CONSTRUCTION PLANS AS-BUILTS ON THE JOB SITE AT ALL TIMES DURING THE AND ALSO MAINTAIN AT LEAST ONE PLACEMENT OF AN ADVANCE NOTIFICATION SIGN AT EACH END OF THE CONSTRUCTION AREA 72 HOURS (MIN.) (1) SET FOR CONSTRUCTION CONSTRUCTION PHASES. BEFORE INITIATION OF CONSTRUCTION WORK. WATER SYSTEM 5. ALL MATERIAL SUPPLIER(S) SHALL SUBMIT TO THE ENGINEER PROOF OF MATERIALS TESTED IN ACCORDANCE WITH 1. AN ESTIMATED 12 PERCENT OF THE WATER SYSTEM COST MUST BE ON DEPOSIT PRIOR TO BEGINNING CONSTRUCTION 5. ACCESS TO EXISTING PROPERTIES SHALL BE MAINTAINED AT ALL TIMES, INCLUDING NORMAL DELIVERY SERVICES AND THE SPECIFICATIONS PRIOR TO DELIVERY OF MATERIAL TO THE SITE. ANY MATERIAL NOT CERTIFIED BY THE SUPPLIER ON WATER LINES, AND TO RECEIVE A TPW (CITY OF TIGARD PUBLIC WORKS, WATER DIVISION) STAMPED APPROVAL PLAZA WEST SUITE 230 MAIL SERVICE AND IF NOT, SHALL BE CAUSE FOR WORK STOPPAGE UNTIL EFFECTIVE ACCESS IS ESTABLISHED. SHALL BE REMOVED FROM THE SITE AT NO ADDITIONAL COST TO THE OWNER. { ON CONSTRUCTION PLANS. 9600 SW OAK 6. TRAFFIC CONTROL DEVICES, FLAG PERSONS, ETC., SHALL BE IN PLACE PRIOR TO INITIATION OF CONSTRUCTION WORK 6. THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND CONSTRUCTION REVIEW CONTRACTOR SHALL MAINTAIN ONE SET OF TPW STAMPED APPROVED PLANS ON THE CONSTRUCTION SITE AT CONT THE AND SHALL BE EFFECTIVELY MAINTAINED. SERVICES RELATING TO THE CONTRACTORS SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES, 2. THE CONT PORTLAND,OR 97223 OR PROCEDURES REQUIRED FOR THE CONTRACTOR TO PERFORM HIS/HER WORK. 7. NO WORK WILL BE PERMITTED DURING THE HOURS OF DARKNESS, NOT BETWEEN 9:00 P.M. TO 7:00 A.M., MONDAY TEL 5034524003 THROUGH FRIDAY, BETWEEN 9:00 P.M. TO 8:00 A.M. SATURDAY, NOR BETWEEN 9:00 P.M. TO 9:00 A.M., SUNDAY. 7. CONTRACTOR SHALL REMOVE AND DISPOSE OF TREES, STUMPS, BRUSH, ROOTS, TOPSOIL AND OTHER MATERIAL IN 3. CURBS MUST BE IN PLACE PRIOR TO INSTALLATION OF WATER MAINS WITHIN NEW SUBDIVISIONS. THE ROADWAY AND IN ALL STRUCTURAL FILL AREAS INCLUDING BUILDING ENVELOPES. MATERIAL SHALL BE DISPOSED 4 NOTIFY TPW, WATER DIVISION, 48 HOURS PRIOR TO COMMENCING CONSTRUCTION TO SCHEDULE A FAX 503-452-8043 8. MINIMUM TRAVEL LANE WIDTH SHALL BE TWELVE (12) FEET; PEDESTRIAN TRAVEL SHALL ALSO BE PROVIDED FOR. OF IN SUCH A MANNER AS TO MEET LOCAL REGULATIONS. PRE-CONSTRUCTION OTI TPW, WATER MEETING. TELEPHONE PRIOR T 9-4171. www.alpha-eng.com 9. THE CITY RESERVES THE RIGHT TO ADD TO OR MODIFY TRAFFIC CONTROL REQUIREMENTS AS MAY BE NECESSARY TO 8. CONSTRUCTION VEHICLE AND EMPLOYEE PARKING TO BE ON SITE. NO PARKING TO BE ON PUBLIC RIGHT-OF-WAY. EFFECTIVELY CONTROL TRAFFIC AND TO ASSURE PUBLIC SAFETY. 5. ALL WORK SHALL BE IN ACCORDANCE WITH AWWA (AMERICAN WATER WORKS ASSOCIATION) STANDARDS. 10. BEFORE INITIATING ANY CONSTRUCTION ACTIVITY, THE PERMIT HOLDER SHALL CONTACT THE CITY'S INSPECTOR DEMOLaTION NOTES 6. ALL WORK WILL BE INSPECTED AND APPROVED BY TPW, WATER DIVISION. REVISIONS (MICHAEL WHITE) AT (503-639-4171) TO ESTABLISH A PLACE, TIME, AND DATE FOR A PRE-CONSTRUCTION 1. CONTRACTOR MUST OBTAIN DEMOLITION PERMIT FROM CITY OF TIGARD BUILDING DEPARTMENT PRIOR TO STARTING 7, ALL PIPE AND FITTINGS SHALL BE DUCTILE IRON, CEMENT-LINED, OF NEW MANUFACTURE AND MADE IN THE USA. NO. DATE MEETING. DEMOLITION WORK. PIPE SHALL BE "TYTON" JOINT DUCTILE IRON, CLASS 52. ALL FITTINGS SHALL BE MJ (MECHANICAL JOINT) UNLESS 11. THE PERMIT HOLDER OR HIS CONTRACTOR SHALL NOTIFY THE CITY'S INSPECTOR (MICHAEL WHITE) AT 2. REMOVAL OF EXISTING INTERIOR FENCES, SERVICE LINES (AERIAL & UNDERGROUND POLES, MISCELLANEOUS ITEMS NOT OTHERWISE SPECIFIED. (503-639-4171) TWENTY-FOUR (24) HOURS PRIOR TO COMMENCING WORK, TWENTY-FOUR (24) HOURS PRIOR TO SHOWN AMD THE CLEANUP OF DEBRIS IN THE CONSTRUCTION AREAS ARE ALL TO BE INCLUDED IN THE REMOVAL BID 8. COVER FOR ALL WATER MAINS IN STREET AND RIGHTS-OF-WAY SHALL BE 36". BACKFILL SHALL BE 3/4"-0" ANY STAGED INSPECTION, AND AFTER COMPLETING WORK COVERED BY THE PERMIT. ITEM. GRAVEL. 12. A COPY OF THE PERMIT AND ALL ATTACHMENTS, AND A COPY OF THE APPROVED CONSTRUCTION PLANS AND ALL 3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE AND COORDINATE THE REMOVAL OF EXISTING g, ALL VALVE-OPERATING NUTS SHALL BE WITHIN 36" OF FINISHED GRADE, OTHERWISE VALVE OPERATING NUT AMENDMENTS SHALL BE AVAILABLE AT THE WORK AREA. ALL WORK SHALL CONFORM TO THE PERMIT TERMS, UTILITIES OR PROPER DISPOSAL AND/OR FILLING ACCORDING TO DEQ/WASH. CO. SANITARIAN, IF THEY ARE TO REMAIN CONDITIONS AND PROVISIONS AND TO THE CITY APPROVED PERMIT PLANS, AND APPROVED PLAN AMENDMENTS AND (SEPTIC TANKS, LINES, ECT.). IT SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE STATE EXTENSIONS WILL BE REQUIRED. TO THE THE CITY'S STANDARDS AS REVISED JULY 15,1998 APPENDIX D, PAGE 38 R SPECIFICATIONS AND TO THESE OF OREGON WATER MASTER 503-681-7018 TO APPROVE THE FILLING OF ANY SEPTIC TANKS & REMOVAL OF ANY 10. POURED CONCRETE THRUST BLOCKS OF AT LEAST EIGHT SQUARE FEET OF BEARING SURFACE ARE REQUIRED AT GENERAL CONDITIONS. CHANGES TO ANY OF THE AFORESAID MUST BE APPROVED BY THE CITY, IN ADVANCE OF EXISTING WATER WELL. WORK PERFORMANCE. EACH TEE, CROSS, AND BEND LOCATIONS (SEE DETAILS FOR MINIMUM BEARING AREAS). 13. MAINTENANCE OF THE WORK AREA AND APPROACH ROADS IS THE RESPONSIBILITY OF THE PERMIT HOLDER. THE GRADING NOTES . 11. A 4"X4"X8'-0", PAINTED BLUE, SHALL BE INSTALLED IN FRONT OF EVERY 2-INCH WATER SERVICE LOCATION, AND WORK AREA AND APPROACH ROADS SHALL BE MAINTAINED IN A CLEAN CONDITION, FREE FROM OBSTRUCTIONS AND 1. THE BRUSH AND TREES FROM THE CUT AND FILL AREAS SHALL BE REMOVED FROM THE SITE OR DISPOSED OF AS REMAIN THERE UNTIL THE WATER METER IS INSTALLED. ALL 2-INCH WATER SERVICES SHALL CONSIST OF A MJX2" HAZARDS. A COPY OF THE PERMIT HOLDERS CERTIFICATE OF INSURANCE SHALL BE AVAILABLE AT THE WORK AREA. DIRECTED BY THE ENGINEER. THE STRIPPINGS MAY BE SPREAD OUT IN 8" LIFTS TO A MAXIMUM DEPTH OF 1' OVER IPT TEE AND 2" IPTX100 COMPRESSION FITTING AS MANUFACTURED BY MUELLER COMPANY. 14. THE SPREADING OF MUD OR DEBRIS OR STORAGE OF EQUIPMENT OF ANY KIND UPON ANY PUBLIC ROADWAY IS THE LOTS, WHEEL ROLLED, GRADED AND SHAPED TO DRAIN TO STREET OR REAR LOT DRAIN WHERE APPLICABLE. 12. FIRE HYDRANT ASSEMBLY CONSISTS OF A MJX6" FLG. (FLANGE) TEE, 6" FLG.XMJ GATE VALVE, 6" MJXMJ HOLDING STRICTLY PROHIBITED AND VIOLATION SHALL BE CAUSE FOR IMMEDIATE CANCELLATION OF THE PERMIT. THE CITY SPOOL AND A MODERN MUELLER CENTURION FIRE HYDRANT, A-442, 6" MJ, 5-1/4" MVO, 3-PORT (2-2 34" NST 2. EMBANKMENTS OR STRUCTURAL FILLS FOR ROAD WAY CONSTRUCTION OR FILLS TO BE CONSTRUCTED FROM HOSE CONNECTION, 1-4 W' NST PUMPER), 1 W' PENTAGON}OPERATING NUT, OPENING LEFT, COLOR: YELLOW; MAY AT ANY TIME ORDER IMMEDIATE CLEAN UP AND STOPPAGE OF WORK TO ACCOMPLISH CLEAN UP. EXCAVATED MATERIALS ACCEPTABLE TO THE SOILS ENGINEER AND SHALL BE BROUGHT TO GRADE IN LIFTS NOT TO APPROVED EQUAL: MUELLER CENTURION A-423, WATERIOUS PACER 6790, CLOW MEDALLION. 15. EFFECTIVE EROSION CONTROL IS REQUIRED, EROSION CONTROL DEVICES MUST BE INSTALLED AND MAINTAINED EXCEED 8" LOOSE MEASURE. ALL EMBANKMENTS, FILLS AND BACKFILLS WITHIN 3 FEET OF ESTABLISHED SUBGRADE MEETING THE D.E.Q. REQUIREMENTS. THE CITY MAY AT ANY TIME ORDER CORRECTIVE ACTION AND STOPPAGE OF SHALL BE COMPACTED TO 95 PERCENT OF MAXIMUM DENSITY. BELOW THE 3 FOOT LIMIT, COMPACTION SHALL BE 90 13. EACH FIRE HYDRANT SHALL BE INSTALLED UPON A PRE-FORMED CONCRETE BLOCK WITH 1 34 CUBIC YARDS OF �,C(� WORK TO ACCOMPLISH EFFECTIVE EROSION CONTROL. PERCENT. MATERIALS WITHIN 1 FT. BELOW ROADBED SUBGRADE OR STRUCTURE FOUNDATION ELEVATION SHALL BE CRUSHED 2"-3/4" DRAIN ROCK. TARPAPER WILL BE LAID ON TOP OF THE DRAIN ROCK TO SEPARATE THE ROCK ���''" Ofere' 3-INCH MAXIMUM AND SHALL BE COMPACTED TO 95 PERCENT OF MAXIMUM DENSITY. FROM EARTH COVER. . �,�G i NEF,p 4 74 E 16. PROPERTY DISTURBED BY CONSTRUCTION ACTIVITY SHALL BE SEEDED WITH A STANDARD GRASS MIX; SHRUBS, 3, STRUCTURAL FILLS SHALL COMPLY WITH CHAPTER 33, SECTIONS 3309.4, 3309.8, AND 3305 OF THE UNIFORM 14. ALL SANITARY SEWER LINES WITHIN 10 FEET LATERALLY OR 3 FEET VERTICALLY OF A WATER MAIN SHALL BE FLOWERS, BARK DUST, EXISTING SIGNS, PAVEMENT MARKERS, MAILBOXES, ETC., SHALL BE REESTABLISHED, BUILDING CODE. CONSTRUCTION ON EXISTING SLOPES GREATER THAN 5:1 SHALL BE ACHIEVED BY BENCHING INTO THE ENCASED IN A REINFORCED CONCRETE JACKET 6" THICK FOR A DISTANCE OF 10 FEET ON BOTH SIDE OF THE REINSTALLED OR REPLACE, WITH LIKE KIND AND MATERIAL. EXISTING BANK A MINIMUM OF TEN FEET. IF THE BENCH EXPOSES SAND SOIL AN UNDERDRAIN MUST BE PROVIDED. CROSSING. WHERE CROSSINGS ARE NECESSARY, THEY MUST BE MADE AT APPROXIMATELY 90 DEGREES WITH AT ', R o THE FABRIC, EQUIVALENT TO EXXON GTF 12500, ALONG THE BOTTOM OF THE STARTING BENCH, THEN PLACING A SIX LEAST 18" OF SEPARATION BELOW THE WATER LINE. 1). os' +5. 17. EFFECTIVE DRAINAGE CONTROL IS REQUIRED. DRAINAGE SHALL BE CONTROLLED WITHIN THE WORK SITE AND SHALL INCH LAYER OF 1 1/2"-0" DRAIN ROCK, AND FINALLY COVERING THE DRAIN ROCK WITH NONWOVEN FILTER FABRIC. �'p „ck∎. BE SO ROUTED THAT ADJACENT PRIVATE PROPERTY, PUBLIC PROPERTY, AND THE RECEIVING SYSTEM IS NOT SUCCESSIVE BENCHES WILL BE COMPACTED IN LAYERS NOT TO EXCEED 8 INCHES. EACH 8 INCH LAYER SHALL BE 15. ALL MAINS WITH A STATIC PRESSURE UP TO 100 PSI (POUNDS PER SQUARE INCH) SHALL BE TESTED AT 150 PSI A AR ADVERSELY IMPACTED. THE CITY MAY AT ANY TIME ORDER CORRECTIVE ACTION AND STOPPAGE OF WORK TO COMPACTED TO A MINIMUM OF 90 PERCENT AASTHO T-180 DENSITY. THE FILL SLOPES SHALL NOT EXCEED 2:1 AT FOR 1 HOUR WITH A MAXIMUM LOSS OF 5 PSI. WATER MAINS WITH A STATIC PRESSURE GREATER THAN 100 PSI VALID THROUGH 12-31-05 ACCOMPLISH EFFECTIVE DRAINAGE CONTROL. FINISHED GRADE. NO ROCK OR SIMILAR MATERIAL EXCEEDING A 12 INCH DIAMETER SHALL BE ALLOWED IN THE SHALL BE PRESSURE TESTED AT 1.5 TIMES THE STATIC PRESSURE FOR 1 HOUR WITH A MAXIMUM LOSS OF 5 PSI. 18. OREGON LAW REQUIRES FOLLOWING THE RULES ADOPTED BY THE OREGON UTILITY NOTIFICATION CENTER. SAID RULES STRUCTURAL FILL. ARE SET FORTH IN OAR 952-001-0010 THROUGH OAR 952-001-0080. COPIES OF THE RULES MAY BE OBTAINED 16. UPON SATISFACTORY COMPLETION OF TESTING, THE NEW MAINS AND CONNECTIONS TO EXISTING MAINS SHALL BE FROM THE CENTER BY CALLING 503-246-1987. IF YOU HAVE QUESTIONS ABOUT THE RULES, CONTACT THE CENTER. 4. THE GEOTECHNICAL ENGINEER FOR STRUCTURAL FILL SHALL BE NOTIFIED 24 HOURS IN ADVANCE, BY THE CLEANED AND FLUSHED WITH POTABLE WATER PRIOR TO DISINFECTION. FLUSHING VELOCITIES SHALL BE AT LEAST NOTE: DAMAGE TO UTILITIES SHALL BE CORRECTED AT THE PERMIT HOLDERS EXPENSE. CONTRACTOR, OF STARTING BENCHWORK TO DETERMINE THE NEED FOR THE UNDERDRAIN LAYER AND TO VERIFY 2.5 FEET PER SECOND. DISINFECTION SHALL BE IN ACCORDANCE WITH AWWA STANDARD C651-92, THE STATE EXISTING CONDITIONS. HEALTH DIVISION AND CITY REQUIREMENTS. THE CONTINUOUS FEED METHOD OF DISINFECTION SHALL BE USED. 19. THE CONTRACTOR MUST VERIFY ALL EXISTING UTILITIES FOR BOTH VERTICAL ELEVATION AND HORIZONTAL LOCATION DISINFECTING MIXTURE SHALL BE A CHLORINE-WATER SOLUTION HAVING A FREE CHLORINE RESIDUAL OF 40-50 PRIOR TO START OF WORK (POTHOLE BEFORE DIGGING IF NECESSARY). SHOULD CONFLICTS ARISE AND REDESIGN OR 5. ALL COMPACTION SHALL MEET THE REQUIREMENTS SET FORTH IN THE APWA STANDARD SPECIFICATIONS (1990 WITH MG/L (MILLIGRAMS PER LITER). THE DISINFECTION MIXTURE WILL BE PREPARED BY INJECTING A CALCIUM/SODIUM RELOCATION OF FACILITIES BE NECESSARY, IT SHALL BE DONE AT THE PERMIT HOLDERS EXPENSE. CHANGES MUST AMENDMENTS). HYPOCHLORITE AND WATER SOLUTION INTO THE PIPELINE AT A MEASURED RATE WHILE FRESH (POTABLE) WATER IS BE APPROVED BY THE CITY IN ADVANCE OF WORK PERFORMANCE. CONTRACTOR SHALL COORDINATE THE WORK WITH ALLOWED TO FLOW THROUGH THE PIPELINE SO THAT THE CHORINE-WATER SOLUTION IS OF THE SPECIFIED AFFECTED UTILITY AGENCIES. SANITARY SEWER. SYSTEM STRENGTH. TREATED (CHLORINATED) WATER SHALL BE RETAINED IN THE PIPELINE LONG ENOUGH TO DESTROY ALL CANTERBURY NONSPORE-FORMING BACTERIA. TYPICAL RETENTION PERIOD IS 24 HOURS. AT THE END OF THE 24-HOUR PERIOD, 20. A TEMPORARY HARD-SURFACE PATCH (COLD-MIX AC OR HOT-MIX BASE PAVING) SHALL BE PLACED ON TRENCHES 1. ALL CONSTRUCTION MATERIALS AND METHODS SHALL BE IN CONFORMANCE WITH THE CLEAN WATER SERVICES (CWS) THE PIPELINE IS TO HAVE A FREE CHLORINE RESIDUAL OF AT LEAST 10 MG/L. AFTER SATISFACTORY CHLORINATION, WITHIN ROADWAYS AT THE END OF EACH DAYS WORK. NO TRENCH, ON SITE OR OFF-SITE SHALL BE LEFT AT ANY OF WASHINGTON COUNTY (AGENCY) R&O 04-09 STANDARDS AND SPECIFICATIONS, AND CITY OF TIGARD ENGINEERING FLUSH THE WATER FROM THE LINE UNTIL THE WATER THROUGHOUT THE PIPELINE IS EQUAL CHEMICALLY AND TIME IN AN UNSAFE CONDITION. THE PERMIT HOLDER IS RESPONSIBLE FOR AND IS LIABLE FOR HAZARDS OR DAMAGE STANDARDS AND SPECIFICATIONS. BACTERIOLOGICALLY TO PERMANENT SOURCE OF SUPPLY. CREST RESULTING FROM THE PROSECUTION OF THE WORK. 2. MAIN LINE PIPE SHALL BE 8" PVC AND SERVICE LATERALS SHALL BE 4" PVC CONFORMING TO ASTM D-3034. DISPOSE OF THE DISINFECTION WATER IN AN APPROVED MANNER. DO NOT ALLOW DISINFECTION WATER TO FLOW INTO 21. WORK PROVIDED FOR UNDER THE PERMIT SHALL INCLUDE REPAIR OF EXISTING FACILITIES (ROADS, DITCHES, ETC.) AS SANITARY SEWER PIPE SHALL BE GREEN IN COLOR. A WATERWAY WITHOUT ADEQUATE DILUTION OR OTHER SATISFACTORY METHODS OF REDUCING CHLORINE RESIDUALS MAY BE NECESSARY, IN THE CITY INSPECTORS OPINION, TO OVERCOME DETERIORATION OR DAMAGE WHICH OCCURRED TO A SAFE LEVEL AS MANDATED BY DEQ. AFTER DISPOSAL AND FLUSHING OF THE DISINFECTION SOLUTION, THERE IN CONJUNCTION WITH THE WORK AUTHORIZED BY THE PERMIT. CORRECTIVE WORK SHALL BE DONE AT THE PERMIT 3. SERVICE LATERALS SHALL EXTEND A MINIMUM OF 10 FEET FROM THE MAIN AND 10 FEET INTO THE LOT. THE END OF WILL BE ANOTHER 24-HOUR RETENTION PERIOD PRIOR TO BACTERIOLOGICAL TESTING. BACTERIOLOGICAL TESTS WILL BE TAKEN BY TPW. HOLDERS' EXPENSE. EACH LATERAL SHALL BE MARKED WITH A 2"x4" PAINTED GREEN EXTENDING FROM THE INVERT TO A MINIMUM OF TWO 22. ONE AS-BUILT XEROX VELLUM DRAWING SHOWING ALL NEW PUBLIC IMPROVEMENTS, INCLUDING ANY REVISION MADE FEET ABOVE THE GROUND SURFACE, WITH THE DEPTH FROM THE TOP OF THE 2"x4" TO THE INVERT WRITTEN 17. WATER METERS WILL BE INSTALLED BY TPW UPON INDIVIDUAL REQUEST AND PAYMENT BY OTHERS (OWNERS). ALL TO THE PREVIOUSLY APPROVED CONSTRUCTION PLANS AND, ALSO, ANY IMPROVEMENTS WHICH MAY IMPACT AN THEREON. WATER METERS CONNECTED TO AN IRRIGATION SYSTEM MUST HAVE THE PROPER OREGON STATE APPROVED EXISTING PUBLIC SYSTEM OR FACILITY, SHALL BE PROVIDED TO THE CITY BY A REGISTERED CIVIL ENGINEER ALONG BACKFLOW PREVENTION DEVICE, MINIMUM OF A DCVA (DOUBLE CHECK VALVE ASSEMBLY) INSTALLED ON THE WITH AN "ENGINEERS CERTIFICATE OF INSTALLATION COMPLIANCE" AS REVISED JULY 15, 1998, APPENDIX D PAGE 39. 4. SERVICE LATERALS SHALL BE CONSTRUCTED AT A MINIMUM GRADE OF 2% WITH A MAXIMUM GRADE OF 100% (45'). PROPERTY SIDE OF THE WATER METER. IN ADDITION, EVERY METER FOR COMMERCIAL, MULTI-FAMILY, INDUSTRIAL, UPON ACCEPTANCE OF AS-BUILTS, A COMPUTER DISK OF AS-BUILTS SHALL ALSO BE SUBMITTED TO THE CITY. AND INSTITUTIONAL SERVICE, REGARDLESS OF SIZE, SHALL HAVE THE PROPER OREGON STATE APPROVED BACKFLOW 5. ALL MAIN SEWERS SHALL BE BALLED, FLUSHED, THOROUGHLY CLEANED MANDRELED AND AIR-TESTED AFTER THE PREVENTION DEVICE MINIMUM OF A DCVA INSTALLED ON THE PROPERTY SIDE OF THE METER. THE BACKFLOW 23. A SEWER SYSTEM AIR-TEST AND (V.H.S.) TV TEST REPORT AND ONE SET OF BLUELINE "AS-BUILTS" (OF EITHER OR BACKFILL IS PLACED AND COMPACTED. A V.H.S. T.V. VIDEO TAPE AND REPORT AND AIR-TEST RESULTS SHALL BE PREVENTION DEVICE SHALL BE INSTALLED AND TESTED BY THE OWNER, WITH THE RESULTS FORWARDED TO TPW BOTH THE STORM AND SANITARY SEWER SYSTEMS) MAY BE REQUIRED BY THE CITY FOR REVIEW AND APPROVAL PROVIDED TO CWS. MANHOLES SHALL BY HYDRO-STATIC OR VACUUM TESTED. ALL PRIOR TO AC PAVING, AND AFTER WATER DIVISION, BEFORE WATER SERVICES CAN BEGIN. PRIOR TO CONNECTION OF ANY BUILDINGS TO THE SEWER SYSTEM. ONE YEAR. 18. UPON COMPLETION OF INSTALLATION OF THE WATER SYSTEM, THE CONTRACTOR OR OWNER SHALL ADVISE TPW OF 24. THE PERMIT HOLDERS ENGINEER/INSPECTOR SHALL SUBMIT DAILY INSPECTION REPORTS, ON A WEEKLY BASIS, TO 6. TRENCH BACKFILL IN STREET AREAS SHALL BE MADE WITH 3/4"-0" CRUSHED ROCK, COMPACTED TO 95%. (T-99). THE TOTAL CONSTRUCTION COSTS TO WHICH WILL BE ADDED 10% FOR TPW INSPECTIONS, WATER LOSS, OVERHEAD, THE CITY'S INSPECTOR. COMPACTION RESULTS TO BE SUBMITTED TO CWS AND COPIES ALSO SENT TO CITY OF TIGARD. ADMINISTRATION, SAMPLING, ETC. AND 2% FOR ENGINEERING REVIEW, INCLUDING "AS-BUILTS" DRAWINGS, UPDATING CO NSTiUCT1ON MASTER MAP, INTERSECTION MAPS, ETC. 25. THE CITY'S INSPECTORS MAY, AT THEIR DISCRETION, REQUIRE PROVISION OF TESTS AND OR REPORTS FROM THE 7. THE CONTRACTOR SHALL PROVIDE THE ENGINEER A SET OF PLANS SHOWING THE AS-BUILT LATERAL LOCATIONS. PERMIT HOLDER. PERMIT HOLDERS ENGINEER OR CONTRACTOR TO VALIDATE CLAIMS OF MATERIAL OR CONSTRUCTION 19. OPERATION OF VALVES IN THE TIGARD WATER SERVICE AREA IS PROHIBITED NOTES & EROSION ADEQUACY/COMPLIANCE. SUCH TESTS/REPORTS SHALL BE PROVIDED AT THE PERMIT HOLDERS EXPENSE. 8. PLUG CONNECTION TO EXISTING SANITARY UNTIL NEW LINES ARE TESTED AND CONNECTION IS APPROVED BY THE CITY. 26. THE PERMIT HOLDER SHALL PROVIDE A COPY OF A PROPERLY EXECUTED RELEASE AND WAIVER DOCUMENT TO THE 9. CONNECTION PERMITS REQUIRED FROM CITY BUILDING DEPT. ME REt vj►L CONTROL DETAILS CITY FOR EACH OWNERSHIP DISTURBED BY CONSTRUCTION ACTIVITY, AS EVIDENCE OF DISTURBANCE RESOLUTION AND OWNER SATISFACTION. STREET & STORM DRAT 1. NOTWITHSTANDING ANY OTHER PROVISION OF THIS TITLE, ANY PARTY FOUND TO BE IN VIOLATION OF THE TREE REMOVAL CHAPTER (INCLUDING BUT NOT LIMITED TO REMOVAL OR DAMAGE TO TREES NOT APPROVED FOR REMOVAL) 27. EXISTING MONUMENTS, PROPERTY CORNERS, AND SURVEY MARKERS SHALL BE PROTECTED. REPLACEMENT SHALL BE 1. STORM PIPE SHALL BE PVC ASTM D-3034, ASTM C76, C-900, OR DUCTILE IRON (SEE SECT. 3.06.10 FOR SHALL BE SUBJECT TO A CIVIL PENATLY OF UP TO $500 PURSUANT TO CHAPTER 1.16 OF THE TIGARD MUNICIPAL AT THE PERMIT HOLDERS EXPENSE. CONDITIONS.) STORM DRAIN LATERAL PIPE SHALL BE WHITE IN COLOR. SERVICE LATERALS SHALL BE 4" PVC CODE AND SHALL BE REQUIRED TO REMEDY ANY DAMAGE CAUSED BY THE VIOLATION. ' SUCH REMEDIATION SHALL CONFORMING TO ASTM D-3034. INCLUDE, BUT NOT BE LIMITED TO, THE FOLLOWING: 28. THE ENGINEER SHALL NOTIFY THE WASHINGTON COUNTY SURVEYOR WHEN THE INITIAL AND FINAL LIFT OF ASPHALT HAS BEEN PLACED. 2. ALL TRENCH EXCAVATION SHALL CONFORM TO APWA DIVISION III, SECTION 301.1.01, AND SHALL BE UNCLASSIFIED. A. REPLACEMENT OF UNLAWFULLY REMOVED OR DAMAGED TREES IN ACCORDANCE WITH SECTION 18.790.060 (D) OF THE TIGARD DEVELOPMENT CODE; AND 29. THE PERMIT HOLDER SHALL PROVIDE TO THE CITY INSPECTOR, IN WRITING, THE NAMES AND 24 HOUR EMERGENCY 3. PIPE BEDDING MATERIAL SHALL BE CLEAN CRUSHED ROCK WITH A MAXIMUM SIZE OF 3/4"-0", UNIFORMLY GRADED TELEPHONE NUMBER OF TWO (2) PERSONS WHO HAVE AUTHORITY TO RESOLVE PROBLEMS, TAKE CORRECTIVE FROM COARSE TO FINE OR AS APPROVED BY AGENCY OR CITY. B. PAYMENT OF AN ADDITIONAL CIVIL PENALTY REPRESENTING THE ESTIMATED VALUE OF ANY UNLAWFULLY ACTION, AND IN GENERAL, WILL BE RESPONSIBLE IN CASE OF ANY EMERGENCY. THE PERMIT HOLDER SHALL NOTIFY REMOVED OR DAMAGED TREE, AS DETERMINED USING THE MOST CURRENT INTERNATIONAL SOCIETY OF THE CITY INSPECTOR, IN WRITING, OF ANY/ALL ASSIGNMENT CHANGES. 4. SERVICE LATERALS SHALL EXTEND A MINIMUM OF 10 FEET FROM THE MAIN AND 10 FEET INTO THE LOT. THE END OF ARBORICULTURE'S GUIDE FOR PLANT APPRAISAL. ft.,a# EACH LATERAL SHALL BE MARKED WITH A 2"x4" PAINTED WHITE, EXTENDING FROM THE INVERT TO A MINIMUM OF TWO 30. THE PERMIT HOLDER SHALL CAUSE HIS CONTRACTOR TO PROVIDE THE CITY INSPECTOR, IN WRITING, THE NAME AND FEET ABOVE THE GROUND SURFACE, WITH THE DEPTH FROM THE TOP OF THE 2"x4" TO THE INVERT WRITTEN ONLY THOSE TREES AUTHORIZED FOR REMOVAL BY THE CITY'S CASEFILE NO. SDR2002-00012, AND ANY TREES 24 HOUR EMERGENCY TELEPHONE NUMBER OF A DESIGNATED "COMPETENT PERSON" RESPONSIBLE FOR THEREON. THAT ARE EXEMPT MAY BE REMOVED BY THE APPLICANT. IF IN THE PROCESS OF CONSTRUCTING IMPROVEMENTS, IT CONSTRUCTION SAFETY AS PER OR-OSHA, CHAP. 437, DIV. 3 CONSTRUCTION, SUBDIVISION P-EXCAVATIONS. THE IS FOUND THAT REMOVAL OF A TREE DESIGNATED FOR PRESERVATION MUST OCCUR, THE APPLICANT WILL BE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR OF ANY/ALL ASSIGNMENT CHANGES. 5, COMPACTION SHALL BE PER APWA DIVISION III, SECTION 301.3.07. CONTRACTOR TO DETERMINE TYPE OF EQUIPMENT SUBJECT TO MITIGATION FOR 100% OF THE CALIPER INCHES OF THAT TREE. ANY TREES DAMAGED OR REMOVED PROJECT NO.: 328-024 AND METHOD USED TO ACHIEVE REQUIRED COMPACTION. WITHOUT PRIOR CITY AUTHORIZATION WILL CONSTITUTE A VIOLATION. 31. IT IS THE SOLE RESPONSIBILITY OF THE PERMIT HOLDER TO PROVIDE FOR PROPER RIGHT-OF-ENTRY AND/OR TYPE: CONSTRUCTION EASEMENTS PRIOR TO STARTING WORK. PROOF OF RIGHT-OF-ENTRY OR PROPERLY EXECUTED EASEMENTS SHALL BE 6. TRENCH BACKFILL OUTSIDE OF PAVED AREAS MAY BE EXCAVATED TRENCH MATERIAL CONFORMING TO "CLASS A" PER DATE: PROVIDED TO THE CITY. THE CITY SHALL IN NO WAY BE CONSTRUED TO BE LIABLE FOR THE PERMIT HOLDERS CITY STANDARDS & SPECIFICATIONS. COMPACT TO 95% AASHTO T99. FAILURE TO OBTAIN OR PROVIDE FOR PROOF OF RIGHT-OF-ENTRY OR EASEMENTS. 32. BEFORE PLACEMENT OF THE FINAL LIFT OF ASPHALT, THE PERMIT HOLDER SHALL CLEAN AND HAVE THE CITY 7. MATERIAL IN SOFT SPOTS WITHIN THE ROADWAY SHALL BE REMOVED TO THE DEPTH REQUIRED TO PROVIDE A FIRM COMPLETE A PRE-ACCEPTANCE VIDEO INSPECTION OF ALL NEW SEWER LINES. THE PERMIT HOLDER SHALL PROVIDE FOUNDATION AND SHALL BE REPLACED WITH 1-1/2"-0" CRUSHED ROCK. THE ENTIRE SUBGRADE SHALL BE THE CITY WITH 30 DAYS NOTICE OF THE VIDEO INSPECTION. ANY DEFICIENCIES SHALL BE REPAIRED BEFORE THOROUGHLY COMPACTED TO 95% AASHTO T99. PLACEMENT OF FINAL LIFT. 2ik 8. CONTRACTOR SHALL NOTIFY THE ENGINEER WHEN SUBGRADE IS COMPLETE AND 24 HOURS PRIOR TO PLACEMENT OF ROCK BASE MATERIAL AND 24 HOURS PRIOR TO FINAL PAVING FOR AN INSPECTION OF THE WORK. FAILURE TO DO SO N:\prof\328-024\dwg\ENGtNEERtNG\32824NOTEf.dwg - SHEET: 22x34 Apr 08, 2005 - 5:42pm ilo WILL MAKE ANY SUBGRADE FAILURE OR DRAINAGE PROBLEMS THE RESPONSIBILITY OF THE CONTRACTOR. -..• ..a.yst. :"ms's"r,..w a'..kq..uw.=. . .S.'! d I:a:x.,:A.,.. ,.. ::kf*'tioilffi.aa' }�ix ai '.rT_.4.+, - LEGEND: -- -- w— --w —w -- wwww w— w— —w— — N89'59'S2"W a.w6w69.04'——ar,r�ww� --w�„r.--w�ri--�•�--w,r�i—wae,ar� w--��—waww��.—w a r -- �-- I i..'.ro.''x'tiire-.,5"�.�'�..24j a.�a.—J'.'.s"f`r—•i-:Yo—r.,:T—h'�d~v�,h t".f PR€O.leak'J.`xEa C.cT Y,2 x.�B'la O.resx UN`.':v tD o ARY / -- RIGHT—OF—WAY %t�%..'i,�•,3 e''� :_'t.`�;i:rr,s'd`'� ' I/I - I Nl'?TES. - 1 5.0' WIDE CONCRETE SIDEWALK ' /' I // ®3 INSTALL VERTICAL CURB %` PLAZA WEST SUITE 230 I” I ;a 5000 SW OAK ,/ 'rk'�trasd,3�4', a".�l.rt"+k�dC:L$.a3t .}�1.•ak. , L' � , . . r. s.'i1•"'y.°r r-.n r"rt,'*i�•yiG "�.-`ss 1• E ■ • I I PORTLAND,OR 97223 �� an / '\ , I I TEL 503-452-8003 I 0 ' '\ ' ..; . 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A d r,�.. .� SAN C.0• ♦ ..,a .._. dr.,,...r.,r. ,..<,.s.n~ �..,> x�.-.,. .,�. a t..,...,,v_ x '..4.'"), �`'� \ �.� A SAN ftUf, j : SAN G 0 "Y" 2, L ,` \ '''• ..— •• r° 1,_ ,% • ` SAN "L" • • '►k. :,,,: STM MH ,1 �`;, ; rs;= � \\\ r1' ... C.O.C. ! ;�.� ` \ ` "" � • 004°' * . '' off- ���, `\\ I I :s UTILITY NOTES. V° s' t r J �` \ / rr ••IiMr 'ar EX SSM H A {. , O �° +1r \ 4 o '' � a r, , \\ \�\ °''' �, MI _ r 1Nityli 4 i L� :1 ' \\: \\ 1 j'` ` v. t� �., STM FLOW C N'fROL MH ;5 .�..�. \ , x. STORMFILTER 4 , �' `44� : '' , 4 4' 'Ol , ' i Y 2. THE SANITARY o /f ti • `°, `��.1 H �* ,, E PROPOSED STORM, SAN CANTE� � 1z,, i 7r; [ #' N� o �► , S�'M C.O. „ , { 4' \ cs `�,, ,;,.,.` , ''�i SAN C 0 M 1 ' 1 0 �,' Y �' �,. , I PRIVATE } \'`• 4" WALL DRAIN N. •1 \ i i i i 4 lir.'��' 4" VAULT DRAIN vv "` _ ° , i :II I\\‘-' 11.1111 �,, C.O. � ,, „, CREST u t 1!^Fr.. t 1 :" \ \ i ,,..i.rC't' +i.. ,M!S" �"r. ^:a'„z ,i3� i, ��:.ix''$ :fi'': �' � +.a £� d f :�.. <y. .. '_:Tr`.�t:Y�+• -aiti;” �(m�ri a'+�4"SsY d4'. -$” ' ..:;,'r, :m etix:x:.. .f'.—WJra.::�'`-ice r.�,t`��R." kF . ,,lava r,��..o'vr:ai`.`e'=� SE"$'>i:,�,n�.'... .� ti N''',= r �„ \ ✓r;M. i { 1 ,f.- a,•,�/y,..,:-.. �. • Ate""' r\ S. Vo \ `\ •0' • q H 1 ` 1 1 t , SAN C.O. ,� A, '\:. _ ---' . - , S11% N C.O. Q ... .l-kt\ :; y � _ ;, SAN C.O. N � .; ► �.,-,-, 44Sli', , \\„..;; , \ ^,� •` SAN C.O. "0" ,.. :1::}:' ' ' . ,STM C 0 38 i„: 44 \ * ... \ k J., 4.40, , ,\\\ \ \ 4. {tj1, �'�' , N P '• .SA 0 l\ 4,-- O � • 7 in ,. '''';i :- t J 0 y t S c l � M 1 t \ , . �,, 30 DEEP rNC .r w jr d:rtr, , 7."'"'"'/. / ;yr�''' pia afs , w• _ 1 ; • �• ss i - s, -, , 1 \ \,.' ,,..,. >' C.B. {x/}/31 - < S ► STM C.O. i t<:. `•” •�♦ // ' < SD •s"°' ..ill \ mss,. LYNCH C.B. ;24 "� ,� tit *�� � . • : { ,35 a ,..• ' COMPOSITE ww r Nti,,,-. J J 1 1 l l i, S ; \ \\ S ` iIIIII \ ``f` �, ":t ` `� /J fr ` `*, STM C.O. 33 i ; t ••�' �j► i UTILITY �. R fJ i 1 \ i 1 �'"'" ': , ``v �' J �� STM C.O. X32 1 v * t PLAN .) It I 000 10 �` $ •`�r�Y ty ♦ •,y`'yyyyy,,, ...-.«-_....» .r+.+w-.,—.._...•_.....«+.._r......+. ...,..-..._.—....-.....--.—_...•.-_._..— .+ .ue,__r.. P m+wv.+r•�.sw. • °�r ,wvww...•.��wrs.w-r.:.»a,.,,�Y. �4 \ V, r L ' v'\ ,� `� r �.•s r.r_.� �..rr`.M.�...r.n. \ .r..•.. •. ..rr. s_o •.. . r .. a .1 it w. . . . . ... r r • •s •>•r •»• r•.n. .. rr�■ ..,,,..::,, Ns, •.., ,k \ ..„ PROJECT NO•: 328-024 TYPE: CONSTRUCTION SCALE DATE: 40 0 20 40 80 1 IN = 40 FT 711I N:\prof\328-024\dwg\ENGINEERING\32824C0MP.dwg - SHEET: 22x34 Apr 11, 2005 - 2:09pm jio :.-4;,';',1,,,,,,,,',='-r.:, <,.., .,»...::... �. -.. ..�;',�' 'k a.. „ ;�:., c'.,w�,x3k,_. ,w +.,'., :�;„a,.. ..,,.,zv,-a.. ,-,ate^'' LEGEND -- PROPOSED RIGHT-OF-WAY { -- ------� -- - ---- --- EXISTING RIGHT-OF-WAY Y' ku•' t PROPOSED CURB AND GUTTER {y C'r - PROPOSED CENTERLINE F - EXISTING CENTERLINE `£ STM C.OJ3o '= PROPOSED HANDICAP RAMP 3+70 26.50 LT = END RIM = 3T � SIDEWALK TRANSITION 45' H-BEND ti 3+60 25.56 LT = BEGIN NEW s INV = 305.70 }�� ` ' i / 2 SIDEWALK CONSTRUCTION # n t PROPOSED A.C. PAVING f 24.0' REMOVE EXISTING CB - 24'.0' 1: r y STM C8 ,1 CG-2 2.0' IDEWA ` -r` CAP 12 STORM LINE AND ,,h I /r- 10' SIDEWALK TRANSITION ", PLAZA WEST SUITE 230 • EASE ENT GROUT IN PLACE. MATCH '''` "• / ' 5 WIDE TO 4 WIDE PROPOSED SIDEWALK ST. STA: 3+62.00, 17.00 LT. y ` ' - ": :• °' 9600 SW OAK•F GRATE EL.=307.56 ' N ,;}- _,,1„„.---.6,.. vr. fl1I ll EXISTING PAVEMENT. nsm�� 7+98 28.50 LT BEGIN /' / _ s' PROPOSED SIDEWALK BY = / � 8+08 26 00 LT -- END SIDEWALK 12" INV IN(E)=305.60 • '+• CONSTRUCT 5' WIDE SIDEWALK TRANSITION // OTHERS PORTLAND,OR 97223 r :/,� TRANSITION - BEGIN 4 SIDEWALK 12' INV OUT(SW)=304.75 Q CONCRETE SIDEWALK " - " _ p. / ,.. _ = ,, - E XISTING SIDEWALK TEL 503-452 8003 i DIP 17.29 LF, ® 0.5 . d '. +Wti.lr.+v'F a..� a+.+...�="7.. ! 'm:77:".f..,w: -.s.uu A wa...e ., r----r4"M..lf"^'.."ir+--v-,,,,7 t.«r-r- ..: ''.1,-.',---_-s..n.•+ +►-----a...w.w..e+�.. 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STREET NOTES: DATE ®STM COMMERICAL DRIVEWAY ENTRANCE NO- ST. STA: 3+62, 12.61' RT STD DETAIL 142 SAWCUT EXISTING PAVEMENT PER ,, <MATCH EXISTING PAVEMENT SW CANTERBURY LANE SEE LIGHTING PLAN FOR EXISTING try '.: 1 STREET LIGHT REPLACEMENT. CANTERBURY LANE PLAN : 2 SIDEWALK NOT TO EXCEED Ye/FT. SCALE. 1"=40' CROSSFALL ACROSS DRIVEWAY. : ..rya C) INSTALL CITY APPROVED STREET TREES PER CITY OF TIGARD -', STANDARDS. NOTE REQUIRED CLEARANCE BETWEEN STREET ,, - TREES AND STREET LIGHTS. '- 04 RELOCATE EXISTING BLOWOFF INTO PLANTER STRIP. 'i,:`, 0 ;;,. RELOCATE EXISTING PGE VAULT, AND TRANSFORMER OUTSIDE OF PRIG' ' VI STA = 7+7 PROPOSED SIDEWALK. -c ��g e Co _o F / P ELEV = 351. 6 4, NF 380 -_ A.D. = -2.17 - 6 CONSTRUCT MANHOLE WITH SHORT 74• -E r CONE SECTION. FLAT TOP K = 59,8 130.00 V _ MANHOLE MAY BE REQUIRED `a ,� • :• -ON o { DEPENDENT ON EXISTING STORM DRAIN LINE ELEVATION. �.N, •• • og, �Ni•- _. _ o �n `r..., _ A AR�� 370 + p Y_....ca-+--rte 370 7 CONCRETE ENCASE EXISTING r d` z-+ c!z 00 `e)te) ,_ UTILITIES IF CLEARANCE TO -t• VALID THROUGH 12-31-05 II II W< in v) II II -• PROPOSED STORM LINE IS LESS II W r 5 `' THAN 12". *CONTRACTOR TO `° > w , u II w VERIFY CONNECTION ELEVATION, '{ a' w >v a' w , ,qo WATER ELEVATION AND SANITARY 360 + ._,Q ,, SEWER ELEVATION PRIOR TO ,`: 00 Z 1-1-' ON-SITE STORM DRAIN - f; y` CONSTRUCTION. `` �z 14+90 A-- CANTERBURY PVI STA = __ 350 A.D. = 1.86 FINISH GRADE (,. = 43 BACK OF SIDE •LK 0.00 V r I WOODS..diiddill_ - 340 i PROPOSED o M 0 340 R/W c° Y M U) M # U/ I ESMT �,•• 3 + Il II II II W ,t 0) 5 > 27.0' - � „-- i . ..._ 2.0' 330 o l W W KiP YM I < Li z W II EXI$�TING GRADE 5.5' 5.0 0.5' CO > - ©TOP OF CURB EXISTING FACE -.1k --*- 5 >v w OF CURB 37.10 m �`''¢ 4 W - �.. �_.M...._. 320 _ ' ce II w� I -- --- -- jL . I I PUBLIC STREET ....„co + °•2 - _ REMOVE EXISTING ; CONSTRUCT 5' WIDE Ob�� f - i �®8•\6% SIDEWALK STD SIDEWALK IMPROVEMENTS 310 _...__________T_ 9,....'ii --_...%� _ _ .�_ - 310 2 TYPICAL CANTERBURY SECTION / NOT TO SCALE . . „i- ✓ W2 300 o _ _ 300 W w" _Z O �-J II M II 1 tr) M ZII MM _048..."_ II .____.. _.._.�.. _ .,..._... _ . r.. o Z P- • pZM�a CO m (O I= II c1 �• owZw ' w w ca PROJECT NO.: 328-024 3+50 4+00 4+50 5+00 5+50 6+00 6+50 700 7+50 8+00 8+50 TYPE: CONSTRUCTION CANTERBURY LANE PROFILE DATE: SCALE: HORZ. 1"=40', VERT. 1"=4' SCALE 40 0 20 40 80 1 IN = 40 FT 8 N:\proj\328-024\dwg\ENGINEERING\32824STRT.dwg - SHEET: 22x34 Apr 11, 2005 - 2:26pm jio z r r •az . - ,Y - �� ,: .' �\ NOTES. a CONSTRUCTION ; ., ',,,, J �. t' , zY .<) ``a. . STEEL CASING PIPE SHALL BE 36 KSI WITH art, \ .ti ,� `N MINIMUM WALL THICKNESS OF 0.375 INCHES. /Z• < 4a.w•f '�q� .� 1..1.) 1``1-.0 .,.I'' s'!l `'4..�~ t,. ,. N !"" f• 4�� t,`5} t�'!.{`..'(�.;-'� `\�'�.� \, .'. �+ Sit / ,N 2 �_ ,� £4r �,� 2 CARRIER PIPE SHALL BE SUPPORTED WITH 3 • 3 ., ;� . - ' TRIMMED 4"x8" WESTERN CEDAR CONTINUOUS. C�:F :, AEI NNN „µ. ���f',� „�,, ,�r .� a �-.,�� ,.� � �' �� 3. jjjj4;;:T ;;;L%G SHGROUT. d :�� - 4. EPTH OF ALL UTITY , _,- `"�.. 4:.. - ALLATION OF..) a4 .�_�:,,, f, SUE 230 #-_ ,` N,,, �. �'° AIN. ,rr 7 7 \ a soo SW OAK R{jam . �.. , 1 ,� x N yw '`�, 5 CONTRACTOR SHALL VERIFY EXIST. STORM f i \ �� :; :, DRAIN LOCATION 8c INVERTS AT POINTS OF f PORTLAND,OR 97223 N i, ■„,,,,,, �'` '� ��`� �` f. " CONNECTING WITH NEW PIPE PRIOR TO ANY `� ,' y N. .-.. :`�i� ti TEL TEL 503-452-8003 -"Lb ,,� ,f It \, �► �`.� �``\ ., f F ,; ,� f 6, INSTALL SDMH• #3 AND CONNECT EXIST. PIPE FAX 5034,524043 N, ,%,, , �� \ `�, °`�� \ I L7 ! /'` / „. AT BOTH SIDES, IN & OUT AT IE-286.52 AS t INDICATED. �nvww.atpha-eng.cam ` r` `•,� a? /1' Y-> 7• CONTRACTOR TO DEVELOP TRAFFIC CONTROL t ,r .. ` - ;r' �. ° ,� _ '+``` w �., I -- z / ///; { ;�•�r - 4 :, ' No. DATE•M N. r- „ :�, .- r .1:-:v "" ,�• CONSTRUCTION, SUBMIT TO ED MILLER, ODOT : `�i ` `� �" \ \ ? r as `=` +-` : ` ,'f PERMIT SPECIALIST, C� 503 229-5002. z : _ - \ �. f �` t 4:' 8. RESTORE GROUND SURFACE FLUSH WITH:Ess• 3: 11 Lai ' .. ,,,,,-,, 1— 0 PVecr, /_,.,,, /, „.\.1701,1_Y t; r`' ' ADJACENT. ADD SEED AND MULCH TO _; �cry�3y(/ .: - -\ �` '\ ..s,. •�°., `� / .�" /4 �E.-' PERVIOUS AREAS. PLACE COMPACTED 4 °� "f ''' ! 3/4"-0" CRUSHED ROCK WITH 8" MIN. CLASS N'� ! °4;y� � �, ` .�� ,'�-. '` „ � �, ' // "B" FOR PAVED AREAS OR MATCH EXISTING SDMH # ` � '\� �Oilill-Pv --_ �l► ,�' / PAVEMENT SECTION. t. `~ g• CONTRACTOR SHALL POTHOLE AND VERIFY .LL. ' - S �, I. ELECTRICAL, GAS AND WATER CROSSING ' ELEVATIONS PRIOR TO CONSTRUCTION. °g` \ SDMH #3 , p�y A(_ ,\ivy) 10. TRENCH WIDTH TO BE PIPE O.D. +2' MINIMUM ., ..,, .§::1 ...# Acs '4 -' " y > K ' s Jf -'�J "'f I . ,r,w . ., rx,�..:r. ,r..::.�v� ,x •a.,. .t, it „_... a, .,...,,. "� r_r rrn; ..., N NN N „. AP44 44 T r, �n X�Vl la ,, N NN,,,,N 00 / ,,'.,,,,,le v a a Y Z: ±)i IAA 04G 1 N 4-4,47* N. -. . . . N \ , ,,.. 2 CO- N iX) I1 _,.,..s --- - ♦ N ' 3 • „�y • ••- GoN 0 4 /...1-,LO,-1.3.' - r-, X < >,„ Csi \ (''N ' ' NNN ' -., , 3k 1:.;)"(1)1' � _ �' °� c,4' •---s, ~� VALID THROUGH 12-31-05 t :` iii ~, vs) -N., N \ 1\� \ 2 tai L S 11 N ... .',„ y \ W t1' 0() r� \ • \ SDMH \�' \ �,` . \. N j \ �e W CJ w ix f .. r PLAN CANTERBURY SCALE: 1"=20" CREST w -� z • w `..' N N Z f• to to 00 cz) .-`z w ... N oN0 II/ (n `J 11N II N x J!1 f7 N « NI -FOOZOO 99W N II H. _N STORM fi. 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N. -....Nr.". - 4:' NY. - '''' 1 V''t,. 47•■..4 0 .0?"''k'''''''''. 006.... ,,,o, ii,k, / ''.• 4:1114p 5+95.49 ;ALLEY A . am...■ ■■■■■ •.:., ......, / SsAp A, -.1,, •,:t. / . 44. / . \ , • e. ,.,.,- ..„4:„.....,......_ 11101e. ‘ 1 1 --- .-,..- ••?* ‘qr Nipp- ir _.„,,,. .... _. -,,, REVISIONS It \ -:•\ 4,1!.....-4., ,....01 I 7 1 1 1 1 1.• -t /3 . iiiry ...iF:i- . NO. DATE st3„\ '`.... ® . . Vi \ ..v.' .r4" 4.?..''' 111110A oll'i. 1 -■.- --'-'- 1 iliki N41* / es .:. i `:4''' vfv.........,..v.y.,..;:,.;- . 1 t ' / 11k.f. ..'. ,.. / ■ X 1 s 11.1aft \\ X 00. / 414 '''':'4:::::.,...*, U...ii:.4' ' ■ . 1 1 it s • .• • ..-, . / / ... bs , •..-:,...,., ...... I -oi 0 .......„,------- 41,00111 ..,--. ‘ t \ Iii, % Pl° 0 '■471,..'''-..'::::,-.,.,, -11,-- .....,,j, \ A 111. 71. ' .-- -0 --,- \ ‘ \ \ ‘ ‘ it "re . ii. •,:„:„..,... ,.,:,.., . ,-..., , . offi-, _. , , 0 \ ‘ ‘ .-.4.1. / PAO* 4p. ..../,.. 441 / \\ s■ \ ‘ k # k \ 10i. 111 ''`'..' \ :,...,. ...; \ \ 1 ;4-471.` '-'t , CURB RETURN DATA \ ... , , , , \ li 000 0 ,. ....., ., -...:..,.::,.....,. \ 1 boo .42:-... ..,-: $... . NI / ,:t CURVE DATA TOP OF CURB ELEV. STREET STATION \ ---& ''. 3 ‘ , .. •.,... \ x z ,t , - 0 :•;•,:,;,... 1.4* \ ,..,„ . 41,„. 44.1 1 % k :..“ / -..NO, •• \ I" n :* !'• 1 1 -■1111 X., ''.'. Ir. ii / 4itir'44t • . / / ■, 4i,- \ -.. •. Ili \ ....■ IIPP ,- ---- ------1.--- .;,. ... / -.-:-... ..). -- 0 PC 325.55 5+58.38 RT 12.00 000 WO IP' A = 90°0000" 1/4 A 326.15 ALLEY A \ 1 1'4, ,....„.1.-----cN-A-1- •,.•;= r r ••• -,.... .•••. r 444, r....%, i r . • ..,, r -••,•:,. R = 25.00' 1/2 A 327.06 •,.,,t .., r 4 1 k-----.1 / 414, / lir"Alb ,.-. %.441116. T = 25.00' L = 39.27' 3/4A PT 328.12 329.17 1+37.10 RT 12.00 \ • - - .•rA----- I . ALLEY B• . 0 . ,k -CD-1-r 1 4' / - Q.41441P%"*4#• 0/ , . . ,.- ....„.„ v..... \' (1) PC 329.15 6902 RT 1 .00 \ CiL CURVE DATA it / / 4-604s \ . .. ,,, \ ' , :k / , 8+05.32 A = 89'50'20" 1/4 A 328.42 ALLEY B . . .. ,........„ 2.1. f , ,___,,-,A,.... CUR VE# LENGTH RADIUS TANGENT DELTA 0 .,,, R = 25.00' 1/2z 328.13 Nop r / / 77' , \ ‘ (:-.) 79.95' 100.00' 42.25' 5717'45" -(:24.„),,,,,1 41411**.i„ / T = 24.93' 3/4A 328.19 6+32.38 RT 12.00 0 PROCeso \ 411`w L = 39.20' PT 328.49 ALLEY A ......k \ ',,, c r■ '\ V. .-----......i3 , , , . i 4,.: , • .• -23 \ :. , , 0010474 ' ril "I.. if .1) * e REGON e 0 . , <,\,,, ., A P. RC\/ VALID THROUGH 12-31-05 < >,- ......m■......■•••■ L., -Jo) -J r.... < • to 0C\1 V- --- ____. z r() 340 / 340 .,.. . II / II > It / -. NI 1.4.J c a) CANTERBURY / ....,..,, _. < › >-N / Io . . L.u- L.tiJai / o / + N _ _____ _ N. 336 ___ ......--...-.74----......-...... - - 4:10.................--N 336 HIGH POINT E'LEV = 321.95 / 0 II CREST a) 0 7 HIGH POINT STA = 1+46.96 PVI STA = 4+75 .44- • o> 7 PVI STA = 1+50 LOW POINT ELEV = 19.48 PVI ELEV = 322.00 1.6 ° 1 PVI ELEV = 322.25 LOW POINT STA = 3 23.15 A.D. = 1.97 + to / < A.D. = -3.42 PVI STA = 3+2", . 5 • / 332 ›- ' - - - . ll.•le ' '''''''''''. * / ■ ....... . 332 . 11111111111111111111.11111.11111.111.111111111111111111111111111.111.11111111111.1 ., K = 40.48 PVI ELEV = 319.10 , -, • // 30' _- . ,'7000 VC . ..- A.D. = 3.86 PROPOSED .--tt m .. 7 CL GRADE 4I 12' 12' 5' 4' OR 18.5' 0 0 K = 25.93 o ir) o m EXISTING ..--- ici 1-0 N. in Qo tn • o • 7 DRWY TRAVEL TRAVEL DRWY r\i Do • -I- tRi 100.00' VC ± (r"\i- -4- ro + (( i CL GRADE \ 7 in to 7 '5-9113 LANE LANE ,_ to c-- n 328 I 1.--1 - BLDG 328 ii el _ - . _ ____ it - II II II ..--- - --- - BLDG a II II II II . II ...-- 0 0 > I-- > V 2% 2% 4 01 LO 0 > I..L1 > 1.1..1 ./ CI_ --I tl ....i v • '1' ......■ ttl 0- Er i a... -J N • N d LJJ 1.1.1 v 5' WIDE CONCRETE ALLEY A L...., + cn + N li W N 1.pr-) tr) re) /V 1 1/2" AC CLASS "C" OVER SIDEWALK 6" THICK II 1 1/2" AC CLASS "B" FLUSH W/ PAVEMENT 324 c., II II . ,,,,......... _ ........ . 324 PLAN & PROFILE / _ c 0 > I-- > ./ 8" TOTAL BASE ROCK 1' WIDE CONCRETE ,'- > t...., ci... _..1 > w a- ...J ....-- ./... .. ... 2" (3/4"-O") LEVELING COURSE MOUNTABLE CURB A w Ld ...--- --- 6" (1 1/2"-0") CRUSHED ROCK 1.56%.- -....w..,,__ ..-- .--- .....: PRIVATE DRIVE ....- ..., . _. ..- ............ - ___ -1.86z ,_ _ ___ ...2.00%,--- N. CROSS SECTION ALLEY "A" 1 z - - - - _/ ___________T...„..._ „, - - _ NOT TO SCALE - -- A 316 • ......, . _ 1_ ..._ - 4 - - . _ . - 316 it% 0+50 1+00 1+50 2400 2+50 3+00 3+50 4400 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8400 8+50 .... m ■■• .m.m..m. ALLEY A PROFILE PROJECT NO.: 328-024 SCALE: HORZ. 1"=40', VERT. 1"=4' TYPE: CONSTRUCTION DATE: Ili) SCALE 40 20 40 80 I IN = 40 FT 1 1 N:\pro j\328-024\dwg\ENGINEERING\32824STPP-A.dwg - SHEET: P&P Apr 11, 2005 - 2:46pm jlo ::•,.. C/L CURVE DATA CURVE# , LENGTH RADIUS TANGENT DELTA AEI 0 57.63' 75.00' 30.32' 44'01'44" somamoomommailammi PLAZA WEST SUITE 230 A ,- y,,„- - if>, \ 1004\\ , ,.. / ." 20 \„,/ \ 9600 SW OAK , :.-3; I - 111418 / ,;% 1.‘ .. iftso„, --,, / ‘ - _ 141 1 Alit eft • 4: \ ir i 444,,,„ , ,c_ ." % t +.5'1.18 ALLEy., I.:,,,T.:,:i i i . -,.., \ PORTLAND,OR 97223 \ ,---" / / / . / ...., .?.., X, " . •• •• ,t Piplv .±0 c), i I i i i i / I g * // • ','''' I ; TEL 503-4524003 \ Irk ,,,'''' \ lk -'.;;.' 4;• / / / / / / III I + , lb • Zi FAX 503-4524043 , di ,--'''' . : * --1- 0 _11 _______ ji ,,. . *.:,.. ,- . a "......:', „ --- ---r\ ----- ,,, g ' ... -y , '.' ,o0 -.0 34.. 0? ---------i_eg - ..., a ,, ,.;• Il It 1 www.alpha-eng.corn ' :. N , ,,,_ 0 ..., .1,.4-, , ---. .111 6, , ..g. ,..,,„..s. ,..-...4 , .,... ;..,........, -7 14 i ----- ›.. t 4.', C.I" *"'"'.-1:ti!•tx-:..1,,, s '- '..-- /-- .---. .„ I 1 ,i.,.. It / CURB RETURN DATA - .t . )‹ ...4.. // 0 ..A.- i-•... CURVE DATA TOP OF CURB ELEV. STREET STATION ...- • .9 -- Nit immir ettati,.._.- .........,...,. isifill1011 ' • 7 NO. DATE ,:.. -, ....---- aft P.C. = / ..-.,.. :?! ...tit-'. 7 0 ar, / ilf i arr■i=c--.1-.. , 4711.tel,-1- . 8 it ® pc 346.28 1+51.15 R T 12.00 , 4.-):** ;.".S. .4!;..i, .;4#; W ..'4"." -- •;....1 " ii A li II -" 1.1111014' .1EL.. "4: 46, = 91'47'58" 1/44L 345.30 ALLEY C . ..-: -*.?4' / li ill 41 wwifIliiiii ..--,,,, ., 1-.2.., \-Nt I 1 R = 25.00' 1/2L 343.82 -,.. irok / It / • ...---"-:,..„--..i.„. ,.... T = 25.80' 3/4.A 342.17 .. • • / arif i -..., / / -*ri er / 2+26.11 RT 12.00 / 1 Ipkaiiiiii .4... .. ------------__ L = 40.06 PT 340.69 / / it A ,illtk :Atiiii-%.,r--. .„„ ill ' Ar I, 6 ALLEY B .?...2. / / / ---. M ,: , „0\ i i , .., B 1111. r I P.C. = 10-41".4.69 Ail Y ,.,-. . Rail:; •c. .,.,.,. , A r 1 . -..... Wiasisiti..th :- 0 i..4. IV " i / 1111 I , 4 .47 --If - / - • .` I i+??.?? RT 12.00 .. / A = 43'01'40" 1/4. . 328.42 ALLEY B / 47 OP /I 11 la .......:--•e'ir; ....,=4:. \ %, .. 4' .--' 1* 1 1 I _ R = 25.00' 1/2L 328.13 P T. = C.* , ,- r i , * ; /I (1) 14ki.. \\' .„---" I / 'ft 11, -- - I / T = 9.85 3/4A 328.19 / 1+31.36 RT 12.00 ‘ 1.i: , .., allif as. / / , . ,:.,,,.... ..,‘, , r / ,iif = 18.77' / i ALLEY C / , ' ,i.: \ '.------ r / li ,....,/,,..„.t/ i \ . .'7.'f-j t. ..t \ '..,i-i.. 40 / j 1•'\\ ..4.-:: \ \\\ \ ......" .' ;:,: --,'\.'''' ,„'. \ \ A44% '' , \ W.- '/\\\ 1..../. ..,.- •:. \ r ----. ...... 1 I ASa PROF(cc, 7:1 ' HIGH POINT Ely = 348.90 (‘'`i, '17 -1' - ON A.;09, Nr. HIGH POINT SA = 3+55.26 PVI STA = 5+33.90 e,$) \-\' P■RC' PVI STA = 3+00 PVI ELEV = 345.52 PVI STA = 5-73.90 A 356 , _ - PVI ELEV = 350.20 A.D. = -1.91 PVI ELEV = 343.96 356 VALID THROUGH 12-31-05 A.D. = -15.20 1< = 241;-9-9 .u0, VC A.D. = 1.91 II K = 20.99 107-7009.qic (..) AIE VC-.11 ■•••• 0 OD cp ›- -.." to. N . co • o c..4 352 - - __ ___ _ in in --I <V) 1.6 1d-- tii . , CO d Ni ei -352 .4. „...- ,,,.. o in n II II II I, (0°) II 0+ n + in in to II I II II (1_ __I 0) +---1 II CANTERBURY Ki --- ''' --- --.. LIJ > 48.5' + o' 0 14-1> 0 > . II II L11 :-11 '4' -- ---- ------_ --- > --I > 1231 5 L-- -,- --. . --- a_ 1-1-1 a_ CE LJ J 0.- Li- 348 , ___ 0 > < >---to . .. , -doll - ________ 348 4' 5' 12'•W,,....C_O 0• W-J -. 12' 18.5 o . > 2.OQz . 0.5 PROPOSED DRW TR A VEL TR A VEL PARKING , CREST „, • o w -.... EXISTING / 17) + CL GRADE --. LANE LANE .... i CL GRADE---- v/ + • (Nr ... -,.. --3 9 BLDG -..-1'•z.. 7Z , 344 •.........._____ _ A • "344 ..-_____ ,..._ 2% 2% / --. -- ....," --- ----'1. - ,-, ....------ --...... `s•-.. --- ni61h,_---------, -"'"------------------------1 ft _ _____ _,.. _.- _ -.Iiiii 1•1111111111111111111.1111111111111111111111111111111=1111111■1111.1111111 PVI STA = 1+32 / , ---.. - __ ...-- - - PVI ELEV = 328.03 / VERTICAL CURB / 5' WIDE CONCRETE A.D. = 8.20 / SIDEWALK 6" THICK 1 1/2" AC CLASS C OVER ' " " " 340 -40.004. ' vc ----7- I --- - - _ _ - - AO FLUSH W/ PAVEMENT 1 1/2 AC CLASS B / 8" TOTAL BASE ROCK Y < / 1' WIDE CONCRETE 2" (3/4"-0") LEVELING COURSE MOUNTABLE CURB / 6" (1 1/2"-O") CRUSHED ROCK ALLEY B co in ci I .in + re) PRIVATE DRIVE 336 II 0 0 ' < ' I-- in Jo ______ ______ _ _ --_. ------ --- -4 CO < w N /II il Ani -336 PLAN & PROFILE CV c). CROSS SECTION ALLEY "B" ° ro / 1_ Zit <1•%1 (•1 >/ 1.1.1 NOT TO SCALE 0 II 7 L-I Jj 332 0 r w 6 tri> -I *-- ____ , ____ - _ -332 0 0)w II / - , . ei / /(1' .A AY -- -' -328 / 0,00% ' -- --- -- -- .- __ __ - 328 0 0 ■SA p ,.....,,, 1400 mo 2+00 2+50 34.00 3+50 4+00 4+50 5+00 5+50 6+00 . .. ..... .■ m•■•... ALLEY B PROFILE PROJECT NO.: 328-024 SCALE: HORZ. 1"=40', VERT. 1".4' TYPE: CONSTRUCTION DATE: (I15 40 2O 40 SCALE 80 1 IN = 40 FT 1 2 N:\proj\328-024\dwg\ENGINEERINC\32824S1PP-6.dwg - SHEET: P&P Apr 11, 2005 - 2:44pm jio ' , i . , . ".- ' I i I i I r 1 , 1 I I I I I , 1 1 i 1 i 111 r ai la al I C/L CURVE DATA .. ...„......#,!..,,... 1 1 1 1 1 1 N :,. / 0 g 111 a 1 CURVE# LENGTH RADIUS TANGENT DELTA e \, , .,, ..„., ., ... ___„. ... ...„ -4 -:". ... -4 411 II • • a jail IN II • mi I g 21.49' 37.50' 11.05' 15247'19' , . .,, . #4 , g- .01 II III III II • . , c., , c, _ a 0 102.98' 75.00' 61.46 76'23'40" \\ *..i‘ )( a \ .. N -- \ (X ft11,4 - 1 lam dlk ALLEY "Cu irui11fikillimm iiiiim) imumIrm:61111: -."3401140 ' ' *4-4'*.e I',,'''..1-1"-:-**' 14' ';:-;..4-4-4.:44A-04 11,,tt:'''•1.;*'-*-i':*k.: *.':'.*--ti-lt..... ,;.:44. ::1*--1.V.i. ..40•:,t :*-tt-it i••: -?*,- ....-..1.25 :salt*-.11., .1 1 e 58.99' 37.50' 37.59' 15247'19' \\ • /i/C \ \ .* ,, . / I 0 70.75' 75.00' 38.26' 7623'40" \ \ ,!,. \ . \ , fk''' -..i + - I± I I 0 II \ \,,, -?...; 0 o o \ , 4 4 :::,--: '• ... , 11 o t., 1 1 AEI # Nita& ,f,-. 447:Y / /7,,, \, ' 2 ouvi- , '. ' *--'.-al- -1P1KltiPdlif..- *119111116 _ . - 1 100.00 ' LLE C \ ...-7i re. \\ 404,. ....---A* ./ • WTI =.- , A 0 a tv ''i.l.' 1 minummimmi■iiimmr■ ‹•?''' \ iA •ti,,,, . , \ PLAZA WEST SUITE 230 . • i i i CA . . . .,i* 4, N. .t'i.. I CURB RETURN DATA . i N. arimme samim ..' .3 9600 SW OAK , am Am INN an 11111111 Um Um mu 4- ' -'' 1 . .t. , 4 , ."\\ , , Al si. ...- CURVE DATA TOP OF CURB ELEV. STREET STATION . , ,.._ . . .-, OS 0 01 .'1... 1 PORTLAND,OR 97223 , / 0 PC 347.44 10+11.93 RT 12.00 40 .. .. .., 1 ik;V:'1'11111111, , i, 444\ \ - ‘11.111111. ,1 1 ''+ .. ... \\ , # doormoro-,„ 11.1r-S, "7:t:-: : III _ ill t % 1 1 t % ;, - ..i... ., i I A = 72'16'04" 1/4 i , -347.12 ALLEY C TEL 503-4524003 4L ..-..e.- • / IIIIIIIII-r,), ‘, # SO ilk '\ % i % -.4 . R = 346.95 s..1.:- iiIIIII• % e ark iiit 1 1 ; i ‘ r lik 4 °tt-911 1 P- "III .z• 00 I T = 18.25' 3/46 -346.92 4+70.20 R T 12.00 FAX 503-4524043 4 44 ,:.'''' 4 ,41,40, 1 1t1 \ li 100 1 I Ai* I is. aw % IA , - i L = 31.53' PT -347.04 ALLEY B www.alpha-eng.corn 1 Ir.\ tot 1 ' e ,..\ • ......:, , , , , ‘ , t, 0 , ,., % . . P.C. = ammonmammumin■■■■ . \.Iii- V / 0 \ 0 PC 345.60 5+36.12 RT 12.00 \ t 40 0 0 $ 1111.: - -..-,;*"I'4 /o z, . 76'46'10" . . 4.44.4.4::.;,ci)/:.'.14.*" I. \ I ,4 T I 1 1 1 1 1 0 ,„,a, ilk ,,,,Tt.;:!ta' -- ' 1 1/4 A 345.98 ALLEY B REVISIONS e „ , ,,, . .4:. ...: . 01111----re-C2r-1-1 ) 1 , ‘ \ t 1 4 0 x - t 0 i . , . ,,,,,,...III,,. „pi,. 0 • 1 \ ila 0 % \ III 11101111110 r..:'1.-.."'"'' 0. I R = 25.00' 1/2 6 346.46 , ,...;.- . ...r, c). . 1 1 - 0 01 1 000 ,.,,,_,,;„.:4;t:t.-:4":'-- , T = 19.80' 3/46 -346.96 NO. DATE . . A 1 CP isro*...-- 10+13.44 RT 12.00 0000ximotiolli* 41 4.1110:„.."0,4: L = 33.50' PT -347.39 0 II. ;,....._, ALLEY C # .. .. . 4P b \\ SA' 0. \ 14‘‘ __, .,...4 r‘x .,..,-. N's, - 1 1 1 1 1 % 1 x t t t 1 It q iii 1 \ % ‘ LA 0 I,. 1,r, to ?.4"" • ell, , ..,*':4- '". ' •••• .., . ..4t, • .'. ..Gli +............ ....' k' ' '''''' ........ .. ) ° a V. lialr 111 ilit igettOe f - ... 1 , . I , 4 Nt■ -_,'.'i.' ..., Ai-\--; . x ..- , , , 1 1 I ‘01110--,,,Atzr.'''--„• I ey - I „304004 _ 1 1 --.. 1 10,4rt.- 0 !,11 \ ‘ I 111P 011111111111161111 •::•:"..t:'''"' klips160 ............. poWr0iIrl* ilk r;-**' % tit ..."=•- \ 1 :.- ••A.I 4.4.,, iimi0 1 I „o. ,../. 03 _____------ ‘--- I \ ..„.„ ,. , ‘ % 1 4.kki,• ..:4. . ::•-is / f' , o ...-- \ 1 I • 1 I t .4,-,,t,... 411te;t: / A./...7, .,-14;, .,„ ,,..,v0-.,,,-,-.- -1,%-.E.,.. OA it I :‘ .1111).\11...,z...:4111111111H.,„.....:, I, l`z1._"1-.. ----------4° 0 $ ' . ,,„,,,,, ,..,,,o. ° 1 ‘ i 1 1 1 1 1 woo 100 .C1f4k.‘.. , , ,'N. t 'S‘ •'':*.i..::,e'-':.'s-- - ..• - 1 ,r,... 1 \ 1 111 i wool IWO 1 / (0 ____ .■- •--- 1 \ 11 • % 1 . . ie / 4-1-9•:. ALLE ,,,,F. ‘ 1 III 'N.',-- ::,e- / it,---4-c-k-s- ,i , k 1 1 / 1 0 4, 9.69 Al7LE ',4, C)'---i--._..__. V 4* 1 i \ % 0 10 / \...d -14‘ / // / / / 1/1/ 44, s% .00011 1 1 ., . .....• ,1111 .--12' ' I , . tp rir IF , , , , ,.4 ,-.„ 0 , 1 1 1 1 1 t \t\\i 1 1 1 1 1 1 5.- • 1 1 ■ I „ I 1 , 1 ...... wit Wm Ws .0.. fli ril 1111111 1 HIGH POINT ELEV = 367.99 PROre‘a'/ HIGH POINT STA = 5+69.40 & <<;c4G 1 N e PVI STA = 5+45 aei 74* • 376 P VI ELEV = 370.47 _ ........... 76 • e;"0 A.D. = -14.82 c • e 9 er rV• S 0C• 0 , ' \r .• . 0.-. A A 6> , N 0 1--- a N VALID THROUGH 12-31-05 372 _ PVI STA = 4-4---100 .4:1 N * • PVI ELEV = 356.23 11 11 11 II ...................■•■•■• A.D. = 5.82 (...) > A I--- > > ul > ui g070.08. a. Li_I ,e • Q. LL.1.....1 .....• ..- - '... 368 ...._ _ _ _ 368 \ ...... \ ...--- N y--, ....._ __, ...... ....._ , \ , / \ CANTERBURY to o) 10 N LO (0 PROPOSED \ N-t- c+Ni - 0 00 CL GRADE , Lo to rn .4- to N 364W Il - , 364 ii II il 0 , , CREST (., > F- > •-... Q. Li LA.1 do ,.., ■ EXISTING till , 1CL GRADE 360 PVI STA = 1+54 , c). ,- PVI STA = 10+17.69 , * ........*, .........ir ........"'.....'.. ****** 360• PVI ELEV = 346.39 I PVI ELEV = 346.84 EXISTING / -. A.D. = -3.94 rat- A.D. = 3.00 CL GRADE-\ ...... ._.... ___ ._.- ........ PVI STA = 1+24 K = 9.15 _, - .....- ....- ,.... ,.., PVI ELEV = 344.01 36' V.C. ...-- , Li-0 / -070d " ....- ..- ....- \ 356 A.D. = 4.94 __ , ..-- ...-- ---- ---i , / _ \ • - or 356 \ \ ,.....--..... \ II Ii (:).) .4- + '4- t ALLEY C a_ a) (c4 to (D N \."'"" \ o o ao+ n a) o II + 4 N N st , , II >--° '4- + . - -- II I!\ >.- l N \ PLAN & PROFILE 352 co to ................. ..d ......... -7.3 •1"--------1-- mi------3 '11-re) 352 ,,, II II 0/•*"-- ILI _I rti v.- (0 6(.0 d -1 --I 't + • 0 ....,_--'' \ CL -J-I a_ i' 11 0) 03 .._3 < in ,-- K) > -- 5 I.J \ a) . < 0 •• II in,r Cl. cil a_ w \ • 0)› 92 0 > 00 • 1-1-1 Y II 1\ + 4-LLI , 0 __I < 0 _ _ 348 • 0 LLI w > 17) ÷ /X Eli , .,-- _,,_ - - 348 + - / m Ed . , N I Li at.-4,- \ ,... / C edd, I II% A c tell° 344 _ ...... AlmIlIVI r _____ ............ ................__ 344 . ...A_e.,% .01'-' N N . N th . 340 _ _. 340 ......■■•••••■■•■•• PROJECT NO.: 328-024 TYPE: CONSTRUCTION 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5 DATE: 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 1.1■....m....... .m. ALLEY C PROFILE SCALE SCALE: HOR Z. 1"=40', VERT. 1 "=4' (i? 40 0 20 40 80 1 IN = 40 FT 1 3 N:\proj\328-024\dwg\ENGINEERING\32824STPP-C.dwg - SHEET: P&P Apr it 2005 - 9:08am jlo ____________ ,•a+•" _x .._ ➢ 9.t . "r,. ;' 'i' ,.. o-.'. ."..- e,a....,': ..,` e S .M vCr,R .. ..' .. <... >..,.,.._..•. . ....3a A.�... •e.<...111 :, -..s,s a,. <d���'<, ..t. n» .spa n: ,,. �. ...a..:> _ r:.,M..yc...sr..-, .,...,.;aa 4`m�.e ,.. `A ,...... ._ .. ., to if LEGEND ' STORM NOTES: �} a<<. . , ` ss> PROPOSED SANITARY SEWER ALL STORM LATERALS TO BE 6 ccl -�--M-°+� SS ----�----• EX SANITARY SEWER 15•INFLOW UNE © :„: ', .',,, c - PER PLAN - PVC D-3034 AT A MINIMUM GRADE 1 __ .. .:� '' ' :Y., b> Y + PROPOSED WATER LINE S,f N d % OF 2% UNLESS OTHERWISE NOTED. : :A o• 0 WYE FITTINGS TO BE USED TO '' `_.'' - EX WATER LINE CONNECT TO MAINLINE. Yr; MANHOLE ACCESS "s� SD> PROPOSED STORM LINE FRAME AND COVER FROM ABOVE �` 'r= SET IN MORTAR `.� e'%° SEE STD. CITY Vi sL q� �� F TRENCH BACKFILL FOR ALL f}" , - S EX STORM LINE RIM ELEV 320.95 #,,,• '' •• UTILITIES SHALL BE WITH 3/4"-0" 'r= -z PROPOSED SANITARY MANHOLE F ikEI �, -;� k ROCK, COMPACTED TO 95% T-99.'.; 1 a� -'a PLAN J EX SANITARY MANHOLE 24•MAX r••s>ro.n.e+rn.ss�. 0 3, AI FJ.. lC.a►fll. .`� ''''''y�lW .r• ,t. 14T�'3-1"-,14 Ian' S. s3 1 4 £. , , ,, ;' k Y-r s : : ' ,:: ,_.., t, 0 PROPOSED SANITARY CLEANOUT e ANN. `.. / dfi �; EX SANITARY CLEANOUT PLAZA WEST SUITE 230 GAM CHAIN 2001 CAPACITY • ",Mr 15•MIN. GATE IS DOWN 2 / !. • PROPOSED STORM MANHOLE +z 9600 SW OAK SLACK WHEN m,„ ti:` EX STORM MANHOLE 14111111 15•INV IN 1/2•BOLT Ili �- 12'f OVERFLOW IE 313.70 _� PORTLAND,OR 97223 (STAINLESS I ELEV 316.35 / ■ PROPOSED CATCH BASIN Imo 585 2'f ORIFICE.ELEV 315.00 15•PVC 12' .i� 5'0 ORIFICE,ELEV 313.60 / ., 1�.J EX CATCH BASIN 0 t TEL 503-452-8003 _ FABRICATED 5000 WALL HDPE �',- CROSS FER ASTM D-1248 SDR 26 �` / PROPOSED FIRE HYDRANT v FAX 503-452-8043 r � �_ . / �, TURNOUT ' 309. a 1. / EX FIRE HYDRANT www.alpha-eng.com GATE RE u 3D ► ,.-.. °° 1 I I II PROPOSED WATER METER: TO BE WATER- 3•_r.. m. 4 ,1. 12 PVC / \ - a TIGHT IN PLACE. I 4 .wb. ;;.,:r / �` � EX WATER METER y i g. , tr FLEXIBLE COUPLING / j ; (� �" .' °ti.: y.. �., it 60'MIN. �� *. NON SHRINK GROUT ` t ''}' n %' .,:t."-- a • J °� t t REVISIONS 6-u N. (YPICAL) ‘, t., k `' Q; STM C.Q. #14 M) "' N r, PROPOSED WATER VALVE SUMP IE 1 / ./CP , - N < F4 el 5•MIN. 3oe•5 , . RIM - 325.56 ;,; b M ,,;� fw EX WATER VALVE NO. DATE• GRANULAR \A' Q INV N -' t.. COMPACTED / 'r I b Ii e•MIL •„ .t•'. . • .. MATERIAL `� tp • 22'' H-BEND c•44-.1 N ,.320.25 N w N w �' s PROPOSED THRUST BLOCK ,, t'••'4'" s••t .• RESTRICTOR PLATE (FOR ..� �; :t3 i•:..?"C�II ... . Ri::`. .� • FLOW CONTROL ONLY} t � .`' RIM = 322.32 0 _„, L C.B. 15.• STM C.O. #16 `"'M . STM C.O. ;17 Iv ORIFICE DUL_ 5.75• / ` ,,� T _ = = 332.85 :, -4 EX THRUST BLOCK r MIN. SECTION A-A IE_ 309• , INV = 316.67 RIM -- 328.25 1 RIM -- 329.13' RIM gin' N.T.S. _., sog STM 0. 12 30 DEEP � INV = 323. " z $2 INV = 327.54 .� �,? ♦ _,' . rT• ..1.. _ 'Y'..�_."�"'f'Y-• . •�• _ A: . . . ."+` •.• ..`,*��<',r� B 4S^".•.,�`, .r. , Y , •Sa.�� iYc 5 , C 4 FLOW CONTROL 2004 �, • •` ..� - -c-r4 •`iaY.-4 ;,;- ,'•: •r' •-. . e.t :�+: '.. !s .+ ."�•�'.71173.r 7lyit .*'''''• .' 7:: ,.r p a.., f E y �A " 2 H-BEND ND 1 f'=`Tyr• .-r..*,,�- '..'"t 1.....z...., 7r1 �•,,- ;.ti~! _tJS Lit+fit f` ~-P� "•�'}, •.tr`!w+rt .a .,irr•s.•! .3 s- . '• lr` •..+Y,y � - - r � ,a MANHOLE 01D / pp, RIM _ 321.36 -,•�r. ,---; _-90.00 LF 12 30 4<14.97%-' .-..'BM OO4 12".`3034.40 3.97% ` �'.-93.79 5F 12" 3034 0 .97%� ._._ 4. ' INV = 315.90 ` '' - ■■ J -�-- \ �� (.J�.s A✓ i�`•• ��i.• ` .•M� �,«--...........................,.,.1.1' .. ._,-......... �, .a... ��.•`, ��..#dL,........ic` ........w..,..*�'# ....«.. ,...+..,..........°.,r: ,...-..•....w �'P •...........,..:-..,.-.....„ ,i(.,.......-.,.•_ .r,...le // :><: 12--4 ' H QS : ./ > +;., 7,,'/ 0,te - INV -- 321.40 ti ; NO MO / . i Y�a ' QS : U)N (n M(nP'' t ,111‘..)1\p/ \ �``� �a'; LYNCH C.B. #18 N / ._ ''+I� `� r,�' RIM 328.95.., .Z_141-1 �;'�' ,,,", ,..4.'. � 4.:4 :0:....191, . � \ I 30" DEEP ,'� i�t �■�tt LYNCH C.=. ;10`. = STM C.O. 11 STM C.O. ;19 .:-°•1.:�-� 1 „ / RIM � 319.48 `�/„.„,/ .,o� ♦ ~ .- ! 4 WAl�L DI�AlN 0 as �:i .: / RIM = 319.99 RIM = 331.16 .:, 1 P�/ , 30 DEEP=. �, �• •!h 2% WITH BACKFLOW ��g ateo'ff �, �,/ INV = 314.32 INV = 324.75f PREVENTER / STORM \\DETENTION ri �► .•. 3 \ O STRUCTURE 8 ,s. *: /4, \\ p' �' U U U 7 FE \\\ �,.�:`� » M C.O. #2 # s ,'OtP O 0596 � ' \3f= ! Q B #1 (GG-2) �,,, 5 ' �9 �Y- . :. r STM C.Q. #20 -'co "'r. h c�`>, �, �� / INV = 305.70 r '" :•',• `\, s L4'�. 45' H-BEND "' SP A I , 45' H-BEND °• N _ �, �.\' ST. STA. 3+62.00, 17.00 LTA ,� a ;� , / o r7 o I e i:# ■ A A�� 4. j /,$)%. STM C.O. #9 INV = 336.00 ' •RIM = 343. �''d' 27 �'d` STM C.O. 28 - ,` STM C.O30 GRATE EL. = 307.56 - . / 4" WALL DRAIN► .1t �o•; � ', N ; ° , , 65. . M C. # •T s :. �� , . . .' INV .= 337.25; +� a RIM °. a RIM = 352 30_© II ■� RIM = 3/ 0 2% MIN. �, : = 4 = • •w w w' ,' �' N- = 43.79 N- N .64 ,_4 12 INV OUT {SW} = 304.75 / _0 r : . ; ` \ ` , ':,} N 1 N Ilk 7V ldtii.• «. .+'I 1-'. d"�•" ,,,,,}j :t •j -•-- - .,...4ttl•�V:. •"•:'•t ri` •'• • I[ r +'"'i.i. "'yr \ A I\• ' r Y., i.V. h ati�" °:` r`�':�Y , . a',Ys� :.�I• tf."`7.y .� N .♦ .. .y--?�r •••�'�':1 w V , I•• .s .,• ,��� .•, s• ,•• „« r '�••+ :. •�� ..••;�� a .•'► ... >,,;' y'Ie � 4,' ' / *� F� S .�. f, �, ,�• \\ \\ u��S>, .� VC- 'y �,� % �_��. _ _..._. �_ .. . ...� ,, _,..�-._.. . ..ALLEY C -66.118 LF 12" 3034 },t .._. , ._.. �(� / // w.: �� !�� % ,,f,,,:,....,t �•` 1 .r ``�,�/ \w` ~\\ �� \ •1.• h(1<- y • < r7J... .. • C „i �. wYri I to • -, j Y q� p �/ / // T t Q• /`3 �S�C. ,:..r.'."?'w H B 2 r ` +'.•"y a . \\ ���ky 3a3 4 ti o• , :; e \ ho LYNCH C B. X29 0 ?► ,� . : \\ r+ STM C.O. ; 21 �' RIM = 344.62 -,. .� . .,, , RIM = 354.18 -, , \ .. .-°` ` l� it �, o b. �r�� = • • sN 4• t F i , --� q ° IM 4 • 34 DEEP STM MH #1 ,�.� � ° ti .� . "� S FL CONTROL MH #7 >' INV = ' . , 0 DEEP �.1 CONSTRUCT OVER EXISTING LINE `� ~ ' r � 339.52: f • C.O. a c,i a a CANTERBURY \,� o � , �;, ;;,' r. �,4,, 60 MANHOLE PER DETAIL THIS A• f. , TM 2• 0•r' cn�- \ `'� RIM - 308.00 .• •s =' ' '. `\ . . ' ,' 45 H--BEND " _ 10. .,, ,.Y,• 1 • / ,•-, SHEET AND CWS DRAWING 010 ON �` ;o II ca II •.: 12 INV IN (E) - 304.60 7 s 034 ® 1. s-�. s?� . h`. <, \ f 345.84 .w 1 - I .w I " �. %.*.• /�'� ,� i� �'•\ DETAIL SHEETS \\ k , , \ \ RIM = M- KS- ,_' '� EX 12 INV IN (SE) = 304.70 12 X 6 WYE -',1,,,.. o ® �° �, \ RIM = 320.95 <9N" *' � ' ��t•'o• \,� INV = 340 68 �- •- " INV T NW = INV = 306.20 o .'�,��► ,- ,° O• \ _ •p, >'.. , \ ::. t EX 12 OUT { } 304 40 �:. F, \, 1 INV IN NE - 313.70 F ..,�s> ,,� . s \ L--- ., CREST lr te ' ._' i.` /, ' it \\ ``004► 2" INV OUT NW = 310. ..4 ‘\ �'�3Rs'� .` ,�'`�' \� • a , " „... 8' X 16 PRECAST STORMFILTER #4 s•< ''�19 -7 12" INV OUT SW = 30 ft t \\ Q ( ''F, I�'Ill* it' \\ -,•-.•.; RIM = 321.00 , ` �/t.) t # ' . \ t ' ' 6" INV IN (SE) = 308.60 �, s >�• k % ,, o i i '� `• 6 INV OUT {NW} = 306.30 `� `, : , ,,�'� ' Z- .--,/ ,. a. '�, 3 40 va�r J `:` • xr S 4 WALL DRAIN \ <``' ., : ' '` t j: STM C.O. #22 iii=0;:.031.0_13.4t9.110\ �3 1 2% MIN `s'"ge , �..• +- RIM - 347.73 i ' \ i , r i 1' ; ; / ,,* \. {, ,��,'' _ , ' r cn ,�MM 7 STM C.O. ;38 i STM 5 x� ,� o,P Cyr, .r +, /� INV - 339.99 ..a STM C.Q. 37 -� �\\ ,s ,� s3` , ■ RIM - 364.12 ' .� p•. RIM = 367.80 ,�48 MANHOLE PER CWS "' _INV - 362 49 DRAWING 010 ON DETAIL SHE \ d �" ` r '`' = ; LYNCH C.B. ` INV - 358.53 '\ STM C.O. #23 - i 1 cp /. :4.83'�� �RIM - 320.95 `�., \`\ RIM - 346.30 ',. ;�}� CH •B. ;31 n RIM = 358.53 _'s,�.p '� w ,�.. 12» 3034 - _ ' �.. .12 INV IN NE = 308.90 'So �, „ - cn ► '�, _ �-�„ �_._ ,�. �. - ,{ } RIM - 347.15 ► © '"'�- cr 30 DEEP ...,. - . ., 82•t36" 2-45'H-BENDS � ' �� 0 r • . . .:A a , ,_ iTORM 6 "INV OUT {NW} _308.70 ,,: .,.. INV - 340 35 �°` 30' DEEP cn TM C.Q 4 ,; '�`"`,,.�`, 4.53 ,�,,_ ,$ y �.� "�12 INV OUT {SW) - 309.20 • ,, Is :. . •.,, r ;,VV.. ._., . _. DRAIN�..: •8� STM O. ;:1,...,4., RIM .52 �' , `: �`.'C' N �W ___. $o.00 , �� .:;. ' m c'� ' ' �. r" r '4;_ � ,, �, ��, RIM - 351. �`' • INV = 351.20 :,,�• .• w»•r .. ,«.. = °. ---� _ i i.$'' sv `�.. , 'gyp •'_ ...,,' '�° , '?+ .,',: '�d 11Y4'H-BEN �, :. �..-� .t`'� „... ;;Y -� �` o. = N'�' ' • wf i. \., w.•4,�' O. b\` ] 4.. = #:sue•'*`. 1 • M ,.....<...r^'�.r,• ,',.:' '# I LA , W t �t \ \ -� _ �.. �j INV = 346. . z 4.a �_� �; r 0)- , _ PLAN �i ) -- ��� A • .y�, �` �r�;.a`, :y,+�',5i .:f'r..`.;.••',K`#s .w.' i L» "�V., "'"r. • .53.` -' «-- :. w • .. t °t \ C .. Oks illi ,15 LF 1 034 ('� "��� STM 36 ?Ay) t .f 4" WATER VAULT - `.. .., .. .., "" *, 0 4.83% ; . -- 0.1 ' DRAIN 2% INSTALL x; LYNCH C.�. #24 �P .�.._.. .. . u• , RIM 36 2 " 1, --- \ )4, ,• RIM = 344 02 �.� w..-..�_._ _ ; `INV = 354 67 ; RODENT SCREEN ON ;,. ,. ., ,�� �.__•w_.�. ...,.,h , °' J4,74 10111 <� ` �,� L y 30 DEEP �. r -'4‘ ..�► 1 :'` ` STM C.4. 9 3 cn o` , �, OUTLET ,ti \ :.� 1Qf�� ,�' RIM = 349.57 iw ' "' t r ; ti�'/ , ``•:' �r �`' 'I 4 45' H-BEND 1� I a •. j� �..,. INV = 344.30,,,_ Sr4P4 0 r- ti s � • y .. . ,.,. ... r .r.■ r r ...r r . •0 r irk r 1. ... r.r a..»..i r r...r.r w � �h ■ ...MOWN. ��...r-�� �� �� .0 ..r�rrr ��OM.;'' 'el., PROJECT NO.: 328-024 ``,,� TYPE: CONSTRUCTION ''� DATE: SCALE ``\, 40 0 20 40 80 ``' . \,. • i' 1 IN = 40 FT 1 4. N:\proj\328-024\dwg\ENGINEERING\32824STRM.dwg - SHEET: 22x34 Apr 11, 2005 - 9:20am jio . . ......, • ,,w,., ,:d4.24W;s1fr.".1614.44,4kal4,41daliketatikb41,V4e,reii4b.ktiaraOht6401,4411*; k g, 4- ti LEGEND ,, r „:. ki ''!', ft -SS>- PROPOSED SANITARY SEWER t: c - ss --- EX SANITARY SEWER 04 - w -------- PROPOSED WATER LINE 4- V •------ w ------ EX WATER LINE -.. , t k -SD>- PROPOSED STORM LINE „ .., e -„4- t., so - EX STORM LINE "j• k•' . - * PROPOSED SANITARY MANHOLE , r•-. ,...,, :,- ,, (S) EX SANITARY MANHOLE kF -:: . ';: 0 PROPOSED SANITARY CLEANOUT t EX SANITARY CLEANOUT , PLAZA WEST SUITE 230 4 ,, ,l PROPOSED STORM MANHOLE 9600 SW OAK , e, tP. sa EX S OPOSETORM MANHOLE „. k,, „., ,,.,„ PORTLAND,OR 97223 .,, t.,• at PRD CATCH BASIN ,, T / 6 • ., •I''', :-' D EX CATCH BASIN - TEL 503-452-8003,, ,,- 'I , FAX 503-452-8043 ,,„ * PROPOSED FIRE HYDRANT ,,, / .';i , "A' AtrA) EX FIRE HYDRANT ,- ,,,, vvww.alpha-eng.com c•: It 6 PROPOSED WATER METER , • :,,i „ e, toomormimmoommai / .. 1 w EX WATER METER v r, REVISIONS . 0 PROPOSED WATER VALVE / 0 111,1W 11111 I ri ,:i/ EX WATER VALVE i; NO. DATE / 410‘ i- 1-- -,,, . 5 5 p; 4 PROPOSED THRUST BLOCK 0 ■• Iii r , ' 4 '..11 -- ZVI aC176 / 0 \ , ..,, .,.. 0 .. EX THRUST BLOCK ill / ‘ ...ca \ \ co ut ; ■ * .0. ' Tik IP 0 j Z ~ ..›- <'6 cn • CO 11 4 <e- 0(NI , N - 1. N .1i v., t:r .+ ., 4 / \ t3 it b trl iv ti) ** • - . 0 b in A,.,„Tx"!,,Pm •,• "tiaviitp row*, ,.1,9 P,tre •-A,:,514,,,`,..,iii• Pkrf,r1"` " 1 1.•... I / o til* 111i SAN C.O. G r--illi , ... 1.... ii . . . / 11, ‘ ....7 \ LAI. \ - 1 , illi RIM=322.41 " (.4.- RIM=325.62 T n n tti , SAN C.O. 'Fr "*L'-,J SAN C.O. i k, - csi IAA SAN C.O. i1 ' 1 .,..yasAliiimi,',.4,.-'.',. ,.,.' -,- ,,, '..14,1i,h,,,44‘011,444c.,,,w,,,,.".,,,,,,a,,,, ,, ,,,e4iii•ctiktiligii,,,, , ' / \ 7 \N ii,22. H-BEND T r , ft'k , i SAN C.O. "F" ' ,,,,.4. lE=31 8.50 ; . IREI.M=3,232.2.90.71 1 rE32353.26:376 / , -1M=321.46 * - -... ..:tx lE=31 4.93 1 , i.......... „„„,„,„,,„,,,,,,,„,,,,,,,,,...,,, . .,..,,,,•,,,'fr.4-7-F.74---:„...,..-r-cr. .;----,,,,L.„--,,,-. . ‘ -..:• .;:,•i 4'.1-4=P-..., .114 .,..,:-. /6) 4* 22V H-BEND \ \ :;','A .-AIV'''.'. ...'41144'elrm"56119-6)1411111°Wml"... -`, '''''''';-1":‘;'';'14'. .'s 7•Tarandlik-%6 ' ir! Ai:4: .."' s r . t Mr • ':: SANITARY NOTES 1,,, . . R., *-- Y . <<% , 'Y' I, 1 / / x \ •...ift / 0.2, ° lE=314.20 < N.. ci. s 1 ,, •V / %31'? ° ...% .. : FA'. * --- ' --- ' ':4-.''--------zY,'---r; 1 ar10911.tir 1144 A - ''7 a ALL SANITARY LATERALS TO BE 6" ,.,7.- . ..,„:„.,,, ,;, ,... / . \ . 0;14, .2:11:1 / ci .., A. ---- ,,,-- 'f ••;•,• - ; c‘t 4,„ PVC D-3034 PIPE AT A MINIMUM • --°, i -ALLEY- , , -f). ; F 4.:. ' co-- 2-45* H-BENDS , -; , :, GRADE OF 2% UNLESS OTHERWISE ,ti, I . / . r - & - ,.... . INV = 319.8' I ;:MIIIIIIT....., MI I.,... 111111M6 AZ rilin1"1"111.1" ' 1 1 i, NOTED. WYE FITTINGS TO BE USED rq ,4 / # , / \ , e, ,,,-- ,-, .7 ,... „ , . . . ., / , . '*• V4V = .... r... -rn 5 g- = .. _ = .. 1 .. ., t.:= 5 ....,... .....:.: .,7221minrirow. .......... i 5 -0 ..., . .., „, ' „ TO CONNECT TO MAINLINE. , k= '-, 4, = i ® / Z 7,, 1 CA i I 'A 0 la iii .,-, <re) <w / i9 ‘i',.'i TRENCH BACKFILL FOR ALL en • r, ,z cv UTILITIES SHALL BE WITH 3/4"-0" .- „. k, I b fv) I '* 3 .•' .t t 's ,,.' ROCK, COMPACTED TO 95% T-99. 0 PROccso oi it a c•al LI oi ii ,, !.', ..i.: ummosi iminir :,1 / -rfi'2:-' RIM=319.76 / 1. iiii I "Will iiii st arm 01-4:Lim b. km am ,p / IE=31 2.51 IP' •-•4;'- ' / I 1 , . .• / i ''' 44) 111. 1-,, -.---.--,.. ,..., 1 in -.- 1 SAN C.O. "K" w, , ,,,,,,,,,wqm.r.,,,,p',,,,,,,w,,,,,,,,mrm .,,,f4i,.* -.•.3' "rrA'01. 7'"'"f4,%•1,1TI'V.`m4,-''t`' 7Af•-lrir-E i • . / .-....:---. ... . A :."*V.1 / // .':' . ! i ''''' R1M=332.63 • cl- GON e / N. I Z** 1 '...". 1 .: # 1 „..,.. lE=324.00 . / . ., / , / .*/ i 1. . ...,- ,,,, , , ,1/4 446 (C\2' ''' I ); . \ f, I MI Ili al MI MN Mk A / / 7 -"' . ,-/Aity , ..4 // \\ / , ...! , ty \ , "fiiip. ilf 0 . A.: t i 1 . „ -' .. \\,.... / # ,, ....•, SAN C.O. D • / / ..- - RIM=320.35 / - ., / ,,, # %.?. ,,.., 14 lir .... W N. N. il.$‘ '114, # \ . ' 1 Li -I 1.- 5 I- < I- VALID THROUGH 12-31-05 • ...., 5 mil b El NI "\-.,: . ik, ,2,19.41'. IE--31 2.1 5 '941/4k -.1.° '' l'at 4 ((/ . -0 \ / e , . -1,,w 411,1, 45' H-BEND ..' i NV=334.50 . :•.?:: i A '• hil , C.) „ SAN C.O. "U ” Am v) • r. z. <,,, ... „),,, A. a r i 1,-0- - . • . 41111 al II / .,..4 ' \ \ e ‘r V1/41'N‘i.,...;40 ( ,. . , ,..,/, ..::::....i....;.!: ;T:Ne 4, •,,,,. e . # \ . ... 4.I i .....!' I " s' RIM=344.34 CA I SAN C.O. aw"i ..07).; ri, SAN C O. "XII b re) III SAN C.O. "Y" . -.., , , , ....-1 ipli1/4'■ it 74, .:,•:. . ,,- / ...v., - ':'' ...Se Alb.. • \ ,,,D i . ., 1 • b g T r4 RIM=349.14 I • ti ' R1M=352.34 1,..: I i A RIM=355.31 II \ / . \ 1 Nu NI ,, .,/ 1. /1.. ':-):- '- 1::(?' .•' / / ,,.::... 4•411, III \,,, x, \ 40' -,,- o .1. q 45* H-BEND r,.: g a , "i? e- 4, IE=337.16 ez LE=342.03 inme6c4-- aii, lE=345.23 u -;N walla!lE=348.21 1 /ID> . • -;\ 4, , e / 6. X OW ill.inle le if MI i liONIMIIM NM 111111111111114 MO n11.1411111111 1.114411114111.1 i..; /. 1 ..,_ icittrizit.pme4;4441611111111.111/11111111 1111.111e1 EMU - (4 'Co. t'• , .1:-., . ,„ /• \ .0- A :14 7. -- glIMICISMNIMAgatgalatE014--a.........m.-VPIN mrEilaM*"1111VAPIK.'". \ ..-\ ■ , .4.-ci: , .42 , ,., . ■ •, if Pit .• . t. cp ' 47.1" / .440.,„ , , ,.„ .4, ‘ _,..,7 31 LF 8 303 ,... \ kth, 4 -'‘'' 66 . .Ns, . i'd •6`1+ , / /(4.v ... - 0, \ \ N. -Cr'•/ 4, -- •?.: / . 4. .. ,•• -------- --:.--- --1--- , - //',/ \„‘„ / 0 ( ._,-„,- • i:de „ •0 <51x4b ..:s., / . rwinrinirminirr,77,44.._ _;,,rrni ;„rundiviniirim7.4i.y.or*s acasaamsrafrolikl N CANTERBURY „,_ , / , ,,,,,, \ // / / , ..,,.... -''f., ..,-. - / \ ?..,,s,.., --#„..-c.. ,., - Nall1111111111111111 < ss < ma < < ....., -.„‘ , ..,:, , N N. IG \■ # I'S 10,:t.;.'.1- *.. . ,•,„ N/ / P■..- ..* ,' 4 i SAN C.O. "V" ,01 .,... zoilMiessol ilwl. ..'.-11PrisliWimmill ,s, . •// L / .. \ ...y* %• / A \, ve<To 4 1 '41 Ik4i,* 4 9..r , 4,, ,,,,,,,.. 1 r . ..... •,„ ..• ... :.,.. .... ..:.: . ,,,_ , . 4,...„. . ,, ,,,,,A, RIM=345.86 1 .... • .,,,, CREST ... / \ . . .... , ...,..,.. , . ..... 45 H BEND , - ri) _ r•., 7-....: r, = •.. • 4.f*Tai itAlgrnli . -.0\ - f's\ ,..,•, t • z h ,. i. = I a fa is , ,- . • , , - .1,, ,..,,, . \ \ r imr*4 Nillitib... + retillAN C.O. C" le e NN 111* CCA 44 '. . '1/4 • :,# ':,,‘r.,:, . . -,, , n vs Ci)* N fte■** ;^ ti% 4, RIM=321.83 . . . ..,,j, ./ t ..i., ,,,,2, SAN C.O. L 1 e) i -...: 45 H-BENDS . ' '',/-7 ' ' RIM=348.36 , / cp‘ . 4 ' c'" b u .or;w I I b u -ad w ., , •.., '- 'N'''''''.- '-'• . .1-;;'' 4. ` • IE=311.83 INV = 311.35 '4' 'N-4,1/4‘'...'----../:` 9itis,:, .;b1' • A 3 wl, 110, ;.,. „.. tr 4 op Ar4,-.Ira, , , , , ..,,,,4 , ,- z . 4..0- lE=337.78 -0- 40\ ., , 4„, , MI III" alai NM iiii lbw diri as :ir \ •",i ,ss 4 prip 1.i. ,..• EX SAN M NNW' \-. :: c." . -, `PcP 1 ,• , • il 411111r 01111 Oa -1 \ iii■ONEMMNIMINNINIMMINIIIMIIIIIMIIMIN BREAK INTO ' MANHOLE ,i- , Ailiiikk,tiie Ss . , A i., ,,,,-1/4, * . "N ): //' , - ( d . , 1 :•. / <4.1 .-'. 1101 i 1 \ c2 4 h, ,nr 111111 1 \ 1 ,i. ., I 104) , % i •• \ \ NEW 8" INV IN = 11.32 (E) ,,, .,,,al- `41). s• - -,.- , -is -, - ) .1 ' \ . , • OM all t .... 1 t t t t . -- illk .-. \ ‘ REWORK CHANNEL ,,./' \ -ck RIM=321.89 , , \..--N, • r 1110 \ • / :41 / /:t.7 III qi,rt, • *AILS s'f,"- 4■4. ( Silk i TA 4. I, 0 ' 1 111 -13: 11 EX 8" INV IN = 311.2' (SE) /K \•-\-- 2-45 H-BENDS . "..../ ,26, ' v',',.f..--5,y- • Nspili ;,- zi. 44 y k k i (04 ' 1 CP \ EX 8" INV OUT = 311.0* (NW) \-\.,..„,,,I,E.---311.59 . 41 -0, k:.- / • -7 SAN C.O. "M" t 1 0 VI I at ii s:' ill Ft it ' 16; II \ 45' H-BENDS INV = 311.49 4001' \\ . \ i.4, 'V.,14, ' , • ./If 4: !X.: 4, . ,,, ,--: 1F4.- % c' ,.... R_I.M0=.,3.001418c.270.E.348.54 IE=338.20 Oil \ 1 1 1 ..,,, tab. 1 ©. ....„ SAN C.O. "Su r \ RS IA:.3C6.3,771 1•''''' //' I\ • '4:3 1 ii SANITARY ..,..„, \ \ .,.,. \ 4, , , P , .. ,.... : c: , .....6 fa.16, I It 1.11 IIII "R" 70(ii 40.01. RIM=363.97 :..... iti15:356.55 _ -40010 I E=360.55 ,./ itillsori 0 b 1111 SAN C.s. "R \,. *-, SAN C.O. "N" I t 1 A - 11 4 Wii. ,-,,,,,,,.•104 so i, -,..., .,, ,.., ,.., :.:Ai ,.., .,. SEWER ..„.....: „,„ •,..: , kiP, \x,,,-.? ,„.:_. , , 1, \:,•.: .':',, \ 2-451-I-BENDS o' , ,,, 1 .........• k 1011 id . ., ------- ----- . , r * PLAN t ....„. 0. X*Wr 1'4' / / ''s 1 t 0 SAN C.O. "Q", .3"' ...., :•.,,,...• . -). ‘...--- .,... ., ..... ....oll ii 1...„....,,...v.... '.',`"`'- - . •,.• • ____„.• Looms „...t,3 ...) • C. • .**,,. ' -t'i‘ ....---• ,cs,411,,,....rt• I 11," "elm- 1 1 it ek. / 1 ‘", ' 'riiN,,,. ir % I I Tv_Ac.dit:'(s:„:„::)..: -.:}:::::.. : /cr,:,,i)''t I/„..411: / ''..-..-:'s -34'A,„,,,, i S45A'N HC--.:END ... -4 I ,..(.1--,1*,i'-'.. ''' 4 - * ' . -- 4.---------'-. 1.1tE"*"000111.- % # *0 1,,,, 0 Ul \ tt t (A •• 1 w .03. . I , \ .11' ,,,,-.XL j/ /" -, 0 i.:,t 1 -lig , z:,,,,,;:t.; •i- - ,. . ,-.... --....4.1* lE=342.53 -.1.: -,T-,i----fzt. ...--- .5*- 111r" --4- 1 1 ...4 .A. ' . li" -o. I t "41-;t* // , . ‘..4...*.;°' '''.■ ‘,. al. ...4., I 0.1".OP 1:r., ."'„;..:1 I woo 10111 ,--, :, ... ..c. . 'A,- -- - ....,,,,,...1,.,- ...,.....„---- . 1, _ ----- ..,„ OP.. s0 rrt t.3 1 I • 1 I I c ihow, I P3 I \ :\, . -,,, , , AA, // # No DAUM -i.. .. - e - .1 .. - ._ -- - 1 IIII 11- % (.14 .0. I ....:-• 0 ili I ts) I -4100 i 41. ./-.- I - I ut I r \ / \•,,, .1'-- - 7416,91V - ' ' _.....,----- Tr. ,,,,,- I 'A woo iii. \,\ '''',*" '` ! ' 40 / ‘1" ' ' ‘'S-,.'s rIVA-TAIP---- .-;.---."-- , ...•••is) m -:4.- -.7-- I • ID, t i 11 •• 'till \ <4 '% '; '' 4, / \I ' '"`,,,_ ' 4'' ' •, \ III ta) '*" * -'t • W) . 1 1111111" \ \ -V :\"‘ \ \ --'1 /1 / 4%,,.) IP Nib, I SAN C.O. "P" I"woo ..- ,..• 1 ,A b It 1 ''. ' i 4* • 1 t t • \ 410, ',,,' *... .:,.„,-,., / , „ - .....NI 0 A (0 LA 1 I c woo SO -,, 71.-- (:° tili / RIM=351.95 74;3 1 - ..,-7.. x t lit t ti.„till. ‘,\ AY 4) / iri 0 %t t %Pt..).z. 0 10,61, r/ 11Y4` H-BEND (s.' - ' 4 1 ‘ 1110 v,-4,40„ / 4... I IE=344.64 (,)"' A I c .0000 10 \ . I I A \ s \-.,_,' N , bi--- i # t 1511110- \ ,. li IC) . -,- \ 47r.vik',=.1\... - 8T-0102 N4 --- - . \ TYPE: CONSTRUCTION NO.: CONSTRU32C DATE: SCALE 4mom.„...0 0 20 40 80 1 IN = 40 FT 100111iii 21: 1 11011 I 1 5 NApro1\328-024\dwg\ENGINEERING\32824SANS.dwg - SHEET: 22x34 Apr 11, 2005 - 9:52am jio . • i_•,-,-,•:,-':•,---,,14-,••.", ..'•‘.`-:..•---.,•.'1,..',••.'•:4.'• ,•‘,-,`-'•*••-I''t '::,. >,,„4,.,'4,..',1 ..,...>-••••;-••-.. .'.%' ',,-,- '.?•.-,,:-.-,,,;. ,,,c,,,,,::: ,1 , ,,,, LEGEND 4, / ss> PROPOSED SANITARY SEWER . ---- )S EX SANITARY SEWER i., Lt. ,_. .... ..,vag.... ,y / .1 / I ,,t — W — PROPOSED WATER LINE I / :,.,•, - EX WATER LINE I. ',.: ---So> PROPOSED STORM LINE .-; ti 1 1 (t., •-:.; /// i ti, v=;. I ?„, SD EX STORM LINE * PROPOSED SANITARY MANHOLE ',..q- ' ',' I 0) EX SANITARY MANHOLE A' / k I ,,,, 1:: 0 PROPOSED SANITARY CLEANOUT %, / :,,,,i , ,-„, ,;,v EX SANITARY CLEANOUT PLAZA 1AliS T SUITE 230 / . I t.q. • 1 k• 0 PROPOSED STORM MANHOLE '.4: y., :? 9600 SW OAK . I , ti:' 0 EX STORM MANHOLE wit NW -11 ,,ii:: i'',;,' PORTLAND,OR 97223 1/ ‘ 7 , I t, ig PROPOSED CATCH BASIN ... !.,, ‘ , I :,' 0 EX CATCH BASIN ",i-; A TEL 503-4524003 . 4 „;.. '---- ' . ' 1II., ..,,, ,..,11111. „ .. 1,.,, - . 1 0 , ‘ \ ‘ 1 1111 —I .::::1,F, 1.,, i,..0 J. J • PROPOSED FIRE HYDRANT :.; FAX 503-452-8043 t/ • x \ % \ \ I ;.; *I ‘:A.Ii•. , :.i. ,,,, . .1,• ..1 I * , ,:-', • \ Il c. .,.., ...„ , .,.. .. ,,,....,:., ...:! ,,, 3-8" G. i VALVES .: .,,-; :,i,.,-,.:' . ..,:i. • I v -,r). 4,-.,,4 EX FIRE HYDRANT www.aipha-e ng.corn . Vidi \ A di , c.... .z.,., 111* Williip '1". :7,>....7., . ,, L...5 ,,i4b.:1.,;,. c..*4 8." TEE , AND'. : ...,:l. e43i-:.--, . , I ,1, ,i,,,. 12:1 PROPOSED WATER METER / \ ‘ \ ivy,, „ : II. )'$.' 0 EX WATER METER / • /''' 3110, ‘ \ , . / 0., ch . o) . . 4 irl a) I REVISIONS ti PROPOSED WATER VALVE ,. I, .., to tr) , 1-74, , * \ '::?-...-,-.,. ...-1..,:-....7...... .47.?,21.737A,....hr.itivaqi t:47, 2.-",TriT .:-..P.:.:Z5,47;17.17:`,7`;,..,,A7..,"i•Tri.,..,4:-rm. .... , .„x.;:c...,-,77-75-,;._.,„....-rog.:1-...twasmoto -, ,, "lio - 0 A % i „„,,,•.4.:,r.*** - -..,41 .,.......I N....." maRaa,-*2 . •„. %r, .. , •. • • ..:. .-%, ....,-- • a, 3,:ae. , • •*•••4••••-.. -. • • .• . A . r e.f... . I ,,,, R ® 0 EX WATER VALVE , ,,.,i „.i. ,. NO. DATE :...),, .,,,f, :. A \...„ , ..s....,,,- < SS amjIM_0—AL : " , iiii< r < ss_< s., Li 1 v,,,, ... 0 ....i 4, A .„=.,.......j. .„. ,Th It, . J. ,. I It 41 PROPOSED THRUST BLOCK ,. / \ / / / .--..:;., (4... vt .....----,----------<-3 - 5v...- i RI v w " ,,, 1111■111111111■OMMMENIMONill l'.. I t . , '-nA' 41 EX THRUST BLOCK / ..A.-`.,*•"' - .:, II II 1 ii 0, \ , . .,.., . ■51 , .. . .11 ■ \ / 7.•. .....11111111- ''',, - ...., -- - —%W.,4 a i ....... 1 talm. .4 sem - I „ , ',1,„„.„,„,,,,„,,,„„,,,,,, . .,,,,,,, ,.,i..,, • ' •-6*'Avref's,•.k,Z,:leswt,;.Mot 4....k..t.,1.4,6-,,zATWAr,.,-,:• k'''''''' /// / , ' ...,. -..... , / , 0 \ 42?• ,,-;) , / , ..> ,A.•, ..-• / \ j 1 - c4 " 4 • , .4,0) A a` CD gm IN .-.1 STd 2" 1:LOW-OFF E = 1 AL i "..t = -E. 7-41 • 1 .-- 0 , 0,1 . / 4". 4* irA 111 1111 i II 0 I I ill . ( zz, A. 4 O' 1 Iii. -',:i a) :: (/) 1 1 1 1 1 1 / . -, , • ...if VP° !."4/110 2 BENb S ; 1 1 1 I Al 1 , I 1 1 1 i _ op ..-:::F.' c;iiro■ 1 .,. I . i, 4.111,4 \ ...... ..... I / 1...: -..-..., „... 0, - 4111 4, bor km am ami urn his al I 0 4., / „...,- ,.., - ,,:i.,,,,.., .4% / I, - ...,,, .,}. ..... II h P' - STD FIRE HYD'ANT ASSEMBLY SEE STD DWG 542 -,•-•,,,,,,.., `,ir 11111114111 00011111 mah,alib' 45d BE; I 'i; WATER NOTES- / ,, Jz.:-•- ,:,,'' Gc:.. .....- -, / . / 4.-• ,- 44- ":"1:::'•.tb'" csjcin-j—) IA. 1 • :' -.. / N \ \ / \ / X / , . Y / . %,-..,- 0 \\ • 444 ti. .... .4.... "....-- A 1111. MI Ma 0 14, I ig4.4„ 1,i, A ALL WATER SERVICES TO BE 4" --.4 .',.,.' if' • r \ . (i) 11111 NM 11111 13:111. . ,2, 1 4 p 1 ' 0.1 0 • I n C-900 PIPE UNLESS OTHERWISE . 22-4' BEND - - NOTED - / # /// 4,,4 ; "', t 4,11k \ A'•< \ \ \ \\ 4, _ i to ti: I e 10 p::,4,6)--, e, ,„, , , , A i id id I :i(1,20 Ak, TRENCH BACKFILL FOR ALL ;°1 i• PROre 0 1 hi La> ,-,. / • .- ''''' ' N N.\ 4, NI , / Ir.) 4... "4-7\ : -4 ,,,. ,,1•24.-'..; s' /1/14 \ \ \ ,/ Z"'ME AN, , :.:,.. i c...., IN A:. -;7, GATE .7170 •S ::4( ‘".7 :?-7-)P: 0 ‘. M AM 1 ii al 1 ,i, ,i.• 1.0 UTILITIES SHALL BE WITH 3/4n-On ...,4,. G.-els. * 1 -;,, IIII 11 ROCK, COMPACTED •.-.- ■••i. '7.-‘,6- • \ 4410' I... '''' ....': I. u•,i, ..••• ' 01 f... a IIII Fl it . 0 II II. II w \ ,.. „ .. ... -, 4 - gl ITIErl III 0 IN II III III 1 / 04,4i • \ •ff':,"' t:. 4 ..,32, ......_ 441. • ; NA A.-- •:. . ',if., ... ..... - IMMINNIIIIIIIIIIII-• ii A UCENSED PLUMBER REQUIRED FOR ..,, . . di II rs Obi 0 is i inmsonal II .44,„ . ,„:„., di I .4....a_ Lill 1 ,..,„aisMia, s. , . , ,. I it. ..,3,.., *, *- or :...:\ . s , .,,„... 7-',.. ,„„,..,'....•.:- —fr. , e „ ALL PRIVATE WATERUNE ,:;!' .. „ . . I ‘,-.. / 46. 41° 11 \ / t- \ e ,,, ':** i. CON SRTUCTION ,,,-- '" - 09• \,- \-.. , \ \ / \ / / %A.,-414,.. Nr 4 \ N N\ \ I•4:" ,4 :61 1 '-iiik -....,,,,,,,,,,,,,,-.4...i... -4,- a..... ...„. ,,.......„- ...,,..... ,.,„,..„....,... ::,--,...,,•,...;,• i 4.,aol,,,,..,f.-.,,s..,,.,::.:•,,,,,.4, ......• 44..1-,.-tilffgartiett,,,,,„4-r:;,:..rzyr)4 .1,1,4 -A--1,,,. 6) 4-3%*1114 4•••, Ng E • 06 LF, fli C-900 Ear „„ ,, -” ,-,-, , \, w w c: - ..„.„. x , (,, , , , 440,t 4 / . ' 7.. W, i A A . 'f . \ .::.11111 — :': -: VALID THROUGH 12-31-05 • „,,. ., 4- t,,,, -,. ,,-- 1111LITY ? 4 V * ,.. /22 : • mml TS 4441:EY=141— IN / , _ _ .. . . ........< • VAULT* / \ -zc , ‘ ■ \\ , ■ . < 10 , c ... . do, i , . . 'a -*, ,-- / 1. .*:•'• 6)... \ \ ' . / S 4. < SS < SS " 4, 111 7., / , t... / \ iii rm.... oriPriant i A -• . e L.. „ ., , , „, - ....., 69, , Ir .1w * 4410, ... . _ ....., AL STD DWG 542 I ,-.-.-. . ---3 ,..-e, /... .... / , \ 0 -.f ■ '44 - =-- ..,..-= Pt* .... S$ ':•.,-4* 14° • ••.Z.fi .. / 0 0 E. -, .5. hi F.,-- -.4.- hl 7.--- FIRE HYDRANT ASSEMBLY' ...A. . 1..4, 111 ii iii am 1 /6 .,,...,:\ --:\ . # S ' 4411'10, ..• ,,' , it ,,- \ '‘ z...,,,., ••••• ... ,.,- 1. sl--i-,,. ...-..:,:-,'" c-) / / , ..e. 4 / 40410,„ 22-3 BEND -#.1. I '''-:•, --.\,\ 1...frAi. IN STAL• 1" CAR ,* 1,..i..' /(0., ,4„•*t N, II I I I 224 BEND 1,...r• , :,. i.„gr 4lOra, 41Ibt % .... 44; 110; cf,( . \\ .i. 44., ,, 1141"....) \ \ \ ( Z/1\NSEE DE . L 590 litrir,i. '7' A■ s's, . ....... ...... - 1 , ....,,,,,,v 4 ..., „ ..., . c. . , , Imo limil Wm 1111111 am wri wil, imi 1 66 '''::\--> c", ..,„; 4 7 pre \ . .i 4 CANTERBURY \\4' \ i \ x ,,, ,,,e. ,..„ . , , \ Ai* ,, 44*.;4, ://;,/eCiv,„ \-„ \\,, / , I \ i1 i 4,,, VP° •i'i. 1 . alli I SO tx IIII e2 '• \ ",*; --;-,,,*': :: \ # \ i % I . 11., ,,4,,i\ ,, \\ 1111 \ # 6 :,40...,,,„ „ ."Ii •- 011 i ‘ . 111. -!. r-, 1,i, # . SO III) 1 , , 1 .%.--:....' I-k # 41 4 ,„ ..,, so ,ilt , , , 0 :i:t 4 . , ,. O `ia,i.,'"..,,, "it.,.. a.., 4,.? II p. % % % 0..„ 1.- I Allb• \.,P .. I I, Alk III i;./ \ CREST (-ii \:':..,,'-, S lb El- HYDRANT •ASSEMBLY Ire .., IPP7,-- ,,,, .- f ami , , II I° 1 1 _ .,... t 0 :i. \\ SEE i DWG 542 „ ,o& , a, • 1111111 Ili 1 1 1 I Igrl TA 11% TA $.if: / \ \ i;N,,,,, \ • .'..11'. 4') 0111 \ 1 It II Oek %Is \ \T\\•., IRE 1 0 a \ 1 , •'S",:,,, •,t,.. •• 1 0 1141010111- 1 ' ... i , 1 \\Alikii,..,.,,s.:;,...;/:1::4:41111:41,...,„",,),\\\..i-11(4...\/:,,. e.,:x.,:v1.... bv\._.4t.:: HYDRANT „:„.0.&: ■1 t!A )14' \ II ‘ \ • '.. %:\,\f\\\\\„\\41%4 c\f‘2:04;+'\'' :::' ,:\,...t. \.., , \ , ■ 0 \-'t•‘,..-ts \\ 0 \ \ 69 ' i(,. .:., 4 IP' t t 1 \ eli 1111 • 0 .v-0 , \ I 1 . \ \ Ev, . \ N 1 1 ver , -1.....„7/'N 4 At 45' BE D•• \ I I 8z:, TEE AND -.Il■4,7" t ilt -I ,:,..-...-• . VI r: „ % 01-1-:-.,kc,."" ' • • ,,..., 0 .... ........ 111 ,..,.. ... i'llti . .........., . _At)* A, \. ,\'y_ k \ I, ,---A s 01% s ■ kt , t . .„ .,,,,: _____4 •* 1." . ..4...1. 2-8, GATE VALVE •„.'a 4 i - i \ ,..... % 0 ..,-.. - -- _.......--- INSTALL 1"t ARV I \ \ c--- ,...N • s \‘'-i,;\ L'O' . \ \ \ \„ XVI. 4 /*- A 1 i A I .. is3 1 011., ., .-.,,,---- It • ....)_._,,-... ....' \ N' 1 1 0 \ :;7 irp,,,,, .• ...••••••-----"#-- -••••--- 4 lior \ .1/4'. tl \ \ + '-‘, ''',.. 1 /--- 0 . *5... .„.„,_11,.... -:Sr'.......--- -lis' SEE DETAIL1 -90\ L\ 61\ Of, \ • e44‘ # -..' c'r ........,, \ . , ....,.. . a --tr.5''''' •t , .. . V 1 1 1 rili 1 t CONTRACTOR TO LOCATE EXISTING woo I 1 \ \ ‘r110 \\`‘k.:* I -- s Vill . .. ... • tzr-Cu r - '..,, ,z.,,,,,,, - 22-1' !ith DS‘ A — ---,,....,..7:1::.1.-:1111'.1i: 4. siX. IL4C-.?(- -* * NI 01* 1.III° - i 1 \\ I 1 WATERLINE ACROSS PROPERTY. OWNER \ ) b. ..;.3:s % Al -,„.. I.1...,*•1 V , ,....... , ...„ , --.7 r ‘ \ i 1 \ \ I TO PROVIDE 15' WIDE EASEMENT FOR \ \ \ , \,, \\;- ".-'',.. - s. ..„„ , .. - P.- ....1 & *ix:: ,s•- it 111% worgw_i 5,..r ,....q.1,-7-. ;,• -...........7:141000. ss l• .„---001110 ,...... 111 t % I, .4-1 ... 0 t 1 1 11 L WATERLINE PROVIDED THERE ARE NO \ , ,.., 9 '47/ <06i \ .-- '/ 4(-:::: i‘t •' „A ....-: 0001111411 .,-. I ,,kr:: % ,...... ,„„...., dp 74....' ."A I t t I ,001100 11111 't 4. 10,, ,..'1,14 7:::,...4.4', I.'''. '*.*0 ..* C1: * m t 1 1 I 'CO bill 1 5 WATER CONFLICTS N+It. • __,----,.------ ......„---- * ii, 1 ..,.:4 - lit 1 % t '-'-ii.' • I i ios,„\IG1\ T+, \ , , ..,,r..:, ,, 4.:"4 ',/ a /' SS-41. --'-* Nel I II\ 1 UPI° EASEME141-MI volgwo ,.......:..„ Itt 1 1 \ \ 4/1'IP. / iip, N "1/4 : ...-- SD •°•iii \al ------- few.0 * * tit t woo \ \ *00.11,i ...,. . i ..... bog \ \ I CAP EXISTING SERVICE ON BOTH WATER , ,,i,,,,.. , AN- / N ‘./ 1111 0110-1 t 1 ° 1 -- -- * 0 i i 111111 \ It ENDS AND ABANDON IN PLACE \ \ \ ,N.\-•,.. *4,•-,' '-,- N.' \ /I • 1 I 11% A A 1 11110 'te.1) '. / / (:) .....------- ii :41, _. A k c 1 1 \ \ 0,-V- - woo % 11 -11 I \t, N. g 1$ i 1 I PLAN , , / --- -6. 1 11 1 I pi ....., DOUBLE CHECK VALVE '6, ,'-:' • I '4,..: NDS" / a g. 0 t ' \--' -...,, E., . i 1 ASSEMBLY IN 687-WA \ \:." . s ■ " \.k.p,. PP. \4` ''' '''.° \ . 1 % 1011111i1111111 bilk 1 I 1 11.‘ . 0 0. REMOVE EXISTING 1AULT I I VAULT STD DWG 532 ,. -. ‘,„ , \ \.. .-N-,,.. , , 45 :• 4.1te..: ' s ..•,:s. -.- 40 * ..,., • 1 t t t t t t i m C FIRE HYDRANT, • , „ 1 t ' m * I 1 , z > METER AND / I ,s, ‘.., , \ 0,, 8' WET T'41Allok. IP k i EX. 3i TALL 1 I INSTALL 2" STANDARD ' ' 0 \ t 1 0,0•0 ip. -I M VAULTS PIPE RISER 1 73 I BLOWOFF P R -D. DWG NO \ \, .,„ ,,, . ,. , i ___ _ ___ ___ ___ --- --- ___ ___ ___ --- --- --7-.7 --- --- --- --2 ,4 J-- \ ' 4, .. \ .\ -,,,,,,,- ___ ___ ___ ___ ___ _____ _ .... , — ---------. 570 AT END OF 6" LINE ..‹..,,..s________792 -,. 7•::,<,:,-j2.-,===-67.=-_2.7.=::::::,=-G--=======.:::::, 6---;' 21711.,7=7.7 ill---IG -I--------7---1- 1 — — — — — — -----‘ 111.1.1. 1111111 , EX. 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G TYPE: CONSTRUCTION \ ,s, \ -,,, ‘s, \ \ \ th, DATE: SCALE 40 20 40 80 , 1 IN = 40 FT 1 6 NAproi\328-024\dwg\ENGINEERING\32824WATSP.dwg - SHEET: 22x34 Apr 11, 2005 - 9:26am Ito , ' . • - r a.. ;ai�.2�zs...F=sti:ta,�. ,t. ..rz'a:�cSa..:�•,:v' .#SiR� .a,'t�i.:Yr1.' xA:,�:-:Sty,.:Bie ci.i� =;�.yZ«;.:.,a%'�..-.,;. ;5 ,a..x^z,.?:=;..: LEGEND yref YiS ... A EX TREES TO REMAIN ;' . ,: N 41, EX TREES TO BE REMOVED ,. d / -OM 3235 3237 » (1! �' "' EX TREES TO BE REMOVED 12"M 3224 22 FIR 3233 ` I ' Si 2 LE •25"FIR ...... .'w► AS NECESSARY / 3208 18"FIR I ♦ 3129 3145 3156 28"FIR 3223 3225 1,031012311a9 I ;... .1kEI __ 25"FIR == r 0 0 ORANGE CONSTRUCTION 3130 » 22 CEDAR 3155 3206 3236 19 FIR „ 28 CEDAR 18 CEDAR .. .. 4 ; / 30 DOUGLA 14 CEDA 3149 25 CEDAR19 CEDAR ., FENCE / • iiiiFIR 03137 3144 => FIR 3232 17 CEDAR 3201 3199 >, 3068 3069 3131 20 CEDAR 12" DAR 25"FI 322 FiR SEDIMENT FENCE" 3133 312 17 CEDAR WEST SUITE 230 20 FIR 23 FIR 3132 30 D 3128 3 •22'FiR y OUGL 4 CED, n 27 FIR • + 3 31♦ 3067 32 FIR 37"FIR FIR 22"CEDAR ► � w ,,.�►��" 18 CED• • 3197 » » .• }4 ♦ 3063 17"/18"FIR • 3127 313 ` ,143 , 0 '14• • „�.• 3210 3202 3198 •8FIR 1• 116 9600 SW OAK T 21"PINE ' ' CEDA" 19"FIR 3200 19 FIR FIR .,t, �O' '':a, x�. : , ,=,q z" � X 41—, / '�►w ..,.►.r.s. .Y.•. :«,�..►.. .: .- 3205EDAR 27"FIR 3196 3060 (:!) 070 •...............:,...,.►,...........►,....�...►...:.�,,.•... AR3136-•.•.�, 7 CEDAR •18"FIR 1_ 15"CEDAR 3157 3 ,. PORTLAND,OR 97223 3142 3151 25"FIR 27"F{R 18"CEDAR 3193 20 FI /♦ 15"CEDAR j"' 3064 3066„r� 3126 3125 3139 •24 FIR 13"CEDAR ' 22 FIR " 3209 j 3181 23 FIR TEL 503-452-8003 _ 7 FIR 1 059 �,, „ 7 26 FIR 0 •25NFIR17HR �15"CEDARs •DDD W26"FIR 26 FIR 3163 3't� 7 3192 /♦ ..N 14 CEDAR 2 •FIR FAX 503-452-8043 3061 //PINE 1 3183 W25"FIR 3229 / 3058 W16"CEDAR / al • II m iiiiii 1 3180 23"FIR 3194 » VYINW.a! hS-@n .Gt?1Y!0 15"CEDAR 16 CEDAR 26„'�/ ° �'ru 3154 •21"CEDAR 23"FIR 22 F{ g/ t 3. 1 / 3057 / •14"CEDAR / 3076 V� t� ='OUGL * � . 1 FIR 3185 5FIR 38 ♦' t E FI' J 4 ��'�;*: �,, ,>' l W23 FIR 7 1 CEDAR I�r 3 PINE \ - }; 3172 3184 REVISIONS ♦ 3052 ,.» 1 3073 ; 4 .• -� 26"FIR 3179 3230 ♦ �15 CEDAR �' "PINE ODD 33 FIR 6,4 �: x', .p . }'m •, :` 71 24"FIR 20"FIR 3190 21"FiR DATE• 3053 / N J / 11"CEDAR // 8 rj�{ = �` .`:' �:. �' ,; t,5„FIR X173 3178 23 FIR Alik / ,� \ -:.- • .,,.,- '�'' , lb ..N , ' �€�, ,� 4"FIR 24"FIR .3186 188 # ♦ / 'w 075 1:F901,i 3177 I8"FIR• . / -,�r l * 1 FI 3174 •2iUflR 3175 •23'FIR 31,87 3189 054 "' ',.056 «,.�.. �► . ,. ��.a _.,� � � -„-" - r ,,..s°�- .•_ �.r�.- -�.r• t.. ,,. ;»: _ :..t 1 FIR„ ;f •. ,, 'FI R/ „ . 'h. ..!' ^;?tQ r :.:;.,,y' ' SAO. P `.�zi. ;k,,i •. /..••1".w`y'., .� * t., .s 4, •• yv.s 5 CEDAR s3 CEDAR w. : r .� •• � ,.. f, 17 3 27 F{ '=' is / 028 3 55 ,;_,./ ...I- 7»/21” __ 3211 ♦ » „ ,, ,,, •26 DOUCLaALLEY 'A" R. 14 CEDAR 13 CED,• 3030 'to- i .4 3072 �R FIR ..,_ -- 312 3120 „-, 31 3168 24 FIR 3217 10 1/� D Ali a• °f = •' �, --------- DDDD ! y 003 19"/23"/2g ,, . 7»SPRUCE 22 .,�.. •31F1R 3166 `22"F1R 28"FIR I 3032 ,,..,�,, 32 SEQUOIA ♦ ,,` �� 3031 18 �c ' "s DOUGLAS FIR '' 3396 2 .. ,�».. •�' ;D FIR 3216 / > R '... � 26 FIR, 18 FIR R f I4/' AR 9 / !_ UCE 3167/ f : 311: • I 2"t 4/4 30.3`3 „ •DDD -. 3213 / 1 .` "" 1 SPRUCE _ D�µ�3023 / , r 3t `3117 3176 •21723 FIR W25"FIR 16"FIR 17 CEDAR / 4 3► 4 6 SEQU IN n ". 1 •e 1 ii 3176 YFIR 6 AK '- 35"FIR I t 32 6 / 24 20" :� . 3006 ■1 3 1 2-17"/18== 29 FIR i . .. �„�,i 6 CEDAR �,�, #�� 29 SEQU01 A ,... +�... MINIS �� �►.�.�► ,Tt Bi..�:. � I � I_ i ♦ 3022 / t•t T • 11 - �Jt 6 15 CEDAR t� "� r"� 40 rK 32 5 I itkiv" 2:i .,a 3404 *3262 i ' 2 24"FIR oil, .� " 3387 ip '2"CAF " R 4;'l q •�,:.��- 30"FIR „ ` 4»FIR / � 30 5 ,� �'`; � .r; 34 FIR 2ti�•�► f 3403 1 // 13"CEDAR \ ,, s:.;.:•� s-" » ., '" --- - 16 19 3393 24 FIR 30 FI: X264 I // `�\ �' a •007 406 FiR/ 30"FIR % (q _)9 FIR 3267 P L (+r, ,; ' : 8 OAK ". 3 FIR ���►"'" �El / `\ ,4 /' 4; \\ 008 f. 34 FIR DDDD w { ,:,,., .. T 340• T T T 3268 �� �G 1 NE`F, /3 011 w- �." ` � ,. 1 M „ I' 15"30 `:8 392 ! "►.'281 ip // `/� ,, t ;p. , ,` 2 OAK t 30 Fl- 8„FIR 28"FIR 7"FIR 27"FI 74•.-r.. ,/ // 3021 ,, :z.t. \ \o _� 3 05 36 FI�#Z 3389 369 • / 13 NORWAY ` �� 23 DOUGLAS ' 1, NO` FIR .�3 DOU�,LAS 0 " • O „ ..... \ 4� FIR ""` 3009 r�r.• •,�.a " '� 26 FIR 0” ON// SPRUCE - f .�� 7, . ., FIR.. 0 Cn� - 0�./ _ 3 1/ 9 ,,. \, st .. 3011 ■ ■ �► ''� ■ 3. .. I F / �Q�'salt / / 3020 NORWA ;-:�;:.: �,} 44 ; ♦ 23 DO LAS :_„ `r ■ ■ ■ ■ ■ ■ ■ ■ Dt 1 ■ ■ dillh3 70 A AR SPRUCE FIR 14 NORWAY ��N •,'�E> ,��•.,� ,,�' f�► � ., �` .,?� 'r� 1 � � � � � 3 "FIR VALID THROUGH 12--31-05 Ab,SPRUCE , ` ``3 1;�} r ■ ■Mit! � � ■ il�i!!■■i e +• ,.�. 015 . fi' `'t •ins`�'�• •j... ',,,e• .,•.--•��ft. —rte... ' p-' '•'.✓:.r'' "•t.4•.ti:1 •.► L•., ,i♦ y+y . • 4 !'L ).„.. r-.'� ,•f fit ,N r •:,: ,. t 1� \ 18 PRU :°° 24"S ��* . !:•12 `\ 3 x .� ` ■• •� 3271•IV -� ALLEY + •5Pf4E � }.\ , 18 _ / `� ' -"FIR 15"N• - - ._. -.- --- f. ' .. . ( e i L(21P7 P . 111; ............, H +� vyti �� TuR RU.. . �\ . �►• 12 •.,;t�,Y "GR D t,- `�. ,�'' 31 _ 2"SPR CE `�, ` ` 24"FIR SPRU # , ., c.o.. 00 3296/ 1 k Y' /' �, ,-:1 F{R ,..,�.•,.�..� — -- .. 11 .�... 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TAL PRESERVATION .�. �` Y 491 -�•• t t DDD\ c „. 36 1 ,..� • 3�6 il* o -4„-w'-.ii _----- .�• t t t t i t 0 t ''� � ,;� DE DE , + ,� Y 'a. �` . _.- 000 .. ■ 3322 0 '� 1 . t 1 339 .: �► .; ' ORN NTAL ' r- t t i t •31F1R 24"DEAL P LAN a, f t t t t t t ORNAME TAL `, C� R ,,� - y 36,� .�_. t t t t t DDD .,. \\5,7.- ., �� +� 1 .�• ""'""" t i i t 3321 DOOD t' f +�� _ 36"FIR . / v..+► . . / �' NK «•WN t t - • t t t \ A,, t .�..;t��=��3 � '3602 �► _._--'-. •�' t t t �'' t t t � DDDD • 324 'a tf' ^, .,. ,,, ,� » ' t t t t 3323 3,•NORWAY 13 1 CE AR t i t ,�.� 3332 •33flR PRUCE 14 DEAD • � °�`�,`•. \ j � � t t nr t ► t � 3331 DDDD _ .' ,I, .�. t t X 607 t i ORNAMENTA » • • = i i '�'� CHERR t . CEDAR ,.F 38 SEQUOIA \ a • X599 ' t k` 3335 .3238'2'F9IR I• 16 PINE • 1 f i"FIR 1 },, �,, v'�r�P� /15 40, % t DD, D 3330 L,M 35"SEQUOIA 326`025 •35"DEODAR 3608 • 3333 7 FI 410 101" • 3334 \ • 49"GIANT •6O"GIANT "DOUGLAS s •_ •, • • 0 0 o-""" "'- SEQUOIA 3328 DOUGLAS 1 SEQUOIA IR V` _ &OS _--_ _ -- --.y _� __��__ __ •3336 `. 12"SWEET fflill 25"BIRCH V GUM PROJECT NO.: 328-024 TYPE: CONSTRUCTION DATE: SCALE 400204080 1 IN = 40 FT 1 7 N:\,prof\328-024\dwg\ENGINEERING\32824TREE.dwg - SHEET: 22x34 Apr 07, 2005 - 4:54pm jlo SYSTEM , • ,,,,,,,.„ •:_,., ,,,,. ..,,,,„. • , , % DESIGN / . INC.,, • 33 N.W. FIRST AVENUE, SUITE 2 / I PORTLAND, OREGON 97209 .AEI 1 Type B luminaire, (503) 248-0227 FAX 248-0240 I bultdIng-mounted CONTACT: JOHN ROGERS 1 / (Typ.) I ti 1.■......................mm / 1 1 PLAZA WEST SUITE 230 1 i LEGEND 9600 SW OAK in , \ Ola PORTLA.ND,OR 97223 ri (M) 1 / IP ‘ -.,",,, ( • .... _ I I ,, \ 1 I TEL 503-4524003 i \ 1 T TRANSFORMER PAD VAULT ,t'sk-'1 - Iv 4. 4.4.4;g I c-FA*. II •- , , , voi J J N FAX 503-452-8043 Ti -, .,, I ili I / ....., \ \ 1 ■ t OI 4 I '' ------ - " I 1 Z I I 0-• POLE LIGHT - LUMINAIRES AS SHOWN / ....- x - ,-- iv. -- ----- / i. .i, \ i 1 I c t* ‘ / • \ / \ r •.., I www.alpha-eng.com , / 101 IP, ‘ ‘ \ \\ ,lir\ i* 1/11 ...,__e.,-)...._ , 3. t14,,.. .,, ''' ••■#.1,.if ...... ,„,,,, , • '''-!.:k et. . ..• _ " Lp1::...:' , • • s• '`■ r - ‘..._..-- .. 1 \ 4im.w.s, - ,,.....„,/ \ _1/4," %\tilek_ ,...... ,,.. .... ,- Ul .„,..4. -4).t, -- .•-,,:. ! 1 -(11)- BOLLARD, PROVIDE BASE / ./' --- IIP. „,m,„,040 ,.... ...i `. ..--- . , , ....._,............ ...- -.. 111111 Gi LUMINAIRE, WALL-MOUNTED k4,44 //\\‘/ : ., , „... , . ••• I REVISIONS . • :, lili ' 171'..- -1 - , 2\ ,,-' .„ .. ,... ow. A , , . 0.5 footoandte <FC) 1 ti/ t \,/ At IrtX. . 4,7" ‘,„;. \PIP00 4/,"'---i '.- ..og'n,:f..;tt. .-..."'"-:-'41--.,.....tVk't'sr-4,-"t:'3%,.."'-',1=::. 1170.4(1*"%.*..**` .•.'-0.-**--*-7:41:7?'I' 1344.13. 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PK'," 11 II ' j i hiL I ii, / /2 ..____, _. -......, -......."" / e 0 , -..„_. \\ 1 ,.., .-, .-„.4:k, -.'"‘, ' , n- : - . , ' . 1 , AAJ , / / . ,V. 1 /' ....- • A POLE MOUNTED LUMINAIRE, 100 WATT HPS LAMP, e.:. • , :)... , ) t■v, , :,- ) • . ( TYPE 2 DISTRIBUTION WITH HOUSE-SIDE SHIELD. 240 VOLT, HPF, ONE PIECE EXTRUDED ALUMINUM I I' \\ ,. \ , >■• /// , 4 • %..4y ......./ i , d,.. *.s,k , ''' s ,,,e,'„0/._ ,:-. \\/ ,. „.„ \ - s• .,... i ..4 - :- i ' A , +-- ,- , , . .......... Mt_:\ ... r-. ...-. - .. 0 't r 1 ...---...\ IMIL. - 1 „ imeik / f''" ( !IN illie.- r__ . „..• , .., , ..,, ?. tr 4, w.i,. ,- -.‘ ,:., 'a.' - ..• gm nu •. - pm HOUSING, BRONZE FINISH, TEMPERED GLASS LENS. / 441# / . / `, , _ _ . , - ///k 4 •'' \ \ /01,./F ,'"<"`. ,g_ ,, ,.........2 ,- ; . . ;lb, -.,...,--r \., --c ,/ #0' ." , , f.., I 1 A.), 4' '4.- a') „,./.. P , II ,.....„ , \...1 I 1 i L, _I I 1 1 Li I I MOUNT ON A 30' ROUND DIRECT-BURIED ---., / ......„ -.v \ \ ,-- - -r \ /1 1 11.it: -- \ =, FIBERGLASS POLE, BRONZE FINISH. (MOUNTING _ _ A / .,..:: k \ \ • • * .f,,, V."?.-,' , , , , , / i c ni) C to-) 1 crii) - to) ClIii I _ , , \ HEIGHT 25' UNLESS SPECIFIED OTHERWISE.) ..."----s '.. ) #' N.la '...'N, 7-- s re IIII a _ / 4IK--) N111'. s / \i • \ "---- , ;,-; t / \N is. , , .0, 4,4 , ,. 4 -, ., ,, , \ /410' ..,..„1,,,,,sh,• ,s,6,\ ..,..,:::,.,,, ,:',.-„\\'‘ ,..4..'.... 1 ti 4 :, 1 : I. .,,) - \\ 4,,u, ---101, , . -• -, , 1 -... -,-•,, .., , .0, . • t's ilk • 111 -01, it.ik. 1111 .1 ere. 111 I AMERICAN ELECTRIC 53-100S-RN-MT2-R2-FG OR ..--„,,, .1,..... 1 I 1.7. IIII APPROVED SUBSTITUTE. . .... , ' -"' vo,„ /oltik, 1 • ti' ( ''-' 1:' all iti NI IN til._.4 " *V \.., '1- .11.:', .• .4. ,., 0, i * . • ,... \ 3 il 1 11 3.1 ill ill POLE: WHATLEY E4020-07-58 OR APPROVED \., / .;;;;,... .it,...* 411. ..til • .... \ t. ls r." 4..:.,Njill IN Ii 11 a itj I / f. •-,- ' 4, \-1 • 4 \\ . 22: , --4--N .1 il'\ ill -,--- II ------ e,... III 11 III ,,,,.. 'le \ irk • ... SUBSTITUTE. / . .:-,...,-, ,.4, /,.,„, „/ s .0 , (r„ ..... , -,"--., , - 1 , / ; ,z, /-4:;--- 4:1; ..4.:1-4, c., . ..-- , r, \ ., , < ....._, , t z Iv!. , ----- -:::,10:-.,. Atm , nummuroi. ZWIWICAMINII' iLINAINIUrili einliMiTIMININIUMNIMIUWAI' , , --. „„4. .,•..,.:711,:01".. I.:0„,it.....s.(.;te,iii:&r. ...11111111171110.. L'UORAWilli :.,d4..r.,....‘1,,......... '. ,, .4.71V4/„. ...,...p.r.: 1'..1.1. ' I B OUTDOOR WALL LUMINAIRE WITH 75W . / I .,,. „ cot ir.. 1r !v.: \ \ i 1 P"1.1"21.7... \ / i e / ' ./ \ \ . ..„ ' ,i..:,,,i4/.../ , ..„........" .-- ..- 04 , INCANDESCENT LAMP, FINISH AS SELECTED BY ----------..„ --,. . ALLY- "CI' I , i / 1 ,__...._„. , , 1 , , / .NI" >e \........r : .... / I \\ \\ s,,, -41;;' I . d.t. VP° / j •, ,./\ \ 1 0# ' \ \ 7 , ...S ...1.. I / \ ■ ARCHTIECT. - - - \ . . . e' / N ..------, / ) / ... ' 0 / \ A .......„.......... ■ :_...: --- • ., .4 ................, / \ / / 11-::'? / (,, , / N \ 05 rc I PROGRESS P5628 OR APPROVED EQUIVALENT. -----. #, / . / , •-i"," .. ,,, ;041'.‘ --AI f .-_, 1)'-------'.' , i II • \ .. ....,. l I 1 / _. ,..--.. , \ ' / 1 - '!!. i' - . . // iliorp t 4i4 / r . \ ,. .s ..,......s.,.\\ i ,/ ______... • / -..":',T,' .__ /,' VIO■ i .\ /-, "L's A,) Iv, 1017#7:' k, ,.., ., 4, , I .0,,,, * ilNir 4/4 i. ). ... .._. i . 2 4.....,. • . . ..4,0 , I ) 1 C POLE MOUNTED LUMINAIRE, 100 WATT HPS LAMP, -ss'A ---, 4:44 4 , i,r4 \\ 4,,,A, t . A. .I/ 4. ' t•' Q'i/ 4;)/0/III‘ ., / 1 A % ■ r ,„ -,,•..4 f \s., -......-.• , , \ r t* i 4.ilk': ',;‘,.:*> 107 " 46, 4 ( 4 ‘ • ' \ TYPE 2 DISTRIBUTION WITH HOUSE-SIDE SHIELD, ' ) le's„) ASE0/1 / I 7- e. % \ 1111M•11•1111111MINSMMI111■111101111111■1•11111111•111 • .t.z.• / X sN. -- - -• r/ / ,.,..-• Ike . I HPF, ONE PIECE EXTRUDED ALUMINUM HOUSING, \ - -- " -- y / , , / _.- 1 - t- ----i. - ... ye, ._„... . . z..t., (.4 ct0,04)■ Niro w.,.. -, . .._ ,... , i , r„, . ,, ...- •*---- ) // 01# ,,,/ LI *4 i / \ i -Ilb, ..u. 4... ' L illh; -- ..... N g i BRONZE FINISH, TEMPERED GLASS LENS, N \ N\ t -.s.-is. ....., ‘,..., . / %.-4.,. ... , .e. , , ----- A, 5\ ,/ , .0.,. 4,- v <4.; 4. , \ \s, .4, . , -,.; , it ' / \ 1 l -. t \ 1.; /*" ''■ 1---, .--*" N, ....-• \ / -,ti \ CONTRACTOR TO VERIFY VOLTAGE. MOUNT ON A „. , ., dik. . 4,./„.: / \J . , , \.,, , -,r 1-----_____ i -_ i ___-_- \ r e -...:- -- ‘ • N\ , , - . ..... ■ &l,e \ ," i I I \ - ..---. 30' ROUND DIRECT-BURIED FIBERGLASS POLE, ,_..___, t / ' /‘ ! ""i-)! //1/ V \ \ ., \' Tr,k If *i; ......, \ „. k . . - , / i , , . . ,.,,..,,,,. MINN \ // f te. `ft I•* t 11,16 2.-1 r, '-, • 4... , 4,, , , , ,.., , 4 BRONZE FINISH. (MOUNTING HEIGHT 25' UNLESS t , 0°P .. . I 4g I 414 . . ib.„ , c iiiint timit , iii iii.,, „I it. lk,w, own , ,... 1 , ..„ ..........„ -_ t .., .... , \\ \\ / *4,* \ s' \ SPECIFIED OTHERWISE.) . '0,-....■ , \ ...-.•-- \ Or 41.4 ,,,.)., sk 1 CANTERBURY .., ..., \ 0 ,....._„..,„ ,,..........___-, to_ , fyi ,, ,2 •II\ \ • . ( *,:tit,, j't , 'i l.4' • \ . \ \ AMERICAN ELECTRIC 53-100S-RN-17?-R2-FG OR ,' `). /'''`., . . \\\ qAJ1 k' ' 4, -.-. `\ 1 1 ' 4* \ ....„---...:`..,, ,s..... 11MI 111"--:-'w ''''.._.- 1,11.1.1..,...) \ If• ' ( i \ 46,,,, ( rill --\ ; „..4:..„, , ,, , , „. , , 4 • ,, , ....-v. , .) 1 \ APPROVED SUBSTITUTE, . \ t ) .."/ t i ‘ %, • , ,, '40,-',*;* ,• s / ,,,,, \, #y 1111 0 . „ , Ili ,_ N _ 1 -, lid* , \ . .... s .,.. , ) ,-..._....- it,,..;,t, - , Iltois Aiel ...f.; / ip % ‘ 1 I ,.. „,,,,,. ,\ 4e4 ..,,,,,,,,./4 :"..,..,/ / 4 e 1111 '1." 47 IPA t It t, riat '..: % t 1 . .-`0-2;■/_../ / 'A• / ...2.0 0,7 , _ 1 % 1 I GENERAL NOTES W.' /-44 s'** rOillill % U-I I I t I - #0 ---1' ,40100-40 (41 1 N.,...\,"r s--'- t;)( \,/ 4$ •' ' 441117 4,,&10 i \ 1 11111) /1 / % 41* --, . a ilt % 1 7-- \ t 111 ‘36' % 1 ''.".--4' % ZO. r k s iir %• ■ - 14 "------ i ,41,...,*-,, 1 ' 0 .4i t \ i„, i CREST , .......... , . _._ TEA ,Irr N 1 ) 05-cc....................... \ _..------ .. .- -•. • N N 7-- . s '411,,,N i • Ogit.... _n% i t 1,-2,111 1 \ s ..::-, ' % „iii i i 143,1 iri VIA 1 I I 1, A DASHED LINE ( -- . ...- / . \ 7.--. \ '\.) 4,1.4') IV i \ % ‘ It \ i , ,, , - , 1 (--•-ja } l ,,- r''''''' / . / d .\,,,.,, ...._ '■,... 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I (.. vs I' I t "' 0 ,1 III.4.1`,4 ct.:-.-' . , iota / ....,ii 1111111Litt, '''' '. -*" 11111111-111111-' --....--1----.4- . .. - DATA. t ...-- \ , .11„its Oka 0 io:101:10). -Aro ._ ..„...,...- -,,,OhNr* .. k ..." \ .:41. ,. , . 1 ... \ \ \ 141114 i,i0, / t '' 1 / 1 I , TO-) ••••• 1‘t \,,,e -■ ,,, \\ \+xc- 0.*,**.$•1‘ \ 14 N.N \ ,.....•--• \\\ pi •.- \ , _..„....-:3 ‘t,„/ ‘ , t 1 \ Ji3. i ...... 0 ..--tli - tkoi - 2, UNMETERED SERVICE CONTROLLER SHALL BE ,, -- r -.... - , .. 1 , v...__> #,,, , - x.,. . ..... , , ...---pir ,_11. CIRCLE AV CATALOG NO, CUP4111. WITH MANUAL t . A t it fei it \ ,\4.-Aisa, .., .. ,-,:s.,,,, fiZ. N ",' \ 1 / 11 1 111 1 ,____,.., gi ili -.....k 011.11.t:. ;...,.47 ' ‘\ ......„..... ,0 a ‘ \,V;10itl \ .: ).:::‘'N 1 .4, 4 I I 1,9144 ......... 4...,, , 1 . \SIr lal „„--,-- - • -,'' -,,h-t- "*"` \ ...-- ,-'•3 a c',..-- - •, .,-0,--, ..„,,,,,,, --,,,-- ..-----rla , ,,,,,, 10 ON/OFF SWITCH, / 1 \ Vr' °' illi Ili'T, ig r 01 s --- t ( /..,, ,......i.; .......„,....."---`.,4 V, , I 4 vim --- - \,, .....----,-----" --- 1 SINGLE PHOTOCELL INSTALLED ON FIXTURE . 4 ....: iii or, - . . 1 , 4,A:....;..;.. j I ;or i , ., . .. . • iLle.,„( ...,- ‘ 1 .`,, • N. ‘ <,..._ • / 0W. I / f:o. 111 X tits. 4 4.--...:.• 't'`'`:----I , , ilk /*i --'.'m OW*** ..1." I I ‘ I / / \ 4:1-. I ilit I:.1.,... .-411 I CLOSEST TO CONTROLLER CABINET, II --?!.::- 44 -- A ---- .--- 1,,,,„... ,,,, ,.._.... ........" r.r.„, 14•... k-----,' aw 1 .' ..' ... .... 1 I k -.... -7- ' wo," .,...,do .... 1 i % % S 1 & // ,-1,. / / ."'Nik------.`---1111, 1 . k--- ) • 1 0 „VOW, ... . ,' -.*----"*.---''------. 1 0" ''' ... ‘ . 7= A 1 1 1 I \ . '• N, .% Mr& .•• , / --. , ,,,„ _ ,_....--- ...,.z., gi --, -•041114) - -**-..,.1- - - , ) . 111 1-- I ii - I \11111r.•) 4, FUSE HOLDER IN POLE BASE: L-FSE LEB-AA ,..,--...,' / ...,- ,.. .. ' Allow " ''....s.:, S --":14:111111 ' a 11""" " .'' ''' ' it i gr : 41'1,111= " r ■ 410, --.0A...,-x--)f,...-4 - - • ,--- -----v-, ti 4-,-' -A I -A- t I 1 '\ 1 I . BOOT: WPB-1 .,..4. ,‘ 0 i -- _ ,,„ ,,,_ 0.5 ,"--""' 14." 4'.i.`' '0 100/ .-'5. , ,,,... i 1 1 i I , i„... -.... :, , - -----_ ,....„-(it. - _______------/ . f ad....; I iil" 1 .:"..,. il,41 % i 1 AV --, FUSE: 250 VOLT MIDGET FLM5 . ......... .,.. 4, ..e.N k/ A., .,, i • ....,,,,, gr, A 0 ,,, - _ \ 1 , 1; I k_iii- 1 I ‘ 1 , , -A- ....„ - , % ,/ t I 1 1 • i 5, PROVIDE AND INSTALL J-BOX AT EVERY POLES LIGHTING , 71._- ........._ .N..._-_ _ ."-_...,..,..._-, - 0 it ",.....7, - ' 1 -j * - ......„..... ... 1 . .50„,..i i 47,,,,,,...- / ' , 1 co. - 0°' ....----w-÷".AVA . '1,. 4 / 4 1 1 111 ,wow _ Ida Will'....." BROOKE #36 WITH A 12' DEEP 3/8" PEA • -e, , , „ / \. „..... , ....._ ----..p.o.0. < -. N., ,., , , L._ opok - 1 , , \ , GRAVEL; LABEL 'CITY OF TIGARD' ON J-BOX t-:10# / / / , - . A s , .21(/ \ \ / 7 4.4..t ::- ---, % .............../„..,_ . / / i / va, x , , 1 1 , % , . / I / \ .44 \ /' e , .„,... .„..... \ * .- -1 -- COVER, PLAN \ , .„4„.. g .., \ ‘ ., -,,..1,.., ____---- . i , \t ■ -;,:i, / / s. ,. 4e) 1 le / t k X \ s , ,„ / 4"\ / N/ \, , ..)1 ,X•' - -1-i- ‘ x . *-,..•s\ - 1_,.....--- \.,:„.....:70001111tro t is..... ......4....,t."100,...) clio‘t44---rri 111*k 11111*Lil t\'' : 001 .......„,riti N N, ....• ' -•,..,,,,,,.-// N ... ■4,, ‘'C *\N f \ ..,.....\,_,... ,. ;.,\ X f• .„,... , ■ \\% \ '• C ' ..\ ' ' I ' , i 4ir ... a i 1 • ,„,., . , \ ,__,- _, \ ....--,.. ,,.44 4 4) ......., 5, ,... ...............am ow............eim...............om mm.............ow.......................■mow ow.............mo am............me............me ow.......■me-.......■am.. \........ ." . , jbt"'• , c;) PROJECT NO.: 328-024 TYPE: CONSTRUCTION • DATE: SCALE ..... .. ■ ■ ■■••••2 40 0 20 40 80 1 IN = 40 FT 1 El3 NAprol\328-024\dwg\ENGINEERING\32824LITE.dwg - SHEET: 22x34 Apr 07, 2005 - 4:56pm jlo �' • 7f yam . tA.. / r I / / , 1 . / / • 1 AEI 1 i .................. • ' PLAZA WEST SUITE 230 / 1 9000 SW OAK ' 11111 T an PORTLAND,OR 97223 s ' .� �� ■y■y 44 1 TEL 503-4524003 / �\ 1, Ilia J _ °a, � J FAX Ia t I 503-452-8043 , , , I: _1 I, I.:,:-.i „.-;/ Vii v�vwW.a p a-eng.ccm C( �YS ps•Qft I t y yQ(1_ W IA ‘114\ i I'M '. in i 1.r 94 L.•: y.¢•�'y a 1 4 r„, ■ , 1 REVISIONS ".ie w:<• . ' 4'' 'f: :,. I �.t -.fi:;• ':a' f6.. -r•. .^►•17.:f.•}r: 'f •."' ,�� (. ..a.•s r>.. 11. a•i.1• .• .0•.. �� '„.'8•.' •.1♦ ...+� f1i�• f'Jr :.:... " . � .N. ' • ' .�+ y� f�•a•� r. 7i;�.a. �1•!•.'.r•t: .!r. 4. INSTALL / .. :y: .. •A t. ^' !.d” • .�, - s. ..•::�c..:-.. ._.•.' ,i iS,y.�:.':i:Zru• -ar�d,a. . .! 'w.�• -. �' ,.. :� -�' }� ALLEY !�A`� PARKING" SIGN DATE / • \ \ / ill ' ..% s. w�. �.� T��- a».��� ar.... _ is; 5 " ::.. , seh s �?lz3m x.... , Ar i r „r, / /// \\ x. , _«j, ! 44' STRIPIN /SI NA+C E NOTES: / :r. �I t j j I I I I q PAINT CURB YELLOW AND MARK , 47.:,,;, t ,,.y 1111 ,� T T T T T -- <. NO PARKING FIRE LANE", AT EACH :,i. : "' 11111 25 FEET. LETTERING SHALL HAVE 4.1 ': (I� -fit "NO A STROKE OF NOT LESS THAN �; � I11., ,:��;`�;., . INSTALL NO E r INSTALL NO �' `. �' `' PARKING" SIGN Q ONE INCH WIDE BY SIX INCHES / \\ ty-. � :j 1 PARKING" SIGN 1 HIGH ,w /i4410(\ , ,T //\ ..e.•••;." ts/ `\ •�i I al T T T . T T :: r z9�'., .+i-r •¢x:; x ,:.' N t. - •3"�" ,'d*§ /t,all / / \. # ' ' , \ / 4 •'• .�.::::, it `...s, ,\ # :,.. .,.. ...'"'" T ■ ■ T T ■ ■ T T ■ 4,.MI 749 N II '-��; .,r \ ...i::' '''''�% ■ v vvv • : .'" ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 7 v /' , t: , "� �� vv -~`:�. 1i1■i■1�I i i•iai i 1 1I1■!TIII INSTALL "NO : C \ / °." .• \ x:•.•4`,tisa.+�•.i .Li. �1.. r�. t. :i.r +3•''.r4::::.. N r.i .xtrt. L•.::.�.+: >�� i •.*•.+. ;)t`:`,$' 3. R N /'� \ ` , .n•.'.,r: Y •a.ry:.:„:„+„ :i t`!•.,•: E.. ,l:: ._ 5.. v.'•.; :1 er•. .+ �s•r•r�. a.: .�fi:T..(�W '•!...: x•:: .. a \ \ / �� v / \ `\ . • •'+' ff '„L. V / .. .. PARKING SIGN: > : `\ \\ \\ . 3 • ALLEY C/ / P r �►.t s _ _ _ _ _ • A A ti\ e ;Y v �_��: vvv `v v ` �� ` ��a VALID — # / • THROUGH 12 31--05(ie / ,,,-, „ / . • #.,::?;'% N ....,. ....„ .ff ,. :,,. . \ 10'..i:.”- r i r _.....-, „1,, ir,„ 1 , ,.. , ..3 / = E. = ..::1.'". = ,a• = 010 '.:.;-:**-4 ' * :‘•\ A. . ' II # 4 ... .:,.- =...= -a. , ..11•• • •Law ` 7•,i s i '•s: lik , '. ` ` ♦ ♦ -,- , . •1 '' }fir >r.:'a , �� � '�'' INSTALL "NO I ♦ :''' ►� I I I I ()PARKING" \ 1 ism— ONNIMIS MI am `` -�.;`- .'' , SIGN .'``i � . 1410P /4 . . \. # foll , 4,,,. ..•, • v I • CANTERBURY .O: \ ii k1p • \ . ,,,, . . A*...-,„:-.;,, .1101111, , .. . , , , ,,.. . \ . ' . .'' ,. \\ . \\ 4,- r.I�i�r r till , . ., iiip • flo , r r, ..1�1.1�r rYr•�r� .Y 1 1 .���r��r��r•Yl.�r r�r C RE S Illi T•,...,,,,, il. 4,4 • • 41' NO . i -,,,..k.,„, 4. , s j � ,, I • � • r`\ %q4 / , , ! ,fi \ ' t � � 0 ►_- r t ARKING" SIGN©' ♦ . si 10 111 s \ \\\ �r :-' � „Ap> • �r� ! a ..,.a: . . •' • � ` \ y N STALE N 0 i , * sts '.!)\ \\`\ \ � _ "ARKIN " SIG 0 0 >• 01111----\ i . a I \ Nitk •'Y,'.■••,&\ 40 7:t'..4 \ i • 111LT ti\. \. \\'''(\e\ 'N's \, 4.• ,di'),. ',,y,f,,,,I,, lik \ iI .,..te � . ..\'111•::;:!:, L ,. t ,4r. .,-,,- . 4 . ...„ ___------ Y/ / 111 I i,‘,,:c, \ <401 '1,"...i..,,,i).,,, i lill ...:4. 1111111 - =- t t r =..... 111111 01111 I . STRIPING & .. + - - , , , ,.......... • 1111011w..* 1 _,...,..,. 111S\/ . / ! ! t 1 � '' , , t 1 1 t t 1 ' PL AN 1110 r 7// 40P II• 1111111 • I ,, ... • \ : u INSTALL "N c-,,, S 4/ 1 -:-.;:ki\t„. •©PARKING" SIG `\a 1 1 4 \ f12" r - i r r t r NO 0 PARKING 18" 18" (°"1;) . PROJECT NO.: 328-024 TOW O AWAY FIRE LANE TYPE:. CONSTRUCTION , DATE: V 7' CLEAR ? • CLEAR SPACE SCALE SPACE-TYP. �l/� 40 0 20 40 80 • NO PARKING ZONE SIGN LEGEND 1 IN = 40 FT N:\proj\328-024\dwg\ENGINEERING\32824S1GN.dwg - SHEET: 22x34 Apr 11, 2005 - 9:30am jlo NOT TO SCALE 1 9 • +x. PRE-CAST X." CONICAL PRE-CAST 4,4" CONICAL LOCATE FRAME AND COVER HOLES ( XANITARY HOLES STORM COVER ONLY DETlI�,tom!DRAWING NO. 1�0 OVER LIME OF AT LEAST 3/4" SQUARE 1 2" IN YIADTTrI 1.117#1141401 b• rIII.ETum ,.1�;r`` KNOCKOUTS •!!r4 A A B .,,,..-- __ B O O F1lrf O OD NOFt tttllNc MOW O D 0�� t..., sTJ ►ROIw11GLE ti (61130 D 1_...... MADE IOW MAMMU M 27" FROM .• ,p ,, ,� 4 M �'••" "" ;�' "' k*ffia ST TO TOP OF CASTING STANDARD FRAME AND COVER OR rug► s A1rD conlr�a SEE } o '451,'41/4- 44 t r M t 7��•- •. 14 P L SUITE 230 STD. ORANWD NQ 110-SAJ+tT OR FINISH GRADE ;�► �'" '�+�' .. AN NO. 120 `\•7k.e • ` � 9600 SIN OAK SET FRAME IN NON•SHRINK �•�•� .••••_ r--j O 0 O S •+ ' WA ERVICHT PIPE PLUG 7/B"---'�'Y NOTES: I ®� a ~• :,`�'s /� 1M11H STOPS 1." 1''=..� PORTLAND,OR 97223 al/ Ael 111111111111111111111111•11•11111111111111- t ,I 1-cRADElNcs (2;4. oR :, #, TEL 503-452-8003 i UIREME 3,�4--o E x ii REQUIREMENTS of ASTN C 476. a . + . SECTION B--B ALL POURED IN PLACE CONCRETE SHALL HAVE A 28 DAY r..,.•' �,� . i1.wc'i A+� +� STRENGTH OF 3000 PSI, AND SLUMP OF 2 TO 4". IN w ......... CLEAMOUT FAX 503-452-8043 3. ALL JOINTS SHALL BE SEALED VATH PREFORMED GASKETS • STANDARD ECCENTRIC SANITARY STORM *"w ��� �� '• SUCH AS KENT-SEAL NO. 2. RAM-NECK. OR AN APPROVED . 3r CONE il EQUAL CONFORMING TO FEDERAL SPECFICAT1ON SS-500210. 1� 4. ALL PIPE CONNECTIONS TO MANHOLE SHALL BE 24-3/4" . �- ,} •, a 3'{.. ►( VI4lWW.3lpha-eng.Cam WATERTIGHT. ••• 1 r ■ *i�• 1 B • 5_ PPE CONNECTIONS OF 24" OR GREATER SHALL REQUIRE A > + f `•+`�' MANHOLE AND CHANNEL DETAIL , a 7 �i�fI,r/i*:r1�'.ri'r lflrr�1JJ�/�!wl/1"rr%i'%�//,�� 4 �� 0y, • 6_ PIPE CONNECTIONS OF FOUR OR MORE MAINLINES SHALL STQ DRAWING too "l. - f /, w t,� �p •+ a' SECTION A-A REQUIRE A MANHOLE CONNECTION AND CHANNEL DETAIL. , t MANHOLE SECTION TT 4 4 6 REVISIONS 7. PROVIDE A MINIMUTA OF B" CF INTACT (UNDISTURBED) .oar.'""(VARIABLE 1'-4') �i 9 eta • t MANHOLE WALL BETWEEN PIPE BREAKOUTS AS MEASURED 1 "'111 z 0 y:1• • . r ON THE INSIDE FACE OF 114E MANHOLE. • ` �. / N� 8. BREAKOUT OF WALL FOR PIPE SHALL BE 2" MINIMUM AND 27" ri ix 'a: • . " ,= r DATE 4" MAXIMUM CLEAR OF PIPE WALL. a 25" 1 . . NOTES: , Nil . 9. THIS DETAIL MI TED TO MAXIMUM INTERIOR DROP OF 24' ) I . l + � \a • ti + 1. 3f��ALLEN HEAD BOLTS FOR "•+-3'•MINIMUM N4 4 '�.w •� `. 2 ALLLPERMANAANTSCLEANOUTS r G�--- __.) i 3,. 7 •1d:"• •ya d+3 ' �i TO HAVE BOLT DOWN C4YER5 Aq • r �1 - K I ' 1 +'r.!` r t AREAS. 4 ,. i . ± CLASS 3a. El tt1w18111t 12'LEnCE ;. ■ `�s !*•El ONE REQUIRED `-.-•.-f i - rti: -�; ,- .• •�,,, :q.•.�{,. .. •• .�� r1j`,. MIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIEINIIIIIIIIIIIIIIIIIIIIIIMII t ? 2' MIN. TOR a�' 1' .SLOPE TIP. .r PIPE TO MANHOLE 24-t/z' SMOOTH now a111NNE1L TO Ell SECTION CONC>>iE?E flNCA9ED�/4 11!!all7CAL HDiR OF PMiE ;r P •31" • 3l4. 0077014 OF WYE s 4'�0 A l Ii >- • _ nr.cam. I` ` FOR PLJ><STIC PIPE f if 12" iM OF 44"-e COMPACTED • 1•`,s'...Tv��.••",-$.•:'14.- .i. CONCRETE NOTES:4; _ BASE MATERIAL _'•.:,••••i''.'1.'• '•:' -•••.tix- _ k• • t SUBURBAN TYPE NOT FOR USE IN TRAFFIC AREAS OF COLLECTOR AND ARTERIAL STREETS NOTE: CONCRETE ENCASE ENTIRE WYE SECTION AND 13' BEND IF CONCRETE PIPE DETAIL • r• r : t , ,• 2. COVER AND FRAME SHALL BE GRAY CAST IRON ASTM A-4B CLASS 30. ......?"04 s•S•,::a...• �T :1'sys k 3. COVER AND FRAME TO BE MACHINED TO A TRUE BEARING ALL AROUND. IIIMINNINNINIIIIIIIN 4. NOTCH LID FOR LIFTING HOOK. SUBURBAN AND STANDARD STANDARD CLEANOUT CLEANOUT FRAME STANDARD MANHOLE eanIi r Services AND COVER + e r ' y Se MANHOLE FRAME AND COVER t an V'a ' Sew 32 C3 OW commitment is clew. DRAWING NO. 010 Om Mt 1. DRAWING NO. 110-SA/ST Our eazdmllueut is cleat. DRAWING ND. 150 REVISED DRAWING NO. 160 ITC,'ISCC :2 03 a 7 p-1Q k� SEE STANDARD DRAWING NO. 255 NOTES: �I PLAN! FOR FRAME AND COVER. ONE TWC! A 1. ALL MANHOLE SECTIONS SHALL PROPERTY RECESSED SEVEN N0, 3 BARS ij rn UTILITY e� '•.' ,, •' ' . w "•. ••al* _14 :` BAR 5 BARS A AREA /_ AT5PO.c: CONFORM TO THE REQUIREMENTS NO./ , OF ASTM C-478 AND APPLICABLE i r PROVISIONS OF STD. MANHOLE N NMI■■P:■ 4 • - a , • ,«• ••• •;.. ,•.. '�• DRAWING NO. Ottl •#,r 2. INLET AND OUTLET PIPE NOT TO EXCEED a i► 4' ; .- »�R�lili�l�"i#t ss� • I ?/1f� .a• ,i�"" '" • # • a _- • • •:• .! •• . 3. PROVIDE SPECIAL DETAIL FOR OUTLET FLOW •d samil a ..'~: •. . ,+ s• 'FA* .•+�. INLET -- • I,, � ,.'• 4 •.+_ , '� ., • ;•••. •• - . � •.. ..• . OUTLET CONTROL EKCEEDING 18' DIA.• PIPE SIZE AS SPECIFIED SECURE 2X4 IN PLACE ••, • 111111R1010111181I1t111161DtM1B 101/tR101810iti1�. .:•' .'i a. . CANTERBURY ( I AGAINST PLUG W/ BACKFILL � �, • ••• f ( a•*,• SUMP VOLUME AVAILABLE TO PREVENT PLUG BLOWOFF . .a . r IIIIIII!1IIIII IIIIIIIIIIIIIIII 111111111 MINIMUM MAXIMUM• OR �' ..4: _� . 1I11111I111IiimmIIIIIIIIIIIIIIIIIII�11 e• ' • ;,, 672" M.N.= 84.8 CF 1418.3 CF • •.4•• ••~ ,.- .• � •,r• PLAN 84PRpw DE SPECIAL DETAIL FOR VOLUME CF WOODS • IIIIIIIIII1111 I III1IIIIIIIIIIIII1IIIII1 REQUIREMENTS EXCEEDING 192.3 CF ■ 1 FOR NEW CONSTRUCTION ALL ME SEVER *NO SH>ESTDIDI PIPELINE •. .• F' -• •4•-• .t a '`• uIUIN1uJRia!IIRI*r i! '1UIUIUISImIII$1aI■4'a ,•"•`''f.•:r r} f GGNNECRONS TO S`AND 10-MAINS SMALL BE WHIN FACTORY ' . '•' •'i, ;1. • • • i ;, • .•, •' •-:. FABRICATED.W FTTN EM UNLESS OTHER APPROVED• 2X4 SUMP VOLUME REQUIREMENTS 2. PE A.PVC AS111■•3034 OVIIE POLL •':• 20 CF/!.O CFS OF INFLOW ALL PW 'HATS.OE COLOR CODES T PLAN VIEW RECESSED CURB INLETS A 8Ir94 FOR SANITARY ME SEWN! ■ TO BE REINFORCED t1:, 58.9 CF MINIMUM REQUIRED IIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIMIIIIIMIIIIIIIIWIMIIIIIIINIMMMMIMIIIIIII 111411E RIR S1 PM SIDE RUSES 1 `w ✓ CONCRETE INSTALLED IN ':R.,• 8. CONCRETE AS1M C-14 CL-2 j I ACCORDANCE WITH PLAN A C.DOCILE IRON CLASS-80 8 1-CURB DRAWING NO. 228 YARIEB TO MATCH SEE STU DRAWING NO. 255 REMOVABLE WATERTIGHT CAP ---"� - xJ VE OF HEIGHT: TOTAL LENGTH OF 2X4 MIN q�Rg TYPE FOR FRAME AND COVER. • W PAVEMENT OUTLET FLOW CONTROL L014 A5 SHOWN QN APPI PROVED SET OF PLANS '' Bj r ,l + ,'•,' f• •• ' PLASTIC OR DUCTILE IRON PIPE "T'• I HEIGHT MARKINGS TO FACE STREET a '•4 • ,+ .".... �a. •;a.• ,- 4•• ;� �* �, OR APPROVED EQUAL OF GROUND-• MAGNETIC-+�- • •• '+ • . •. • • «. ' FLOW, 2 FT ' FL+W ly 2X4 COLOR CODE SURFACE SURFACE TAPE rf • 1- • .J ; e - t t/0• NO. 5 BAR INLET OUTLET LOT# (GREEN-SANITARY) _� ,* `r :rte. •••_•- WEEP a,' i MI (WHITE-STORM) j� ' ; _ HOLES r ib ►c e,[ �~ " OF PAVEMENT .•/ 2{1 / �A .■�*/ b` t1z •• •- 138'AdIN. STD .�.- �+ .111 LABEL MAGNETIC TAPE WITH BLACK LETTERING / i MAX Cl J { SECTION a-B GROUND SANITARY: "CAUTION SEWER BURIED BELOW." ~ fr S t TORM: "CAUTION STORM DRAIN BURIED BELOW." ' .`•* • a _ : rLri PLACE 18" ABOVE TOP OF PIPE AND AGAINST 2x4. " ` ,i i F VARIABLE SUMP D ETAI L o . ', 6 FOR POURED IN n -• DEPTH • PLACE �■ �✓ .,r.ap$ a E 60" MAXIMUM ANCHOR TO WALL WI1H STAINLESS STEEL RISER • �.■.` •' �.....• r 60" MINIMUM 5" WITH r '- ' �` 36 MINIMUM CLAlAP OR 9TAriLESS STEEL SAND AND STAIHIES4 01 j jt •• •� _ REINFORCEMENT '� 1} �� A STEEL EXPANSION ANCHORS M�i 2 PLII(:ES SHEET I•• .a. a i - . .. FOR PRECAST - ,-a .. • NQ 3 BARS , STEEL BAND TO 8E MIN.OF 2 WOE • +r - y` - a • •.,a ••• .. A , M OPTION: CONST:JOINT= NQ 3 ' PLUG -.44 .• - 9E �• 6" ;� v j3 t)F SURFACE AREA '` P� . . •. 3 . , � • •'_ f (BAR p A:qk'•+��>o. �''3.- .5,.�';. »a `• } y• •ss•'•`•:� r ! • is ..:> '` :s:_,•<7'.:• .• SELF TAKING COIICRETE ANCHOF N p.;,•....3.„,,,,,• i'yt..:A t6Y....S•,v.)'a.Y se,a\V°{.,;. �s•, PHILLIPS 3-1T QR EQUAL. •,, ►-i '18" •■ Q7' w. I ' ,,�• J�"X4 }L'STAM}UESS STEEL BOLT. I 1 . SECTION A--A SECTION B-B --'"" '1 ! MANHOLE DIAMETER TO BE DETERMINED . cr , �.•' BY SUMP VOLUME REQUREMENTS. �''..:. .. �'. x' NOTES: 4 . SEE HOOK s•� '-.f �•. ,1 lik..1!‘f);;°'- 1. CA TCH BASIN SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478. 'a• •i BAR DETAIL a : r'• '. , MINIMUM SLOPE FOR 3/4"-0 PIPE ZONE 2. INSTALL STEPS WHEN DISTANCE FROM TOP OF GRATE TO FLOWLINE OF PIPE IS •\ .v• ,� •'• , , a 6" PIPE = 0.010 MATERAL AS SPECIFIED GREATER THAN 48 . SE£ STANDARD DRAWING N0. 100. SET FIRST STEP 12" FROM '0...'c:-. 4" PIPE - 0.020 TOP OF GRATE. `` ' • '` SECTION A-A �t _' '.'" SUPPORT TEE WITH 3. INSTALL STRUCTURE ON MINIIIUM OF 8" OF 3"-O' COMPACTED BASE MATERIAL .,q+„: - 4. REINFORCEMENT P M REIN A-815 GRADE FOR PRECAST CATCH BASIN SHALL BE REBAR FETING ASTM SECTION A-A _ ! Tom. f BEDDING GRAVEL. A-815 GRADE 80 OR WELDED WIRE MEETING ASTM A-497. `. =- BAR•a'! MINIMUM 2'0" WIDE ELEVATION 5. ALL POURED INPLACE CONCRETE SHALL HAVE A 28 DAY STRENGTH OF 3000 P.S.I. `\ • 1100 G�+�(� AND A SLUMP OF 2" TO 4". 4. • DETAIL �sECTMi P DETAIL L 6. CHANNEL REQUIRED IN FLOW THROUGH APPLICATIONS. AS APPROVED. ALL OTHER `t APPUCA11ONS REQUIRE AN 18" SUMP BELOW LOWEST PIPE INVERT. ''1 N.T.S. GUTTER & CURB SIDE SEWER / SIDE STORM GUTTER & CURB INLET CATCH WATER QUALITY' C eanWater Services INLET CATCH BASIN C leanWater -Senices C anWater Services PIPELINE ., BASIN (CC--2) REINFORCEMENT MANHOLE CleanWitr Services DRAWING N0. 170 RE,.SED 02 03 Oot is clear. DRAWING N O. 22 5 (CG-2) Out commitment Is clear. u- REVISED 02-03 Our commitment is ileac. DRAWING N0.226 T'C'.I CCU ri OurCoallaitntentisclear. DRAWING N0. 515 REMSED Og•••Ii3 PROJECT NO.: 328-024 TYPE: CONSTRUCTION DATE: 11-01-2004 N:\proj\328-024\dwg\ENGINEERING\32824DET1.dwg - SHEET: 22x34 Apr 11, 2005 - 9:32am jlo 20 g •._t„: SIDEWALK ADJACENT TO CURB EXISTING DRIVEWAY - 1 2.0' • ` *. V.',---" H & GRA DE MATCH WIDTH OUTSIDE OF WITHIN 1" TANK VENT 18" CAST IRON 910 PAVEMENT PAVEMENT MSA VENT CAP • » _ A -- BROOKS # 37 METER BOX i ® 1111 VALVE BOX TD R/W LINE (2) BOTTOMS REQUIRE 6" MAX ---�- 18" BREAK FLANGE SIDEWALK 3' MIN, T a SEE NOTE 4 MIN 6 MAX, \ AE1 _ VARIES f 1" STREET ELL 1" UNION 12" MIN 18 CAST IRO 910 BDX s 'i :y. 18" MAX •.: .. , ; r.., SEE NOTE 3 1 AIR VALVE `, ,ti.:• ' ':_:' •. ,��,�s�� .:� ._ ,y_p.K., ;'':�'` �.'`-� - [ l f •'!' ,.;r }.^�'rT.e .ice.i .�,. • s• .t, iY-..+! a s+'t>r., _ +-. '$-1 �4��i J ) C PROVIDE 24 BY ,,..-.. . ; _ � ,; .: ,.,,., COMBINATION AIR & VACUUM) '� � ' .���,<. �;r;# '� .,�. . � f.,. :t '� ,• < b 4 7i•. •. • 1 'f { .•. ,`:,, ,.t „ ., `sS.`•. , ' ig::j ' ,v. c }t, 'yam.a'S "--' -' `' •,. £• `y;, . ■ „ ,..:. ':e..'•:A..n.' SEE 4 THICK CONCRETE ..,- `f t1 ,' ... ...: . , �- ,, 1 1/2' '=3/4 DRAIN ROCK',:: :ti,,3, �:.. •,` .`_°,.2- NOTE ,.fy`. ',� O E 3 PAD (SEE NOTE 4> - D SEE ❑ E '(i I 5 MN - 2 0 :�� =f - N T SEE 0 E 2 r .� WEST SUITE 230 PLAZA wEs , P S PAPER CM ISTU g HAND TAMP BACKFILL ;, .; _ _ °., TAR P E ❑ SIDEWALK 6' .,_j:`„s f` : .a 6' DUCTILE IRON PIPE •AROUND TOP SECTION 6 MIN. -' . • - �::�: �,:�� -:�� �`�> ��� 5;. 9600 SW OAK 1 �12 MAX, , '. ;, ;4 ..,. ..r"r'- `.+ .'�'., RESTRAIN ALL JOINTS W/ .f. '' i` . r `-� ... +' , v a``' '' :,'<,..:,'1,-,:,:::::,,c,:(---::,::;',z:,,;: a a �` ; ti. n, , FIELD LOK OR EQUAL GASKETS �► ° < f, �``., `, �• f;` �3 ii is 1 A -.t-6 r.. :.4, r �, PORTLAND,OR 97223 30 MAX 6 j , . J 1I1 i • • ; .. .:M .:f, Y.,... TEL 503-452-8003 d;{y.\'.,4: ` 6' MEGALUG RETAINER ' ,. 10 MIN 6' ASTM 3034 PVC 1" x 3" BRASS NIPPLE 1" 90' ELL .'` PLAN p_ • ..„. .. GLAND (EBAA IRON) FAX 503-452-8043 _.,, IP HIM ' / CONCRETE PIER iI OPERATING NUT EXTENSION c` 6' GATE VALV www.alpha-eng.com (SEE DETAIL NO, 505) 11111�. it 1" BRASS 90' ELL BLOCK FLG. x M.J. 3/4" 1" COPPER TUBING 1" x 6" BRASS NIPPLE SIDEWALK WITH PLANTER .r.. 2'0' M.J. x 6' FLG, TEE 2% : W STRIP A T CURB ® !1- REVISIONS _ 1" BRASS COUPLING Nom, DATE . z STREET ��i'.,,. -y'" L -' �M��r�//fi „ SIDEWALK 3" MIN, • • ---� 1 CURB STOP ,� BREAK FLANGE • •. � ��� �' MAX, 1 OFF CORP 90 ELL t t,,i_4:`.aa:<.. �';.: :>: .r ,; $�.o-..`.' ,.: • 2 OF AGGREGATE .``° x 1 x 2 CONCRETE PAD _ �: :°° •w• � .�'' = �. ��: �t': (3/4"-0") COMPACTED 18 2 µ°�b:;;< .* t :t 1 CORPORATION STOP SECTION A A ` •. � t,_...: b . 6" iii �.� NOTE :�. ..:F,t���• ._�..�Fay:.��d t�..���`c,t.' ��:� k�. �. � 6 X 6" 10 GA MESH SEE NOTE NO. 4 `' '"' ';i,,:77 1. HYDRANTS TO BE MODERN MUELLER CENTURION, A-442,(OR APP'D EQUAL) 6' MJ, '�;'- 5 1/4' MVO 3 PORT - TWO 2 1/2' PENTAGON OPERATION NUT, OPEN LEFT WITH THE ,• NOTES 4,'r NOTES: FOLLOWING; A, OIL RESERVOIR NOTES: 1) VALVE BOX NOT TO REST ON OPERATING ASSEMBLY, 1. FOR 12" AND SMALLER WATER MAINS B. BRONZE ACTUATION NUT C. BRONZE SEAT RING 1. CONCRETE COMPRESSIVE STRENGTH SHALL BE A MINUMUM OF 3000 PSI AFTER 28 DAYS. 2) OPERATOR EXTENSION 2. VENT PIPING TO BE GALV. D. WEATHER SHIELD CAP 2. CURB JOINT SHALL BE TROWELED WITH A MIN 1/2" RADIUS ALONG BACK OF CURB. REQUIRED WHEN VALVE NUT OV E, SAFETY SLEEVE COUPLING IS DEEPER THAN 3 FEET 24' 3. SLOPE COPPER TUBING FROM F, THREADED NOZZLES WITH '0' RINGS 3. EXPANSION & CONTRACTION JOINTS SHALL BE 1 2" PREMOLDED ASPHALT IMPREGNATED FROM FINISHED GRADE, MAIN UP TO AIR VALVE 1% MIN. G. NATIONAL STANDARD THREADS / 3) CENTER VALVE BOX ON 2, SAFETY CHAINS T❑ BE REM❑VEDt MATERIAL OR EQUAL EXTENDING FROM SUBGRADE TO FINISH GRADE. 4. LOCATE AS NEEDED OR REQUIRED 3: HYDRANTS TO BE PAINTED USING R-1317 SAFETY YELLOW OR AN ALTERNATE AXIS ❑F ❑PER, NUT, APPROVED BY DISTRICT FIRE MARSHALL, 4. 6" X 6" 10 GA MESH REQUIRED FOR COMMERCIAL DRIVEWAYS ONLY. .4) PROVIDE 24' SQUARE BY 4' THICK ' 5, CONTACT WATER DEPARTMENT FOR ACCEPTABLE DEVICES. 4, HYDRANT TO BE INSTALLED TRUE AND PLUMB, CONCRETE PAD AROUND VALVE 24' - 6. PROVIDED BY DEVELOPER, INSTALLED BY THE CITY. 5, NO OBSTRUCTIONS WITHIN 3' 0' RADIUS OF HYDRANT, BOX OUTSIDE OF PAVED AREAS 6, IF SUBJECT TO VEHICLE DAMAGED, PROTECTIVE POST TO BE PROVIDED. AS SHOWN IN CONCRETE PAD DETAIL CONCRETE PAD 7. VALVE BOX TO BE IN ACCORDANCE WITH STANDARD DRAWING NO. 503 OR AS APPROVED BY ENGINEER. . • 8, THRUST BLOCKS SHALL NOT BE PLACED AT HYDRANT LOCATIONS, APPROVED BY: NO SCALE APPROwD BY: NO SCALE ' S NY` NO SCALE APPROVED 9Y: NO SCALE ENGINEERING DEPARTMENT AGUSTIN P. DUENAS . ENGINEERING DEPARTMENT AGUSTIN P. DUENAS ENGINEERING DEPARTMENT AGUSTIN P. DUENAS ') !� COMBINATION AGUSTIN P. DUENAS FIRE HYDRANT CITY ENGINEER STANDARD DWG. NO. an ENGINEER TYPICAL GATE DWG. No. am ENGINEER DWG. NO. ENGINEERING t etw�T CITY ENGINEER DWG. NO. 13125 Slit HALL BLVD. 13125 S.W.HALL BLVD. °,. 13125 SW.HALL BLVD. ;g `` .' :�:§�„ 3125 OREGON 97223 w 710ARD.OREGON 97223 st :_ . . r TIOA ,dtE00N 97227 s; ,.._ VOICE: -4171 rrz: + TIGAR 3G3 e39 7223 .--0 4., .:::,.`._ V410E a5PYI MARCH 199s AIR & VACUUM VALVE d: �j°. ,:. °�5°0 ';�; MARCH 199s INSTALLATION FAX: f 684-7297 MARCH 1998 DRIVEWAY 4. FAx � 3�,-7287 MARCH 1998 VALVE 5(� FAX; L 7297 590 9 0 FAQ f�33��-7�7 CITY OF TIGARD CITY OF TIGARD CITY OF TIGARD APPROVAL DATE OREGON APPROVAL DATE OREGON APPROVAL DATE CITY O OREGON RD APPROVAL DATE 1.1 rz Li ( •.,z' ,,:,; �: :'`::' CITY WATER DEPT STANDARDS PLUMBING CODE 0 ::.!:;!!.*.;;;'.4'-;:% vi W x v> ¢ ■ SAWCUT cl 3 :' 1 •is �r'•• Q OC a-, i i t ` I .:t -J LI a.. o SURFACING 1 CI IRIL li I �::::: ?;': CITY APPROVED 0 wAZr on." 6 ' ,,_�, � � ;.: THRUST BLOCK bERCOUPLING z ,, TOPSOIL MATCH EXISTINATERIAL°��` s= BKFVCE RETAINER CLAN ..-�� AAPT z z ° z a Q ° . . + � a,j-,.' ►•... ,i .��'� s .. +T�` "� .� ,.., l7 ¢ Q' A f 1 DIRECTED al IN ORM I' ' ° z_ azaEt E 3 ¢ 0WWZ BASE MATERIAL. p l a W� q <X N VSAN= ► V 1 qW a nom V- PLUGGED TEE PLUGGED CROSS 12 MIN w n z = �' �, 1 BEND PLUG OR CAP ,,. .. ¢ z `-'�-r-o A a w rn s s $ x 1 �!� w�,�- ► _ . ¢L3 5 t Q Q CANTER ► 4.! RY �-y �,"� � ,CJ, 1 mX 1-¢ z 1-��,� ear" w v) CO- x d 5 �►l I t. j j 7 !sl Phi F-© 2 ,,e .;kit'•.. .:N S CK ° J ¢ a+ p ? ¢ ^ _.��; 7 i MEGA FLG Li °; °I- °��I c,©� " A)I- x Y 2 =Q C) :k•- �,° 3 U to C]O N 2 '�' +'.._ OR EQUAL i A v ¢ Q�, > W 'v o: a t a 1 P:, � . ( :-.13>o F- � a Y ALL � ' � (n" I asimil MI i, i z3 z¢►+ J z ►Goa V zz3= N Lo¢ a ., I I x z ¢�c�� a o- a o> CQ o L i ci ¢z o ���' , ,;_ 24' MIN o p L' �� a��3 z;" z OSHA APPROVED LADDER I OPENINGS IN VAULT WITH a 0 t vii ! e 1- rr'"'iIt `wi" i ` ' nlicily- , ''':'''.' '•3�.-•;<:'. WITH ALUMINUM LADDER �.. NON SHRINK GROUT PRIOR `•. A o o� o z - it;.. W Z .-t ai • "y 2Istaia:tI;A ' �''`:''ia';ra, 3„ EXTENSION BY UTILITY -I-r.- ;• ' TO BACKFILLING a \ J H.7'... .. p ; VAULT ,. x L' ui LATERAL PLUGGED CROSS TEE ,. I- ---' PLAN ....._.. ... ..,. 4_ .�:....:. :: I `.. t fir:.:(.- CONCRETE THRUST BLOCK SCHEDULE , _ y.;-4 `- '` l .-------- N ti I.. ;*.:,.. .`s i i .5 s;:= LiJ--1 .y'7: 3' MIN. 6' MAX. r N 1 > f;<: I --_ ' o� �, (BEARING AREA OF THRUST BLOCKS IN SQUARE FEET) + t�;'13.� ;�• Z t'' Mw w \ FEET) 1 y Z FITTING 90 BEND, TEE, OR 45 22 1/2' 11 1 4 • DRAIN TO CURB OR �� �= ' 1 ". E 1a ; I-1 k.; 2 8 W W LI / / GROUND LINE ..... .Fa _.,. �..�, .._u__.. .w.: a o o 1: SIZE (INCHES) PLUGGED CROSS BEND BEND BEND -'•. 1.;•-:,._'....'_.".'...`....`_...... ......�,.�.�.'..w.._.i t - I , A ~ T a v DAYLIGHT _� rI { s 1, �, ; s Z I m W° 4 01.9 01.3 -- -- I k :I J I _ ,i.,. _.. ' ._. - ‹E lii�I' •• I i Q ¢6 L o S 6 04.0 02.1 01.3 -- i. _...r 3" MIN CLEARANCE _'; , , �} Milt W I r1 g P ' 0 1. Ll. > " M 8 07.1 03.9 02.0 01.3 < ; DN OPENED ,;; <P �- -_ '" `x t LJ -..._......... - _._.. -r' ❑S&Y VALVE w I -� - Ii 'h 12 16.0 08.8 04.5 02.3 MEGA FLG OR EQUAL __ I I' I I , - - a, A .I I. ,r 4,'j' .,,.. .,,._.•., .,::.,..._ n';.,4, 6 MIN 6 MIN 16 28.4 15.5 08.0 04.0 _ I . °4. .I i. %f �..� a ;� N W RETAINER CLANS !` '/-INLINE CHECK VALVEad g s" MIN BEDDING BELOW 24 64.0 34.9 18.1 09.1 _-� _... .._... • �,. -.:w._...,.__.._.. .. -- 7 z N 7' OUTSIDE OF PIPE BELL ( DETAIL CONTRACTOR TO INSTALL - I���j����j1 II ►-� ' RODENT r: -- • hh�' ;: �` MI '< W v w CONCRETE BALLAST 3 CU YD. }_,"- . w --. I°'"` W �, ABOVE BEARING AREAS BASED ON TEST PRESSURE OF 150 P.S.I. AND AN t$.a'. N ; f SCREEN ��_ W $�:� ;` 3 ; = n. =' I " ��,,r,•;�- STANDON rI ,/� W A ; J . ; : �'t",:,. ``+l.0 a"*Q SHEET ALLOWABLE SOIL BEARING STRENGTH OF 1500 POUND PER SQUARE FOOT. TO MIN, WHERE FLOODING OR i '.i kI {> •_ ..I y . ' ;i •:: a� .0..,PIP.,L,.....5'TANiJ.• ..�:..:,.." a Q ¢ �}•`,.§?.. , , Y h'''r.>:�"y::�� : eta�. COMPUTE BEARING AREAS FOR DIFFERENT TEST PRESSURES AND SOIL BEARING HIGH GROUNDWATER EXIST ,_, -' K',.-' ty c, r` t STESSES USE THE FOLLOWING EQUATION ;; CTYPJ _�� DRAIN TO DAYLIGHT OR w ;, o! INSTALL SUMP PUMP L;„. z ; " A W 4` •'\\,'-,"'',.'‘1,'"`...-,•''..-', ) I.... _ BEARING AREAS = TEST PRESSURE 150 X 1500 SOIL BEARING STRESS X TABLE VALUE CONTACT CITY FOR I- I+ �.:�1 �> r', ° 1� I>§ a Li '�'. ',''` ,, `'�-• NOTES: ELEVATION PUMP •SPECIFICATIONS I r ° o~ a , W k tJ Uf 1 c J =O P.,: TR BLOCKS REQUIRED WHERE LINES MAY BE EXTENDED IN FUTURE Li �; - 3 a ¢ o ° L' 1. STRADDLE BLOC Q �...<; z v TRENCH FOUNDATION �` d H- 1 m STABILIZATION, AS REQUIRED - SEE DETAIL NO. 561 C Q y ¢ 1 2. CONCRETE THRUST BLOCKING TO BE POURED AGAINST UNDISTURBED EARTH. o a z m w 3. KEEP CONCRETE CLEAR OF JOINT AND ACCESSORIES. DOUBLE CHECK VALVE ASSEMBLY v N 0: w �o zw W 4. THE REQUIRED THRUST BEARING AREAS FOR SPECIAL CONNECTIONS ARE SHOWN 12 MIN o �► �, A �- °� 00 1/40...1 ENCIRCLED ON THE PLANS : e.g. 15 INDICATES 15 SQUARE FEET BEARING UTILITY VAULT BILCO DOOR 24" MAX ¢ `� z "�' SIZE OR *EQUAL OR *EQUAL ►- 0 r ~¢ AREA REQUIRED. FLOOR TO BOTTOM v) 0 z> NOTE: 5. IF NOT SHOWN ON PLANS, REQUIRED BEARING AREAS AT FITTING SHALL BE AS 3 660-WA J-5AL OR DEVICE _ �Z Li X �¢ 1. SURFACING OF PAVED AREAS SHALL COMPLY WITH STREET CUT STANDARD DRAWING. INDICATED ABOVE, ADJUST IF NECESSARY, TO CONFORM TO THE TEST 4 577-WA J-SAL 3¢ z 2 PRESSURE(S) AND ALLOWABLE SOIL BEARING STRESS(ES) STATED IN THE 6 676-WA J-5AL • W w 2. JOINTS TO BE TACK AND SANDED. SPECIAL PROVISIONS. 8 687-WA JD-3AL A° a= 6. BEARING AREAS AND SPECIAL BLOCKING DETAILS SHOWN ON PLANS TAKE , l0 5106-LA _ JD-3AL _ J 3. SAWCUT SHALL BE TACK COATED WITH BITUMINUS ASPHALT EMULSION. :" : PRESIDENCE OVER BEARING AREAS AND BLOCKING DETAILS SHOWN ON *CITY ENGINEER APPROVED EQUAL THIS STANDARD DETAIL. BEARING AREA OF THRUST BLOCKS ARE IN SQUARE °m z W X FEET. APPROVED BY: NO SCALE APPROVED BY: NO SCALE APPROVED a` NO SCALE APPROVED BY: NO SCALE PROJECT NOW: 3$8-i0 `t AGUSTIN P. DUENAS AGUSTIN P. DUENAS AGUSTIN P. DUENAS ,'`r AGUSTIN P. DUENAS ENGINEERING DEPARTMENT CITY ENGINEERING DEPARTMENT DOUBLE CHECK owc• NO. . ENGINEERING DEPARTMENT aT„ENGINEER LARGE METER DWG. NO. .� ENGINEERING s w DEPARTMENT pTM TRENCH DWG. NO. TYPE: 13,25 S.W.HALL BLVD. STANDARD THRUST DWG. No. �3�2s S.W.HALL eLw• CITY ENGINEER ,a�2s sw•HALL eLw. CONSTRUCTION ice,: 13125 OREGON BLVD. `; 13125, Th4t ;;_ .- . ,Y : , 111( FIRE BYPASS 525 w r�n1cE so3 e39-4171 MARCH 199s B A C K F 1 1,LµARCH 1998 BLOCK 0 <. : (0 MARCH 1998 VALVE ASSEMBLY 5y :.. „„,.`�.f_':,.r:_..:. )139-,171 MARCH 1998 W/ .. F �5D33, ~7297 0 DATE: CITY OF TIGARO CITY OF TIGARD "` CITY OF TIGARD � � OREGON APPROVAL DATE OREGON APPROVAL DATE OREGON APPROVAL DATE CITY OREGON APPROVAL DATE IIIIIMIIIBIIIIIIIIIIIIIMINIIIIIIIIIIIIIIIIIIINIIIINIIIIIIIIIIINIIIIIIMIMIIMMI 21 N:\proJ\328-024\dwg\ENGINEERING\32824DET2.dwg - SHEET: 22x34 Apr 11, 2005 - 9:33am fir) , •.J,... , .. -...•- . "". ti'• ' , ,-, -;'"• ,I,. • .,, , ,,,,' '•. _ 18N CAST IRON 910 BOXES 3'-O' -NI 6'-O' 10.- . , FINISHED GRADE 8' X 16' PRECAST 411 MAX, GENERAL NOTES . STORMFILTER DATA --\ . ALTERNATE PIPE BALLAST DESIGN WA,■ . Ty • RA d41111111111111111103111. (SEE NOTE 7) 0 LOCATIONS (TYP) (SEE NOTE 5) G/EIIUMMTflsnllIlIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIEF1= RETuRN PE1600 Cc PEAK FLOW MIMI=11111111• 1.)STORMLIER BY STORIAWATER MANAGEMENT INC..PORTLAND.OREGON 1100/1148-440. 2.)FILTERs TO DE apHoN-ACTUATED AND SELF-CLEANcso. ...'- - .1/,'Z, '1,' ',./,.// /.,..-- /7,1:2i r././././. ;' c. - ' ' .'.-",•. ,-- 3.)PRECAST CONCRETE VAULT TO OE CONSTRUMED IN ACCORDANCE MN ASTM C057 ',./.:,/, ,/ '.‹.',, //:- -l'..''.--./:".. cc cAR1RWEES -.,. ... =MIN ANO COM CARTRIDGE FLOW-7- COUZIEEMOMMIE 1.111.01111111 la WM% AEI (=f311111111.1111111111111111111111111.11111111111.1111r ll 4.)sToRmRLIER REQuotEs la'OF ORoP FROM INLET TO°mut INLET ANO OUTLET prima TO EIE Mane,BY MONIER AND PROW=ay CONTRAOTCR. 1. 411[019111111111111.1111P111111111ETAT-71..,LAINKM741-7"... 5.)PRECAST STORNALTER EQUIPPED WIN ODER CORED OPENN4os OR KNOCKOUTS 2" BRASS PLUG TYP GATE VALVE HAND TIGHT . 4.1 • ,L, , , . 1 IntiWArANNIII11111111Et..""vM21111111G1111111111• IMiGrian11111=11111111111=111111111 MN= AT INLET/ouTLET LOCATION. 6.)RECOmNENDED INSIMUM CLEARANCE FOR mAINTENANCE ACCESS. CONTACT SIN FOR trUill.11111EKIFAIIIII .11F:■.7.. . 11111111E-A11111 OTHER COTTONS r A SHALLOWER SYSTEM IS REQUIRED (SEE DETAIL NO. 503)--\ 1 2" ADAPTER COPPER 1'-3 55/128" ' ,41191k, Allik Ai* Ai% Aft , ' ' 1•-9 55/128" RNA ELEVADONM 7.)AND-FLOTADON BALLAST TO BE SPECF1ED BY ENGINEER IF NEEDED. BALLAST TD EIE SET ALONG ENTRE LENGTH OF BOTH WES OF VAULT. BALLAST MATERIALS TO RE 1 . SWEAT TO FIPT I i.1 4.:'.. 'sot at- "was it•... sue a.L. mp it...... ' i., PROVIDED BY CONTRACTOR. . ikitiorAlcomoirAvioamoA, 13.)ALL SRIRMFILTERS REQUIRE REGULAR MMNTENANCE. REFER TO OPERATION FRO PLAZA WEST SUITE 230 Iii riAliYAIlierAikYAR1110" . 321.0' „./.741 (1-''.*■, 3210 MAINTENANCE GUIDELINES FOR DETMLS. I WINO it' ''WM ' "my N- 'Thaw a.:_ '‘imat st- ::;' ' ' FLOW 9.)OWL REFLECTS DESCH INTENT oNLy. *MAL VAULT oniDRIONS AND CONFTOURATION WILL BE SNOW ON PRODUCTION SHOP ORAVENG • ."‘C.,:•..-'..::-•'..'t 2' COPPER TUBING - „,,,f., , TYPICAL) • lima low. ord„Aitoxlivii, ■... , 4•••.• 10.)STA1m3ARD DETAX.SNOWS&wawa/AMBER OF CARTRIDGES. EXACT*MBER REQUIRED .• ..., , „ 9600 SW OAK mama INI . 1'. l'Ail i OA Ilk . I gm= gili Joao woo i TO BE SPECIFIED ON Slit PLANS. .•,. .. •,-..., - IL I ■ , . ,.‘,, INIIIIII a I al I P:11 lb frAlik*WWA*Ori I 1111 ill II 11 • MIND IMF I ANTI-FunATION If ALLAST 1 HEIGHT MTh I' 1.._._____.___„, ..--, -- PORTLAND,OR 97223 iger.4 towiroilkyitowroilagrO. ; ., '- NOTES/SPECIAL REQUIREMENT.* ...vile leu•-mmoilli:-, , .; 1111" RN :•,'.,r,..- . . I ■ Aug: , BAFFLE I 1 E. , a. OUTLET 111.MirAk*IFAlilly0OF,A, CARTRIDGE INLET WALL FLOW ''--.,;'-''.;;.--, ::- ---' IT'":'',- \P-A 4'''''.2'' ,,,--• 2' ELL COPPER TEL 503-452-8003 OUTLET PIPE • BAY -, idlimmiklifilleviacrAlfictv."Y , BAY * .,, INLET PIPE 'I 1.;'"VW 01' ''OW X'."•"SW re..".10 il.-"no a.'':'' SPREADER ,. , ,,. ..., ..,4- ,.... ! ,4.,,, X:-`,.'-;,, SLIP :.•,,,, •,?t '-,',=;;.7.4'VZO:z1;PrA-1,,,y ...,,;, =4 (SEE NOTE 4) ' 11h0V 44100V lIMPF 110, INOV . '. (SEE NOTE 4) rilihillIllMIIIIIIIIIIIMIP 4 .;:,..;::::"••,, ,I,V;;`,,, ; (''' '" "`-'''';z• -,-;,,-,-.: •,- •,." --.:',..::;;;S:'1,, 3`' FAX 503-452-8043 ., ...,s -.4., I ! . .7... '',.:, -".• ..,-- -'-. .-.. :4:7- . - '(• 1 I . .4‘1 iik Al.- ,,,, .,..„.„..,,,„ ,.. _ . ,,; p,, '+', ,,,-:,, '-''.- ,N • .- , ,; ;,.,,,,,y.„,,,--,..;..",,,„‘,"\i' A .. 0 .. .“,,2`)-',--:,;')'''cr ..:' 4 .ti • 4 . ' . j ',,,k:O'''Z'YA\i'..,,k ' 2' ADAPTER COPPER www.alpha-eng.com . --- 44 -.. BALLAST SWEAT TO MIPT (SEE NOTE 7) TYPICAL STRADDLE BLOCK • CONCRETE PIER BLOCK ' 11 I I - `/ I !, i (SEE DETAIL NO. 561) NOREVISIONS 8' x 16' STORMFILTER - PLAN VIEW • r- . .--• 0. . HEIGHT i 2# TAPPED NOTES SCALE: N.T.S. mT.Y1OCNAPJOWINITTHPIILEUGGALOuRG DATE UNDERDRAIN WIDTH--.- [..._ THREADED BRASS PIPING RETAINER GLAND MANIFOLD MAY BE USED IN PLACE OF COPPER TUBING GRADE RING 30" 0 FRAME AND STORMFILTER - SECTION VIEW rial PERMANENT (TIP) COVER (TYP) SCALE: N.T.S. I 4'-5 37/256" 4-10 73/256"--.- 4`-5 37/256" BAFFLE WALL (TYP) I I 1111111113 . I... -. ., ..7.- , • ..• •=r" *" . •• ' •'" " , ,'At' . UNDISTURBED RETAINER GLANDS STREET PLUG OR • MEIN. RIENIIII AM, PERMANENT POOL t', .., .2 EARTH (2) REQUIRED iEDGE OF PAVEMENT ..44 LADDER I „ . MJ GATE VALVE • ., • ril . ., • .. 4.-6" MIN .. ij!1111M • 6'-1( 73/256" . AND VALVE BOX „. . . __-,... (SEE NOTE 6) • \■ ___ , COMPLETE .:•,,,,,:.-ns.,,::,\?4:.- , 1,-0, MIN. ,..,. ..,,e/, ' .• , e ,.. ../// fa '.•1 .■ ....., •IIIN ;I "'. ' .5 37/;11 I II Pi- PI ' 411 1 • . s ... -zr... -'. I -!.... .11.......... pm . 1 ,,..,-.,...-.-. . . , •4.. 4 4, FLOW SPREADER (TYP) ' .. . . Millillia" 11 „ A . • .• . .• 7,, Itiiit .,..• . ,. y STORMFILTER . '''''.; 1 7.-::-':::•' ,,.„. ,„ , .., ,.• -.,...-. ‘ ., • I • •d. .. ,e, . .. * • , *".•' ''''rt 1 4 s ' '1'..1 UNDERDRAIN CARTRIDGE (TYP) 1-0ll MIN. MANIFOLD DISSIPATOR H 13.-8 73/128 .1 1. g (SEE NOTE 2) THE STORMITATE MANAGEMENT 8' x 16' STORMFILTER - TOP VIEW 49 THE STORWATER MANAGEMENT , 8' x 16' STORMFILTER - SECTION VIEW A-A StormnIter• SCALE: N.T.S. StormFilter• 2'-0" 1811 U.S. PATENT No. 5,322,829, U.S. PATENT No. 5,322,629, ■ 1 01-0# SCALE: N.T.S. 1 NO. 5•707,527, No. 6,027,639, No. 5,707,527, No. 6,027,639, MIN MIN No. 5,824,576, AND OTHER U.S. No. 5,824,576, AND OTHER U.S. _ AND FOREIGN PATENTS PENDING AND FOREIGN PATENTS PENDING TEMPORARY SHEET DATE BY REVISION 8' x 1 6' PRECAST STORMFILTER CM DATE BY REVISION , 8' x 1 6' PRECAST STORMFILTER • 00100/00 m mot 00/00/00 Xxx XXX , 1/2 PLAN AND SECTION VIEW FM DETAILS AND NOTES e' \ . , STANDARD DRAWING STORMWATER 6 STANDARD DRAWING STORMIWITER 6 II APPROVED BY: NO SCALE 2 DA'TE: 1PROJECT NO.: . 'DRAWING FILE NAME: mANA•smitmr tap. A ; \ AGUSTIN P. DUENAS 1 DATE: DESIGNED BY:All....., DRAWN BY:AIL_ 4/8/135 PROJECT NO.: 'DRAWING FILE NAME: 328-024 I SF810.DWg MANA•EMENT INC, (800) 548-4667 , DESIGNED BY:Ag..... DRAWN BY:AWL- 4/8/05 - 328-024 I SF816.0WG . (800) 548-4667 ENGINEERING DEPARTMENT 2" STANDARD DWG. NO. CITY ENGINEER 13125 S.W. HALL BLVD. AT'434.....1:......D:..‘,. vanT.0947711:41271 BLO‘AIOFF 570 MARCH 1998 FAX: (Ma)684-7297 CITY OF TIGARD oREGON APPROVAL DATE . CANTERBURY _ . NO1ES: 1. ALL JOINTS AND RUBBER GASKETS SHALL RUBBER GASKET . CONFORM TO THE REQUIREMENTS OF ASTM C-433. FLAT TOP CREST 2. ALL MANHOLE SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C-478 (OPTIONAL) AND APPLICABLE PROVISIONS OF STANDARD MANHOLE, DRAWING NO. 010. 3. STEPS REQUIRED ON FLAT TOP MANHOLES DEEPER THAN 4-8 . 4. PROVIDE CENTER OPENING FLATOP FOR MANHOLE DEPTHS LESS THAN 36g. . . - • ..v. I ......• ..d.,4,,•: PI • -,i.j. 4 . RUBBER GASKET RUBBER GASKET FLAT TOP 11111 N REINFORCEMENT OR STANDARD MANHOLE FLAT TOP REINFORCEMENT 1.0 58 DIA. sp. DETAIL #8 BAR AROUND OUTSIDE OF OPENING #8 DIAGONALS BOTH SIDES OF OPENING SHEET#6 6" 0.C. BOTH WAYS ti ilt b •ILILAILS 25" I 44 w vs 10 48" I rne :4 L.4_,..1.............................-..-1 1 1 a ..„":-.4-:.. :4-:....- 41.;„, 4.401111111111111111) ''•••••••••"""--.7■•■■•......... ..., 4.• IA; - • •••: • ...., ..4. 10:.f`•■:Alio.'...•: - . 4• .•-4•6:••••.‘".. .6:1, PIPE PER PLAN p,. , .4.;.*..$14.41.0:04.4.:::..4%tid,..4:4 ti. 8" MINIMUM CONCRETE 41, -t 4 Iht•..1,4k 1:4' .• --f-.4.. •4 I •je• _...' -'..d• ...It•"‘I.L. -', 1- • -11 4'14' kVA eLl• .:.•. -1. a ,,. vgiottotti 12" OF Y4"-0" COMPACTED BASE ROCK 11111111111111111 PROJECT NO.: 328-024 TYPE: CONSTRUCTION SHALLOW FLAT TOP DATE: MANHOLE ClearIVVateri7Services •••••........................... A. . 1 ( - d k dm DRAWING NO. 040 hL1.I. .e .: . 22 NAproJ\328-024\dwg\ENGINEERING\32824DET3.dwg - SHEET: 22x34 Apr 08, 2005 - 4:50pm fio i ' , PLANT SCHEDULE . . ., ... :T.,,,,,,,, , '. :'.. ... ,— 1E 01.1T(StV).•283.01 , • . 1, / . , . , COMMON NAME REMARKS •. TYPE QTY. • SIZE SPACING SCIENTIFIC NAME I , ' , / i.,, :-.7. -3unt.w.c...-mor.-xtepie.=••,...,•,alo=sect...... ..j -,**..........-..*...-- TREES: r - it,Pm A \% I / "fre,Vw. urNir. - 4",'""1"1 -wirt twor lit loiraik ill _ 21 5' B4E3 As Shown Abies grand's Grand Fir . . ;21''''1::'''' , ,,' : , / ,.. . '• 4 . . ' lit ,4,., ,, ,,, , ........• • _ .•_ - ,A. ,. ....., . - =At 2 • ,4,-.... .tikil, , • il 4 11011 , .apt ...• ) I tv . 41, Tor „Oro liV`'• .1;0:fitot ;-, . ...41,,11.• ?....._ Aviso ArN\ ,. / • ,. ..-, flow coo , ..,, • s.: ---0 0 -....... / lc 19 5' B4E3 As Shown Acer circinatum Vine Maple Multi-Trunk S. 6..70 .. -....,,, Ass 0 AEI Iiiillik's WO.7k 1111111 1111111\,.. .• tt. iir 11.-4 ., _ ,,,,,, , ". . , ... . ., Ai... 56 2" cal. As Shown Acer rubrum 'Sun ValleY Sun Valley Maple : A so IRFA, i■A • ......0..m......m.•■■•••• rn 1- • ,.- /1.'r , \ 1 á1Id , / . t , ... ,II .//0 A, ,,„ • I. ' 0 163 5 gal. As Shown Amelanchier alnifolia Saskatoon Serviceberr9 PLAZA WEST SUITE 230 , ‘ leifoo' - - 'P'' . *\': ' •N't r.e.' 't., , ftlit" ' - / ‘ ' ?40 , .... ot* ii# .10....Akeit_. ';"1 9600 SW OAK ,, e _ .t , ,,,' " r\v*, , . „. 40 - 41 2" cal. As Shown Betula pendula 'Dalecarlica' Cutlear Weeping Birch - ,,I, \t,/, . t .=-21 • t --,- .-.\, .:.,. /110 , ....:•-.00 - 'f„ - ...,_._.,‘ 00 tl‘trillii/ V Pk - ' ---'' PORTLAND,OR 97223 Air -.4r... ...." _. ..z,• 1, ,04' '... •,:f: • ar , . , ://, , ii ■ , . , Aor„. ,.... i, , . , A ,,. ' „4 t\ •■••44C 0 • lir -ii t• 1°‘ 'adit lilit I 47 INPitZtVr 411::, ce0:111 ..... grk, 34 2" cal. As Shown Cornus 'Eddie'5 White Wonder' Eddie's White Wonder dogwood TEL 503-452-8003 _ 611111■111re... -- . ihiriv ti e. - .;<, , ,i.,., 51 5 gal. As Shown Cupressocyparis leglandii Leyland cypress FAX 503-452-8043 , -', -' 0/y...all ..b-, ;"- , * I _ , 4 , ,..4,., .,,,, •i..„4„..,..,...„ptf,......gigei- .„,,...wibaua----c•zb w _, ,._ • 1110 www.a113haT-eng.com ..-soh, 004744,0 , _ 19 2" cal. As Shown Fraxinus oxycarpa Raywood Raywood ash 1.■•■•■•••■■•■■ , '#Aitt,,, ' 1///1110V 4 ---k' 4 -. .... - , , , , .,. ,,, REVISIONS • , .‘, _,4,, airotrr.t.4,44 11.4".... morib,_ gurionordiro , Ira% 0 4111' ,„, . , ., di4tgi,„%. ,whN.- ,. „ ....„..„! . 0 iliii ,.,,,,,,..4„., . ., . . 13 5' E34E3 As Shown Rhus typhina 5taghorn sumac NO. DATE i ., 44 , \ ØPó„a- *40,4110. , ii45iiii. . . , „ --., , .. ‘ ‘ 111,0,ct. „....,,..._‘,........:„, - ,,,....•"re N 41/4/ •-.* . Nr•• . d ,'L' '1 Ot..ir'''• , ,'' \ 411V/SICII*Vr.'”:",::'''' . 10 •feSi..,..-4,' 12 , \ ... ,,, k .. , , . . i ..,.....k,.. ,...,, I w*,04 0.•-2... -1,_ 5' B4E3 As Shown Thuja plicata Western red cedar -.1 . k , ./(0,,. VA 17,eA \ \ t. ■ \ r.r.,a 1 ,•,..,..„..: ‘,.,,.,. ,, !a..:,•'' ;,,,,,i:..:..::::::.....:„...::::::::•.."......:,,.:.r ..,;.M;iiii„iti„...:";-:.."......i.::'•• -. ,11. 10: -' ..,., 11:14::::.....',.... 0V-4;;;*):i - 0041 HI-I 110. :,. ::............. .....„:".-. .i 0 ,.. . .,..-. . .,. . .,-, 1 11e-• . 4. • 4... .• _ Ak"IPO ■ ,;711 \ I % , * LL21 ‘ 4111,Irooklii \ si . 00 ■411141i# . \ All . --- i.'! VI ' , . , - ' , . * - I . 65 5' alia As Shown Tsuga heterophylla Western Hemlock '1 - , frYitt , 4*1 ._ , . ip ,i \k 1111 I Ai, . e.,,,. ..., . .„.... ... ...„„,.. _ . . „, , .„ .),. . „.. ,,,,,.. ..../.....„.1 .,,,,..,,,,, 4, i ,,...•........ •4 14. 46.-4.,•-..--:.'•.-:.-.4.:-.--, ,..t/:"Irt.,,,,... '..*..,.•,...:‘,--,.:4,...--••**-• r "0" '111110 TV.V :',.;'''';'.g!: _ .. . VIII ..... .....•.;••'tl'' 0-111".1.- i'.:'."..,...‘•:.'...',..*'' .,%.4%;::::,, '.,'.: ::-".,0.1...11:.•:":;•:' . *- 0•10,144'4‘,-- ip, ..?•;.,..1-...,- 2 cal. As Shown Zelkova serrata 'Halka' Halka zelkova _, .,,--- :..• \ ..••.. ,.:••••A, rw, frok ,-:#:•:..-......•!..:-f.-1- Gap v•dfr. '•'4.'"`'"••''-"••••'s ' . .... 4A:14614* wi^:41:11111:475;414111114 \ -..,,1. 4.''.!1-.'..1'.. OP VI .... , •., .* ••••0 i \ a t- 4- — 01°4 '4,a ;,'.• IfirOW,F(..?1':::i.I.:4 [.:V•:.:,• 0001 ;.....:1; :_.*:;‘,....i)-.::4::'....f..itt, 0!Plit404,00*. `‘':.....;;::!1..:;• / \\ ih TVs \,\N . 2 :. ,- \tkv., otrA4:ziltiTi , ....4:::'#:;.,...:toVili';•;:11111t..;:-:.:1--•Ati,.,..,,, 4 14-41t, .1 ---. ..-• „ - tk -110,-. . ... ; - .: . - - - !,.. :: *3,1.).,7. .-:-...-- •4.: . < ■ - ,", , : _:::: ,, dyi i\r‘, „. .....,., .,4 10, •:.,....,,•••••:.fol i. ..•IPA •• *i. • •11,'• Alb,. !..'11 141:1nr: S'i , ? ,: • • . L. . i .........: .'I: tCp.?..•"‘. '.•••0, • -'*.' Existing Trees ...... _... .--iif,"-- 111111: I -. 11 ‘ 't - malito! '.........,-;.:::;....:.:Ao.r.,::4-04 . ......,,,::,,..,.• •• -.........-- .- - .. yii , ■ ..,,, ‘ . , i0, ' -.,e.t.04-0.104...•,..;...,:...,::: . ,,,... ......,: - . ... ' L --.” rAw ,, 0z.v0. .,...:•:.:.!.;:.::,:;;•'. .... ::.-- ..:., - , •. ,. ..,.. ,:...... .„.,, 1.w,, • , . , _ co , .. - otent:-..-;,....c.:.:......-• , c\, (), ....- .................................. ..„ 4,44,,,,,v - all.) , f / INP*0 '•.."'.. (N/C11%,, AD ' 4) TYPE QTY. SIZE SPACING SCIENTIFIC NAME COMMON NAME ,--- ikVia Olp . wirp r , /; . 44,41,.., ,..;...,... .„ J... .4.- ,.. . , ,.. , :.•:..: .0- ,, , cv ...• , . , .., itzt „ , in 1 it--mw •- ' i•,.........r., seinne SHRUE35: e, ..... 2 .,..._ . \\ / ; ..-4:;:.-..*•:-.:.. , '‘. ../, , G .ST. w , , ! _ , .... • 4 A ' A. '.:'‘X.'....:"... Atge7 ,tx..../ , . . .. . ' t re ,7/ 1\ '.7/7/ / \ ,,, I ,., i // \\\\ -..--,..,.- .,:t.,....:,d. ' , •.-:4:.••i........ NIA...0 r,-.1 (I) 60 2 gal. 4' O.C. Corms stolonifera Red-Osier Dogwood . • V., 11,Mi . :;..,,ir 4#A I I P /A.11 k Tyl ' ' !Poilirfr AA / \ ■ . ‘,1111 # .4'., , ./,,,,,,, '•''.-..,::....,:.-.: .;.::::::.,..,'.. .. , •Olt"Piii: . 0 - 220 2 gal. 3' O.G. Erica x darleyensis 'Earley Dale' Darley Dale Heather 380 f ' i eir ifir , ' 7 „, ..• .......... „:., ' ;01:::;211:::,i:1 . . i lil ii, . ,1, . • • i .... ,,, / ,-ii .4 ...; -....... , / fr,.„ 1:,,i,„.,,,,W,N • .,.-- • ,‘,40... (401,,A1 e 15 3 gal. 3 O.C. Euonymus alata 'Compacta' Compact Burning Bush , IM4F/ik, , /./' ,...N0,40.7.4. ',..--• -' ..•• . •,;4,4111% ..... , (bag 1%...::.: ---7" 41 11111 ii, ..,. ., 4.,;*,:lA 16,-.0 ,,Aki.„.:_ e--..--,,....„ „Ili . , e„..'A\ . - k. , 6( Pal 23 1 gal. 3' 0.C. Gaultheria shallon Sala' t'-'4 JE RE G. JOHNSON E""4 1 ,..,.. . . y.i.t;:•:,: '•,,:, ••' -• 1 Nip..4.100,i4 a -,,• b law .,: ,,, 11004 ' Or rA4Tel.' illIlli:iO24gaill VT....111"1111 1-01 ! 1 4 al .7 0 61 2 gal. 3' 0.C. Holodiscus discolor Oceanspray 1:6 OREGON toy, 4o,,:-..\ / • ..,.....:.:„...,-,•..... ..• i , ..,, , •.-,..-..,.:. --,..-7-.•-•,: ...-..• it:.;:, 40111. - , .t.,: •t .,--,'..-.:..,:..-•..t;,;.. ...........■Aost. A .......". .;iloggificr..., Vrigiali ;IT : i in-I — 6,9 .,-..,'... r 1 ' ,, - •,,, ,•••,,,, ,...4 :-.„ . , .:::-.........--,,... :......: ,,,• ,.4,..t..... ,v,t.;. 3 gal. 3' 0.C. Hydrangea macropNlla Glowing Embers - .N.V ' 4 elliKti' 0474.•;tk.t4‘111W ..• -• .‘,..., / : -'1-'-'- \‘‘.-40:-,-...;-2.-:';.-,,N....,-..i.;:t•:-...:•-1.., ..o• - 4.40 A ,f4r, 'Glowing Embers' naacitauif.' E3iglear Hydrangea 0 I, .4.* ' . '1„11,,, • jr.k;- '' rl FA • ' .2.:::,11,011k .r44:1116.:°• .1-.. .: •.**** CN ,ftti, pi,/AI4R,,,, -,..ir , '4111.......1111111‘12-1111114.1‘,T111°—‘11L-, 444s-jij,v#i-a14Illirlie-eit,r_--'4a' ::..:::.:\14,v'4atr:IZYCi'4/1Tr'I'l:gllgllIllil1/4",.o...m*Y'..::';i: -- '111 (1F:i iirtaff-Ak.2,'Itil.1 -11' gal <41PE A. .C) . , . - 7 *.Y /7'j;4111M11‘.% .' .. 411 P / Avis .'°i°1'.b.1.411111VASIT ri -.'-- z r 3 - ,... •li NW , ' e-)0 1" 4110 . • '-' ,,i...,.`:;.--..1-,V4r,...14.i-:":":...-"..,.,";;;.- 4.::, ,:..•,:t",;,,,::-:4p- -...2; 4# . 4E. ...,,, , ...oritio.:..ilf,1411.;:::?..::,i77,11::L"•I'".\ 32 gal 3' O.C. MI I Th oCnriea Coon:exa' jOarPeagnoens eGrape ki°1 1 9 -iviowi„-- ,411001Aw !! 100 alb 11: :till!) 1:1 - -- ,10 .• S. -/ r, 4-Dy \\ / limowso■■■•■■Nmi . w ..),..../.; ..,..,- At44'.*Ps :.::-/ / ..-\\ // , .44,4 / -.../' ....I eill. • 0 362 1 gal. 3' 0.C. Mahonia nervosa Longleaf Mahonia , . ..- st. ..-, ,e.--, , •••1•, 4.• .4.. 1 Are i .. ..,.. . • • •' i dL4." \\\ ' :1446 / 41(041tfl,,mt#14,410"":4044484444wArAll i • .. . . . ... :•. . ... .. ..• • • ••• - .../ ., 1r ...,,,,,,„1-1*-4, - , ,,,,,.,.... ik , ,,, ,,,.., \ .. . ,,, .. e— 31 3 gal. Pennisetum alopecuriodes Fountain Grass 7 ,, ,: 41) „0,; * A , .• , , . . • • •. • •_.„ ..... , ....... - . .... . i.,:..--:::. . ..:-:.,.: , . , , I ,'" II-. , . \ • .._ ... . ,4100; .,, CAri) 44 , ,,,,, iiiiiLltikihibxittililir 113, iliaill. 41! , a>4I 4 1 a ,„0 , - \ /- •.......-...•...„r - ,.. ,. ,., © 61 5 gal. 3' 0.C. Photinia glabra Japanese Photinia CANTERBURY \\ \\\ . „c * / JAI r I f- „ .- iiiir A y / \ \ „..:,,,..,...:•.,,,....,, , . Ale de , 0 22 2 gal. 3' O.C. Pacific Ninebark. :?\\ ••••''•!' ''' 4400P ..# i., . ,'all, /A ,,,;I. :,A-..--tl.• >, , 21 0, i ph9socarpus capitatus . / V . 10/,.,AP 401101 rOateflith , 1, i 0 191 2 gal. 3' 0.C. Polystichum munitum Western 5wordfern WOODS .., 4 ..„,„,,.... ......,;.,,.. ., ....... ...., ., it 4I■ ... -.....,. .4P --. ;), •• .1111 ' . . 1kiii‘lkOlj,1:4.,.... • 111, 'Ia.. 0 A a . 0 - '''.'i 'i' ely ..--11) ,:.-P' , Iirotirt•.14.;.--..1., „ ..•;•:... s‘r„pk,,, .;..- 441tkoN / , IfT w ii;,..e: .......- - ,-/ ... ' •,...;:-.,..,.:;:.',.4:,.....-..:.-.- 4 0- 185 2 gal. 3' 0.C. Potentilla fruticoca '5utter's Gold' 5utter's Gold Cinquefoil - , 9 ,,,./ '1011‘..4°. • -iN ..N, ...:.';':,;2';:::,.::. ••••%.!. ..•.':,'' 4 n 0-'0-1440, , vs /,,‹ ..4Liore-,.....-,..--,42,..• , ith:4.1, 1 tk 32,, IPA, siL4,i,-,, ,,,.4 , , /44,7 . , , ' gr \\ cqir.o.f.-1;viI,*);,.:.4Pigio ,.-' I SO' 0 126 I&" 646 3' 0.C. Rhododendron "Purple Splendor" Purple Splendor Rhododendron , - .\:.•-:...;*-$•:::.!"...:*-:..i!.;:••..2;•••'• lor. 41‘", • .,fe,r..401/44p . . . .„.. ..4.;, _....,..1.7 - +1.1 tin ,.). .;. a4 -.40 , ...... \■ip-,,,,,,....-,..--... ,N.:..-.::,-,:,..-.: -.::...-- • , `',.,,P.-cli0 ,,. ' ,, '' Allti ,, ; ' \\ -.' i. - ' ,,- --.,114,,:, :,...1,5‘,:,•,,,,;:. !......:.::.,...,:,......„:. 4 ■1/4-7.1%-1.40".1iliu& , Akowlz,„,,.4:),;,, .,- s 0— 39 2 gal. 3' 0.C. Rosa Nutkana Nootka Rose -4,e•"'",.....lw- . N. - • 4V, / tr Mr' \\ / ,M 1lVil ...,,,. 4,- . , A, - 7,4k. ' ' ''':‘,t,iTif„.kii."41-.7,-",:j•,\,,,,:::.7. .!.''..!" 4 #4,, IN 1 ao • VIA *40%, - .,, \ -1 - I 3' 0.C. Sarcococca ruacifolia Fragrant Sarcococca / ' ...,........., -1.-4m.i."..;•::;41;fi..V..::'..::.' / .2 \ .,1.!. ' , -' NCI'4:**04, ,10'/Ir \ . ,, . \\'.' / 47.)7 ,... 4111r1S:ifilP 474 7\\\ , •\-.\/'/' :, ::....4.,........;....:......E.*:.......;:°*7. l..a.41•7:,tp/4f 41111" ,r''-.... ;..NA1.v-■ .....,y 144/Nr 409#4# s, •■ ...... , Ayr414/101 Alt '6'1'6 /40 I 1 I I I 1)1, \ ., .•- / .. ..,a 0— 211 2 gal. 3' 0.C. Spiraea x bumalda 'Anthony Waterer' Anthony Waterer Bumald Spirea • . •\;-, Ct .4to. , , „ .,...... . ..... 4.::::. . • ,- de e 124 3 gal. 3 O.C. Viburnum davidii David's Viburnum mmmo■■mmmomm. NN,kb400,48tid," rjh A ,......3 .\ „ ,,, Ne , . ,,,,... ... ;N\74.1r ur;4itlilip‘/1or 4,00#4 Alfrl \hithl ' \\ 40, 4V146*1 44.0 °A119111 ,, . \ . ,...ip •, .. , ,- .. \ ,,, 0. ,44:....„:3,‘, „ . . ....:..,:..,:.:,•..../...•..t.,.. #/ ., 4,4100,4„ 0 4110,0„.".„ ge04004„prAi.„1:40 \l'\4101,44j:: I:1114:4.,„.c..„,41P.7,40:143,1_,\t„. 14,:. ,:l...:"''''''''.. ..., . „sloop \ \.:: . •,. :.,. . Ail.. .• ...• •• ...... \ ...... 5 gal. 3' O.C. Viburnum plicatum tomentosum Doublefile Viburnum 4/,- '\ . . • . „lei; .:...- ,,,-, WV — 4 , /, - \ , s : \ ,r ,..... , . „ . , . .....„... „..........,, f'.:•,.,... \ efilk \ 4100! 4114 4111110,1ar .., 'W.1..‘,....'l.4...'. '1407 •4• . 1 0 •/ / 111: 4)>:..„ '‘.''.. ' 4,8 \ ' J5 , -, ‘‘:11lh*:,,, , ..- , . •.,.......,.,. ,.: :.• :: ....:•, \ , ,. .„......- „ , , ,. N,,k9,,,rip•"N41", ::::! • ..f... .4*• \' , \ AMP 41 , ,'41 ■ ... TYPE QTY. SIZE SPACING SCIENTIFIC NAME COMMON NAME „Ay\ .0...... ar , 0, •fltt4'201- .i... ,N/ \\ s. :t. , ao,".fp'.lid \ ANIVVI'l`.1' tirCleAllw, e .41 ,,,,w .4 ibilw.' .41:B- I 8 46, . /...A if 4. - , 4 i‘.,o'ICV.:..,.le,,,,,mittill i= GROUNDCOVER: ...- 44,04•40K PLANTING PLAN ■ - :;;;....:,,....1,.*"..;., ' ,• .. *-ay r if 1454Aved.14174Arly L17"... N ,.'..-.-----.!-..;.-•--A:'••••••• -,...,,,,; ;;;J,-...- Asps 4,I 1;, -AA,A e0,* 4(vtilvtii oil „ 41111PiERII`.4111k ....*: ::::' ' "44""•"""v"'''•'"4 , - , ...•r '...< .' .".,-.:' .,•• ': .4'.11W.' 4000 .., , Ai-Al■10111%`•kV■4710,41• 'A te.*******************4 4: , A ,,,,,, , =, ..4,-46,,..4 .... *N I V4■ 4?•#,' 1:* 1::::.4. \ ■Aftlik...--Siti,,4114.■ -..: -..-,..A, vr.-.^+ , .I if,i I V,‘0,1 ••••••••••••••••••••••••••• 510 1 gal. 30" O.C. Arctostaphylos uva-ursi Kinnikinnick SHEET 1 • 4, .Ari- treviii■.-...--.), ..:,. ,....' ;„-:...-:::::.:...:,--..:-.:.•...?,. v/PF fr-i 40N/N\' .•'.•:;.' *11 Vik A 4„,4,o ,, 44,4444.4.4.44,.44.4.4 ',at.:■• 4111,1%?.ill 1, .-'''': \ ':'?.I.'--':.■•.; '-.-' .- / ■ . t ,-....-'•, '., ,.,...,\ -..,-;.!4:: im'i'' , ..• AI, ,..„ • -9)- 4, .1:,;■.‘,,.:-.:,. AD ' Or ' "s 4414 ,,,,,,,,,44.:,:,... .,„ .. / \\ 4. __'4'060.---ii ,.. %T4,111t1 1 gal. 18" O.C. Vinca minor Dwarfs Periwinkle .4CA(+#4,- \ . , ,,....., N.,,,,,,„ .0,./!:,: . s' ' - • - *,1:"'N..'•:;......- . ..k as_ . 4, f.. 401.4110 .A,,*.-Nitttk4bs_.\:,;;:::;,\::‘1,.......;...I.,H...\ ,::• XVP/ / p i 4 . AA 320 \11.•//\ • / .. . - .., • .4.4.-.,.,,.... ,7 . , , ,.. , , ., ... . 0. . \ ,- \\\, . / , VI I.' i);- , \ \ ,,,, \\„ • \\ 240 1 gal. 30" O.C. Cotoneaster horizontal's Rock Cotoneaster , „ ,s1,4n.,ATf.e..4••■•• i pci,4% r „ \\<, , , 0 --", , 4 A.4 ,, \s„,,, \ ',/ iiitpt., , , .-----' \ , . k, ,e41,,,./1 / 40r -.. \\ , • 44/ at7s.,* icib44700, , , , ., ;4; \-1 \ \ WALO .... ':... ... ...- a s,,.. \ \ ) ‘`440 •*•': .,.;-' i . ( . .\ .. AL/ IIP f■■ ., I 40 , . , . , , 1. / \,<. : 4,..W AllOridp 0:: .' ..n.:*" \ * PLANT QUANTITIES SHOWN ARE TOTALS FOR THE ENTIRE PROJECT , . \\ . . , ,.. . i 4 e \ \ \ *0 7..•:.•-,'■ ' \ ,• \ ' . \ NO la . . _,...... Ipor Ar . . ..-. illib . , \ 441*/ . . . lir , , , ,t ,,..• \ \\ , , \ e 8# ..•■:... 111 NOTES: , / \, .-...., . ....., ..,,,\ 11," \- \\,, - \ . .„ \, ..,....-.:.... .: . , „ ,\ , . .,..: ...„, Awkets ., k..-,..■ 4 : 11Io ;‘. 1111 1 :, , /--, w,-.L / ,, tiv: 1. Lawn Is to be planted in the areas behind the housing units, to \ , \s\.„.- -, ,,,\ - iv,"-:*•1/4,,,ss., , \ '4"4•71C:illirli:- .,.... -• 41', itit s,• i 11111 '• '74""•' • :-.2 pillpa, .- „ ' s'K,\-.■ ' 411-"Igr.i\, Ai,. riiih.•er: (i.! Ar ; ,140,„ At* #4,4,4:1„. . _ oboe ifAto ir A rA 11-44.71--- allow for outdoor play zones. Use seed if planting is done between , ,. \\., • & 4,ft 0 . . 4.,t, .... ,.- .. 114,43" % *Ay \ \ 4.,. s, 10,0,-,F.Nto ,-,:p.:.--- .1/4 ., 4,54 ' .410v...,-. , , mid-April to mid-October, otherwise owner may require sod lawn. \ IP: \A'i , In.41711L!,1111 0-.0„,„... , ..„.. .... , 'yr, 4,44. # ,, ,, Aftio ; ,v,i.„411 , . ..: iul• 4,,..„• 0 , ,, .. .,„,,... X. 11W AI' •.."• 4 .-' -- \ c‘ ib&41,14 t 4' IOW.iii'.). /•'//' ,,i ' ,/11 //'';I//,/;' / I , /,/,/, , , 2. Apply the following seed mix for the lawn areas: 4.. its, /. / / ,,/,,,,,, ,,, ..•. -• ..• "1"11411,41)v,i,Atrol'. 00/01•4, w,,:///,--' \ ; Sunmark Shadow Turf Seed Mix, 8 lbs./1,000 s.f., hydroseed . loirir4-02%,... '4•••••• 'ir. 4 1 46, Al II ,'"•'''% ' ////g '/,///7/ ," "/?' application. \ , ike,,VIIII.4 • 1.:1... , fratc jilir Nol*,,I,H,016. glik ,. I .dom,tiatip4o, itt , \ ,. 4■/'!.i '44`s"ici.... //41 kV'' 4 . ..... \, : v ; %S* *s.,:::4, .-1' , 0 ., ; \ , v ., .... , ,,, ., • , ....,,,,,,,Er A i.,,, 11,100,-.....0 /7 .,, ,/.,,, // , , „ . ,. • , ..:,.., , iv.,— •0•0 01. 0 . - `‘' SHEET 2 , , .\ -: , ,„ . . ...,,...::,./ ...- , , , 3. Wildflower seed is to be planted in disturbed areas among \ .. .:1‘,„ 411I"Alp *:..-::,, ''' ,•, . ,r kter,,,.,. • 4 It Tali 1 ii._,• I I heavily treed areas, to provide a low maintenance tree understory. --1 I t 1 440,1pir,A 0 .•:,.: . • • ..•...- tia- 114 los , 1 .\\ _ 0 :,\,. ,\.0..t.\ Airfok wr . •, 11.4:„ ..,..;.....::,.. l'■Iir /A ,i■ 4 0111111rs W. I 2 1 VILILIGOis 11 1 1 ,. , ' de rAe \ ' - irrok.:010 or • I ; vritts3 , 4. Apply the following seed mix For the wildflower areas: Shade 4tr'-'*\ ■ t -I ,4`11 - 1 dOty . ... -41.40,, .!::,.:i;.....,., 2 44": *** ir' N40‘11.1"°' 1 , \ %,;ix / / ,/,/,,,,,,,,/,:;,7,4//,,/1/ ,,17:/,,,-,/,:,,,,,,,,:zi,-/,,,/i7//;,,,,,,,:,,/„,,,/,/,,),,';,,,////,;.,///,,,// //,,,,,,,/,;,/,,,:://,,,:/,,,::,,,; %-", ,,y; /7//',/ ,`/', '/,'7v,%/1,-;<,/ ,/,7/ ‘ mip$4110 % Wildflower Mix, 0.5 lbs./1,000 s.f., hydroseed application. •,., \' '' ' 40 s- ..**tk, ;40'1' 'I . - . f ew• ;,„-........:, v#4 '4..:''•" ,,,'/// ////,/-;,/ ..;--'////i///:-/. ',. ‘ 1 wAt",,rf, //y/ ,/, / amommommmommismmamm■i vit* ' 2''4 1-* liqt 4■ • . „, .. , . .. i .. • . -• \ \ ,f4,$•11).ii II it ‘ 1 AW i \ :11.i'sils' .unint..aarwkn SaendedWsildl-faloawnsi4e-e1d33a3\./ailable at , --, ACW , 4r4 4. ,, v. ...c.,41,1site.4) 1 .1 1 01„1„ami % #1,41, ,‘ 01, PROJECT NO.: 395-063 , .\,,,:-,,,,,-ie 440111.1._ ,- .'411■:.•5:;* . / ,',:-'';' . ,&--,40,--A44 1 t k llit;er.: , . ''',,,s,10..As' 41P, 101Peot ..:.% 1,......... , ;!P;1,1);41Plir::;4174 i'iiii..14., ' //-/ :'/:/,:!:, ,,,,' /4/,x;://4,5?:A 'TYPE: Planning ,,,, 1646 t,1,A 4.64 , .44•,;,,--..,„.: 1‘ ./ \.:.% /,',,,+1.A.-...■4v....ri - 1 *WO 111".4;1704 ,...........z....::■;:...... , /.. :42/ ,/ /: ,, •., ,,,/ At\fl.,'", \ ....•41,441:1(/‘'SAWA ' 110610 \ s .,,.' v.a•* 4 .,4.. t 6. Follow manufacturer recommendations regarding seed area DATE: 04.12.04 - 7:I.:\ . ..- ...1..■.„ ■ -..-.. e.a& - 4 ..... .,......411101p • a 11,„milli . .?■ , '.• . r.... . 'VW 0........tIllw ri 119 1 '// ://<,;,,::;:://4//77://.(z:/7,,,4',,/: ,',:z // ,i,/ ,/,.,;, ;./,//7, preparation, application rates, timing, and maintenance. .-;.'..- , l li..,„ iii,„ •::.. . .. -.at ..,, , . /,/ , ,, , , /- x/ „ ,,,,,, , ,:\ -.. - .• ..m.91,*, ii ) . , ,N,.....„...,.. N., , , 4.,. ., . \IANF.11Lit.,1■. 1' , ' 1‘4 ‘\ \%k..'7 qi:4:.i..71/4:670111 1.”':.''' v.,t11111,3, "/' ///;"' SCALE .. .. ... ......ay. . . ,... ., 1111'-"RQ,, . •Ir77 . , • 74• • ,.t , , r• • --a r Si p \N' ''4.. °C) .• 4t. 4' Ailli ,1„. *::: ;:,_ ..,..i.:,liii.;:i;::; . .. .!.:T**:......':!.::,,.'..t.11::1: :. **14"":7.::..Aul .,:;'•*iif.?;•:"'.. ..i,:-:.....;.:.. , ,,, l ,,,,.4 ' (epfee, .1 0. _ #040 i .1 SfreT ''4i-.-=:' ,. ... , • ' '. • t ::16;;Itc,:illi",,■,, .•••:-,-:7::A tv 4 ,...1 * 0,,•••e, .4";"V1... 1. .„. .0 0\ SHEET 3 1..... 1 ..... .., - 60 30__.180sammiiim0 15 30 1:41 ....- A.,„.... ... - -....•:. - c51 . . . ,..... . .....- \ .. ,. -<*.:- -.!• -411,,..***Iiiiali. ..,-.....,. ..•:-:,%*:" '' <) 100 , \ ''' , .t:::: ,./ , , , , , v. 1 ,._ 4! „.p,le,p4,11:' ' O. 4.4 * ...A% . . SF 00011 . . .*Nsik' 0•;:..*:-. l 172 .4'4444, , . , -. - - A Nt ,,*" ' (i-I Li IOW , , , # -!•" * ■# , itr,,. S■ 0\ - eta ;_ :ipi np_,.,4,......t,... / ,...,.4111,7- ,,' / Sosp ' ' liso SOW ,,. ' '41.1 11 11/ , • 1SP 4„2 ' II 11N = 30 FT .., ,- \ " il ' ,,,,,,.,,,,.t...„,„„„, - 1 '‘,.%,,., < 11°1 N:\proJ\328-024\dwg\32824PLANT.dwg - SHEET: Plant Plant Apr 11, 2005 - 2:30pm clv , , , PLANT SCHEDULE ,,,,,,,„, „,,,,,,,-..,. ),.r..f,, .3.,...., ,...,„ .„,,. TYPE SIZE I SPACING SCIENTIFIC NAME COMMON NAME REMARKS TYPE SiZE SPACING SCIENTIFIC NAME COMMON NAME ` TREES: SHRUBS: Ti• 5' B4B As Shown Abies grandis Grand Fir — 2 gal. 4' O.C. Gornus stolonlfera Red-Osier Dogwood 6 — 2 gal. 3' D.C. Erica x darleyensis 'Darley Dale' Darley Dale Heather 0 5' B4B As Shown Acer circinatum Vine Maple Multi-Trunk e 3 gal. 3' O.C. Euonymus alata 'Compacta' Compact Burning Bush AEI — i gal. 3' O.C. Gaultheria shallon Salal 2" cal. As Shown Acer rubrum 'Scarsen' "Scarlet Sentinal' maple 0 2 gal. 3' O.G. I-{oiodiscus discolor Oceanspray 0 aoa — 3 gal. 3' O.C. Hydrangea macrophylla Glowing Embers PLAZA WEST SUITE 230 5 gal. As Shown Amelanchier alnifolia Saskatoon Serviceberry 'Glowing Embers' F3igleaf Hydrangea 6 2 gal. 3' O.C. Ilex Crenata 'Convexa' Japanese Holly 9600 SW OAK 40 2" cal. As Shown Betula pendula 'Dalecarlica' Gutleaf Weeping Birch `;�;— 3 gal. 3' O.C. Mahonia aquifolium Oregon &ape PORTLAND,OR 97223 0 1 gal. 3' O.C. Mahonia nervosa Longleaf Mahonia TEL 503-452-8003 . 2" cal. As Shown Cornus 'Eddie's White Wonder' Eddie's White Wonder dogwood e— 3 gal. 3' O.C. Pennisetum alopecuriodes Fountain Grass FAX 503-452-8043 0 5 gal. 3' O.C. Photinia glabra Japanese Photinia SHEET 2�, 5 gal. As Shown Cup r essocypa ris le I n ii Leyland cyp ress S H E TT 1 www.alpha-eng.COm 0— 2 gal. 3' O.C. Physocarpus capitatus Pacific Ninebark simmumworort 2 gal. 3' D.C. Polystichum munitum Western Sword ern 2" cal. As Shown Fraxinu5 oxycarpa 'Raywood' Raywood ash REVISIONS 0— 2 gal. 3' O.C. Potentilla fruticoca 'Sutter's Gold' Sutter's Gold Cinquefoil 1►A a i8" B4B 3' D.C. Rhododendron "Purple Splendor" Purple Splendor Rhododendron NO. DATE . 5' B4B As Shown Rhus typhina Staghorn sumac 0— 2 gal. 3' O.C. Rosa Nutkana Nootka Rose ''' ''''/%71 iii.;► r U 5 gal. Y O.C. Sarcococca ruscifolia Fragrant Sarcococca o 5 B4B A5 Shown Thu a licata Western Hemlock '"'Jy I .— 2 gal. 3 O.C. Spiraea x bumalda Anthony Waterer Anthony Waterer Bumald Spirea ! „ / 'z,"-",;/://,. '%'/�, it/%•i��/ i. , 3 gal. 3' O.C. r avidii David's Viburnum i %, ” ,', , ; ;, . . , �'} 6� g Viburnum d D ,/, /i/, �, �/ i //f'r // 5' B4B As Shown Tsu a hetero h ila Western red cedar /� j 410 I•. — 5 gal. 3' O.C. Viburnum plicatum tomentosum Doublefile Viburnum 2" cal. As Shown Zelkova serrata 'I-lalka' i-lalka zelkova TYPE SIZE SPACING SCIENTIFIC NAME COMMON NAME 410 Existing Trees GROUNDCOVER: '••••••••'••'• I al. 30" O.C. Arctosta h loe uva-ursi �••'•'•'•'•'•'•'•'•'•'•'•'� g p y Kinnikinnick rA I gal. IS" O.G. Vinca minor Dwarf Periwinkle `\� I gal. 30" D.C. Cotoneaster horizontalis Rock Cotoneaster 4&CI1S rn 30 * PLANT QUANTITIES FOR THE ENTIRE PROJECT ARE SHOWN ON PLANTING PLAN 1. t-� JEFFRE G. JOHNSON C..).;�. .J•' ,. i ►k.'.. /R•�y,, ✓ • \ yIr •;.*:-..:.• ` •\ I I I I i ' J • -..+�i_ t': ►O' # '".' „' /• 'r �•1\,,- .• ‘, Vo-i_ _ �t' ,,: ••.vi„�/ , fir \\ \\ .r'` '� ►'�■.�� iYFIQ! ,'���1•i , ► �� ���T"� t'"� �� ►�'�r�� + r�` • �I 1t Gam,, '+1�•- rrI\ ,��lll1��, �' \\ �` �- _°•.�� \ :...\\ ,��fl. 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PLANTU'4G PLAN• la Milli f N .. \■ is°-:.. r vv:441.vi+;l . :�i; ... ,,,. , :;; ....: s_ k.5` .+" • • -ry ��,j ....,;„,......00.10,01014 M'!►, `� Alli. elfil I r 4;0 •\ i . \ ... N, /4'`' + y�.\� ":% �. t ,. ;° Q i� r' tom" a.',---..„..,..-1,...,0 t 1 1��/'r`�. 1 1 1 ,144'..—' `1r1/ lit.{{,; `` �i 40.......i,ro:Polytt , SHEET„, . 441 am sos SOO Pi*1111P111 III "1..4 I.1 •' Ittrifl$ ‘ 1,, / \ wk‘..-.77 /11.11"ks 74/. ;4,P-ar • ,\ 4t'''' ,1 f ,,.�*'It. - i- �w,; / �� 7:1 !: 1• 1\ \ \l��..t,/ a'•►,7," / / e «rte y��i+A' 1 1 �/,9���, 1 1 1 ±�Fly#!+S��rI. �i11 '`'' : ,' J, 1t 1�� �, \ :,+ ► it / ,�+� .. .. , !r I� Al •... • • t.4!1.111 \„, #'\ 'Is ,„ Nit,le°~ 'AO'' ; / / �/ 'tiIli WOO*•. %%A 't:- 1 ` 1 '1 �''°,�1�'�,'♦ � 44144 �" // . a�! ■,• I1•`„\ t ..•,II / / , t#''• 1 1 1 �'".-,'r/+l ~yo1. i l �' ♦i r� ��. �� "` �1k i,, w^ , ....::.**,■■ / / "' p i e 1 \ - f t '� .... - s. \‘ \ ,. .\ .,„- „,....„ww ita,Ar,*".8 < 1.7 . 'A►1��/+ ( i0�.i 1 1 1 V i'�,t {I'►,�pw''. k i' "�► - r —:: + 1 v �` /,1 1, ii II\\�_ 11111r,1 , 41.%•41141tlikirtt0 ' .4 fri 0,.... .111irovoi---. , itl- i N.\ . 11,.. ....-011. 1";it*:Sir , Illia■ ,2o,p - / ,,,,, , 1 ,,,ligtik S '''. ... \ • • 441111",, N 1 111.11111111111111 401111V4111.11,-11110110111.1.111.1110) ''..'''' ' V\ .1,,,, . . ' ` . ►•;��r PliA '�., �j�,��j�I►-J *w- �� 1► y '<<•I' ''�► _ BYO?� 1 / t 1'� �i//�i ►� ��► Illtlill, s., .,,,.....‘ ',tea v/ ,��� �,,,...r+'a� .► .*�► / j y-�' `4- .t.; -.• c 41� .r.' � i Aifittl ill.. . ... . , ‘ ••••...... • •••• ,.4 1,.%'W4.10 44.n° . -I e ' 7;'' ' #,, viiiiii,,,, ,..2 1 _,,,,:. „lAt..• ogy ‘,.. . ilifi. . .0,0:stia ... ,. "ii ..._ � - -.• \Nki,t41:,,,,\ lit* , . 1 \ •-i a- •...•.•••.••-a- I•• •- -- ..11•al .lY ^,1 iI♦ ��.Y.� 1.�100‘ Ilk .I...�YD �.a-.�.�I�I..- �•. ' i. awl ate` iippli . I��V�Al����. / •a�1�.�..� :1�.�M.I�—�.�.�.�.� WO a.. , � .-,Y i { + PROJECT NO 395-063 '. '-' TYPE: Planning DATE: 04.12.04 SCALE (i3 ii5irmiiiimmio 15 30 60 1 IN = 30 FT L. 3 N:\pro)\328-024\dwg\32824PLANT.dwg - SHEET: Plant Plan3 Apr 11, 2005 - 2:31pm clv ......_.... ,,,.., _, . GENERAL NOTES: LANDSCAPE SPECIFICATIONS 4u: ..„ , , : . General PLANTING 1. Plans and details on sheets 8-((constitute SECTION Al - 4 , the construction documents for landscape improvements at Canterbury General Specifications °a :eded Lawn , ,AA:. development in Tigard, Oregon. L Any discrepancies between these plans and the actual field conditions shall be 1. Grade base to maintain existing rough grading drainage, providing uniform and 2. The Landscape Contractor must be licensed to perform this work in the reported p plant continuous slopes maintaining minimum 2% drainage unless noted for males. re orted to the Owner. In case of discrepancies between (ant p 9 9 State of Oregon. schedule, call-outs and plan, PLAN shall govern. 2. Rake and remove weeds and rocks over 1-1/4" in size in top 4" of soil. 3. All local, Municipal, County and State laws regarding uses and regulations 2. Notify owner for approval of fine grading prior to commencing plant 3. Apple ground limestone at rate of 80 pounds per 1,000 square feet. AEI governing or relating to any portion of the work depicted on these plans and details installation. 4. Thoroughly mix and then till (rototill) soil additives into soil base a minimum of b" in a are hereby incorporated into and made part of these specifications, and their 3. The Contractor shall maintain a clean and orderly construction site, removing all moist condition, then reestablish a level, smooth surface. provisions shall be carried out by the contractor. rubble, debris and excess materials. These materials to be properly disposed of off 5. Roller seed bed with water filled roller in two directions to firm up bed. Regrade if 4. The Contractor shall obtain all necessary licenses, bonds, permits, and insurance site in a timely manner to avoid unreasonable disruption or mess. necessary. IIIIIIIIIIIMIIIIIIIIIIIIIMIIMIIIIIIIIIIIMIIIIIIIMIIIII required to perform the work indicated herein before commencing work and shall be 4. All paved areas, fences or surfaces stained or soiled from landscape material shall b. Spread Turf Treat lawn fertilizer at a rate of 5 pounds per 1,000 square feet. responsible for coordinating work with all parties involved, including jurisdictional. be cleaned. All surfaces shall be washed with proper equipment and materials as 1. Sow specified lawn seed (minimum 1 pounds/1,000 square feet unless otherwise PLAZA WEST SUITE 230 5. Contractor is responsible For locating and protecting any and all existing utilities on approved by the Owner. Sta g e no dirt or bark in p ublic streets without specified) by seeder (do not apply if wind exceeds 5 mph) evenly over entire area by and adjacent to the project prior to beginning construction. Owners approval. sowing equal quantity in two directions at right angles. 9600 SW OAK b. The Contractor shall locate and protect all existing utilities and features on and 5. All trees, shrubs and ground covers to be planted as per plan, specifications and 8. Rake seed lightly into top 1/3" of soil, roll lightly. adjacent to the project site Burin p construction, and shall repair at his own expense details. After final raking, all shrub beds, tree rings and mowing strips shall receive 9. Apply mulch of damp peat moss 1/8" - 3/1 b" deep. PORTLAND,OR 97223 p g p a 3" layer of medium grade COMPOSTED hem/fir bark mulch. 10. Keep mulch dark with moisture until grass is up. all damage resulting From his operations or negligence. y g 11. Protect and maintain the seeded area until acceptance of established lawn. TEL 503-452-8003 1. Protect existing buildings, walls, fences, pavements, reference points, monuments b. Any changes or substitutions in plant material or revisions to plant locations to be and markers on and adjacent to this site. Protect work and materials of other approved by Landscape Architect prior to planting. Adjust plant locations in Note: Nydroseeding is an approved alternative unless otherwise noted. i-�ydroseed FAX 503-452-8043 trades. Use all means necessary to protect the public from injury at all times. coordination with Owner if deviations from planting plan are necessary any areas with slopes greater than 4:1. Clean up all overspray not in the designated lawn area. www en al ha- Go 8. Any discrepancies between these plans and the actual field conditions shall be due to unknown site conditions. 12. Regrade, repair, and reseed all washouts and thin areas. P � m � reported to the Landscape Architect prior to working in the affected area. 1. Plant materials shall conform to American Nursery Association standards governing 9. The Contractor shall maintain a clean and orderly construction site, removing all health, size, branching habit, form, and root development. rubble, debris and excess materials. These materials shall be properly disposed of REVISIONS off site in a timely manner to avoid unreasonable disruption or mess. No materials SECTION A2 DATE shall be staged in public streets without written approval of the Landscape Architect. Planting Specifications NO. 10. Plant materials shall conform to American Nursery Association standards 1. Backfill soil for all plants shall be a mixture of three equal parts topsoil (from site)± governing health, size, branching habit, form, and root development. rotted manure or mushroom compost± and rotted sawdust or leaf mulch. See planting details. General Inspection and Acceptance 2. As necessary: Preparation of soil for perennial overseed areas consists of 1/3 of APPROVED 1. The landscape contractor is to maintain the plant material until the work is rotted sawdust or animal manure, 1/3 well drained sandy loam, 1/3 native soil, mix completely. completed through final acceptance of the project. See planting instructions below. MAINTENANCE 2. The project remains incomplete until accepted by owner. Trees SECTION SI 3. Seeded lawn areas will be accepted provided a healthy, generally uniform in color, 1. All trees to be healthy, disease-free, well branched, with straight trunks and well Maintenance Species ions During Construction close stand of the specified grass is established, free of bare spots, weeds, ponding, crowned. Remove all dead, dying, and crossed branches. They shall have no cut 1. The Contractor shall maintain all landscape areas until project completion and non-continuous slopes and surface irregularities. off limbs over 3/4" diameter not completely healed over. Trees shall be free of acceptance. 4. No fewer than two lawn mowings shall have occurred prior to final acceptance of scrapes and scars. 2. Maintenance shall include at a minimum: any section of the work. 2. Wire baskets shall be cut away completely. Avoid ball breakage. The first 2/3 of the A) Regrade and re-bark any settlement, or erosion washout. 5. Upon completion of the irrigation system, as a Burlap wrap shall be peeled away prior to backfill. Trees in tree wells shall be B) Monitor irrigation, adjust as required. condition of it's acceptance and for final payment, deliver to the Owner's installed with crown flush or above surrounding grade and paving cover ball with 3" C) Seeded area care includes reseeding, repairing, weeding, policing and representative the Following: of bark. removal of unwanted plant materials and debris during specified period. Regrade A) 'As-Built' drawings that include 3 prints and the supplied reproducible irrigation 3. All trees are to be planted a with approved material and reseed all washouts. Fall leaf removal is outside the showing at the min. valve location 4 size, controller number 4 size, GPM, pipe minimum of 24" from any fence, pole, wall, curb, sidewalk, property line or any other scope of this maintenance specification. GISTE4`c' size, heads, quick couplers, manual drain and all other required system landscape feature, unless specifically called out in the plan. Trees shall be placed a D) Composted bark mulch shall be maintained or brought to a 3" depth during components. This base contains all revisions to the irrigation including a minimum of 1' from irrigation rotor heads, minimum of 5' from street lights, nless this maintenance period. `- �� p g g g - g - p Controller Zone Reference chart and controller operation manual. noted otherwise. E) Maintain all tree stakes and guys. 380 4..4:34441 B) Owner instruction for operation of system components 4 system winterization. 4. Trees in tree wells shall be centered. Over excavate all compacted material. F) Maintain all barked areas weed free during maintenance period. b. When the landscape work is completed, including the above-described 5. Plant all trees according to details. Orient best side to dominant view. G) Any unsatisfactory conditions arising during this maintenance period shall be r JEFFRE G. JOHNSON E'' maintenance, the Landscape Architect will, upon request, make an inspection to Shrubs brought immediately to the attention of the Owner. 'P. determine project acceptability. Notify Landscape Architect 48 hours prior to visit. 1. All shrubs to be container stock or bare root during season, well branched, healthy, OREGON fq The Landscape Architect shall determine whether the project is substantially disease free specimen materials. Plant minimum 24" from edge of paving, 24" from ',c.� ��' complete and conditionally or unconditionally acceptable. existing trees and 24" from new trees. Plant minimum 18" from adjacent private �� �' 1. 1. Where inspected landscape work does not comply with the specified requirements, property lines. pE Ng replace rejected work and continue specified site maintenance until reinspected by 2. Plant all shrubs according to details. Orient best side to view. the Landscape Architect and Found to be acceptable. Remove rejected plants and Ground Covers materials promptly from the project site. 1. All ground covers to have I year minimum root development, with crown 8. Final acceptance shall be in writing from the Landscape Architect or by Landscape proportionate to container. Plant using triangular spacing± locate ground cover one Architect's release of the project retainer. half of specified spacing distance from any curb, sidewalk or other surface unless 9. This Landscape Contract requires that all workmanship, supplied materials, site otherwise specified. See planting schedule for spacing distances. CANTE RB U RY furnishings, plants, lawn areas, and the irrigation system shall be guaranteed, upon 2. Plant all ground cover according to details. completion, (except for acts of nature and vandalism) for 1 year from Job acceptance. SECTION 43 Lawn Area Instailat.ion VVOO D S 1. Owner to review and approve layout of lawn area prior to seeding. Receive approval of fine grading prior to lawn installation. 2. All lawn areas adjoining sidewalks, concrete slabs, manholes or curbs are to be installed flush with the tops of each surface to Facilitate mowing and maintenance. Lawn areas adjoining fences, walls, utility vaults, buildings or other site features, shall have a uniform b" barked mowing strip with catch to facilitate mowing and maintenance. PLANT ALL TREES W/ TOP OF ROOTBALL 1" ABOVE FINISH GRADE j STAKE w/ TRIPLE G.o P LAN T I N G /, Z"x2"x8' D.F. STAKES RUBBER HOSE DOU>SLE 0 2'-6" MIN. BELOW GRADE �► STRAND 14 GA. GALV. o,, , WIRE OR APPROVED�►,,, 0 i/' CUT TOP OF STAKE BELOW 'CHAIN LOCK' S P E C I F I CATION S 1,/ 0%,I 0n / � CANOPY : TYPICAL SHRUB TYPICAL ateouNDCOvER an Oav OQ r a 3" MIN. MEDIUM GRADE U1 C and D ETAILS Dv�, 'CHAIN LOCK TYPE GUY HEMLOCK BARK MULCH PROVIDE POSITIVE 18" O.C. TRIANGULAR PLANTiNCx 0 0 1�r 0 Qp 0o OR STRAND 14 GA. DRAINAGE FROM UNLESS NOTED i�,'/, 4� 0 ,o i� GALV. WIRE W/ H05E -1,41 CUT 4 REMOVE ALL WIRE g OF AZALEAS 0 a/0,1 oR APPROVED EQUAL BASKETS. CUT 4 LOOSEN PLANTING POCKET a RHODODENDRONS PL P 0',/, /, 00$/ REMOVE ALL WiRE BASKETS ,, ALL BURLAP BACKFILL W/ 3-UJAY / r l o CUT LOOSEN 1�3LIRLAF' -_--•` 3" MEDIUM BARK MiX OF EQUAL PARTS 1 I - NOTE: PLANT WITH AS SPECIFIED r i/2 '~ ROOTBALL 1" ABOVE TOPSOIL, ROTTED MANURE / 6" 3" OF MEDIUM GRADE BARK il . AS SPECIFIED TREE FINISH GRADE LOOSEN SOIL BELJ LEAF MULCH 1/2 HEIGHT a- � ROOTBALL (4" FOR .40.0......, 36" DIAMETER MULCH RING , LOCATE 2"X2"X24" D.F. d TREE FOR TREES IN LAWN '� e r STAKES OUTSIDE GROUNDCOvER 4 !i` ft4 p ',Ai FINISH _,,,, DRIPLINE �n/ <'1 ,' +. HEIGHT rlt 6 FOR SHRUBS) / GRADE Ali I �'- �'i FINISH *0, _ _ ', ,f.. `,.' �-.. GRADE r III=i I =�' I- FERTILIZER TABLETS 2T - i�- ' 1,-0A- -1 =11 G I =11 1/3 DEPTH OF ROOTBALL. - t !fL:I IUSE (u 2t cR. 'AGRI- I III=1 I = _ •41 11/2 TAE3. FOR EA. ,,-r an n-� _ - ROO A L= ti•.7��'•: I I- / " MIN. DEPTH I 11 III=1 T8 L I I.SX 1.-1 �� I III 1 2 TREE CALIPER 1 1/2 - 3-wAY sACKFiLL Mix EQUAL DEPTH n ...."�.""_► 1= ROOIBALL -_ • -"' PARTS TOPSOIL, ROTTED -11 0.•:- POLYMER GRANULES iii �;,,�;- III, I ROOTBALL - P R OPS L RO ED - _ itv DEPTH 1 I-- MANURE 4 LEAF�MULCH ." _" �`' '-] =( •+ 1.5 LBS✓C.Y. SOIL MIX ''' -""'- "` - I Il IT _ -11 I: I I�,.I I I I I EI I E I . 111.;. 1 I 1 --n i j--r `. 3-WAY BACKFILL MIX EQUAL 11- < ' °c >L BREAK UP SUB-SOIL PARTS TOPSOIL, ROTTED / ffr _ ... f �' MIN. 4" AND CROWN FOR - �'' I 1 I 1 ITI- - MANURE 4 LEAF MULCH DRAINAGE 2X ROOTSALL MIN. WIDTH BREAK UP SUB-SOIL PROJECT NO.: 395-063 /2X ROOTSALL WIDTH MIN. 4" AND CROWN FOR 2X ROOTI3ALL/ DRAIN TYPE: Planning 9 Deciduous Tree Planting Detail nts Evergreen Tree Planting Detail nts Shrub & Groundcover Detail nts DATE: 04.12.04 section section 411 section PLANTING DETAILS L4 A N.T.S. N:\pro1\328-024\dwg\32824PLANT,dwg - SHEET: Specifications Apr 11, 2005 - 2:31pm civ