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HomeMy WebLinkAboutPermit 76-28-W - BENARYOA COMPANY - ENVIRONMENTAL IMPACT STATEMENT WAIVERAN, HOHAGC ATLANTA BETHESDA BILLINGS BOCA RATON 005TON CHICAGO CINCINNATI C RANFORD DENVER HOUSTON LOS ANGLLCS NEW ORLEANS NEW YORK. PHOENIX PORTLAND SALT LAKE CITY SAN FRANCISCO SANTA BARBARA SEATTLE Gentlemen: INTRODUCTION Jack A. Benaroya Company 5950 Sixth Avenue South Seattle, Washington 98106 Attention: Mr. Jim Bakke IDA n' t S 0 C E CONSULTANTS IN THE ENVIRONMENTAL AND APPLIED EARTH SCIENCES July 26, 1976 Report of Inspection Proposed Cut for Railroad Realignment Giovanneli Property Tukwila, Washington BEIRUI MELBOURNE CALGARY PERTH JAKARTA SINGAPORE JOHANNESBURG SYDNEY LAGOS TEHRAN LONDON TOKYO MADRID TORONTO VANCOUVER,O.C. 1'AIROAN1S SYRACUSE HONOLULU WASHINGTON,D.C. WHITE PLAINS Pat 2 3 ' I t / SUITE 500,NORTHGATE EXECUTIVE CENTER • 155 N.E.100"_'' STREET • SEATTLE,WASHINGTON 98125 • 1206) 523 -0560 CABLE: DAMEMORE TWX: 910-444 -2021 At the request of Mr. Jim Bakke, we have made a brief reconnaissance of a hillside cut area on the Giovanneli Property. The cut involves the removal of material from the nose of a ridge to form the right -of -way for a realigned railroad spur. We recently developed preliminary comments and recommendations concerning the proposed cut, based on the results of borings performed at nearby locations and our general knowledge of the area. These comments and recommendations were given to you in a letter dated July 20, 1976. In this letter we recommended a tentative design slope of 1.25:1 (horizontal to vertical) with 10 -foot wide benches at approximate 40 -foot intervals in elevation. This recommendation was made with the understanding that we would provide inspection during the excavation and that a program of erosion protection would be carried out, • consisting of initial seeding with grasses followed by planting with deep- rooted vegetation. Reseeding of exposed soil is to be accomplished as soon as possible following excavation. We understand that the City of Tukwila has expressed concern over cutting the ridge, in view of previous experiences in the vicinity of the Tukwila Interchange, where cuts of moderate steepness have initiated large -scale earth movements. On July 21, 1976, an engineer from our staff inspected soil exposures in limited areas at the base of the ridge where grading and clearing had been initiated. The purpose of this inspection was to con- firm the existence of intact, glacially consolidated soils as assumed in our SITE CONDITIONS DA%VVIES 0 M COO RE Jack A. Benaroya Company July 26, 1976 Page 2 letter of July 20, 1976, to determine the geological relationship of the exposed soils to the nearby surroundings, and to identify any conditions which might affect the stability of the slope. The soil exposures examined during this site visit consist of an initial cut extending from approximately Elevation 30 at the base of the ridge up to Elevation 50 to 55, and a small cleared area on the side of the ridge south and west of this cut lying at approximately Elevation 60. The soils exposed in the cut consist of very dense to hard silty sands and sandy silts in the upper portion of the cut, grading to very dense medium sands near the toe of the ridge. The lower sand contains little or no fines. All of these soils have been preconsolidated under the weight of glacial ice. The excavation was started by undercutting the bank such that, at the time of our inspection, the upper part of the slope was overhanging the base. As a result of this oversteepening, a significant amount of the sandy material had sloughed down from the exposed cut face. The small cleared area, at approximately Elevation 60, exposes the contact between a very dense silty fine sand and an underlying hard silt stratum. The silty sand just above the contact was slightly damp; however, no trace of seepage could be found in a close examination of the general area. The near- surface portion of the silt, which was exposed in this cleared area, is jointed. The joint surfaces are oxidized to a dark brown and reddish brown color. Seepage was noted at the toe of the from a layer of clean, medium sand. at or below Elevation 30. No other of the ridge within the area of the DISCUSSION AND RECOMMENDATIONS ridge at several locations, emanating All of the seepage areas occurred seepage was noted in a reconnaissance proposed cut. The results of our inspection, together with previous explorations upslope from the proposed cut area, indicate that the materials within the area affected by the cut are of a different geologic sequence than the relatively unstable, highly fractured silt deposits of Vashon Age which lie to the north. The hard silt stratum at the site consists of a pre - Vashon deposit similar to that encountered in the adjacent borrow areas to the south. This stratum is relatively intact and exhibits good engineering properties. We understand that the proposed railroad alignment will lie at approximately Elevation 22 in the vicinity of the cut, well below the level of seepage ®IA inn ES 8 PAICODIR E Jack A. Benaroya Company July 26, 1976 Page 3 noted during our inspection. We therefore recommend the following measures and procedures to provide control of ground water and maintain stability of the slope during the excavation. 1. The initial operation should consist of excavating a shallow trench or a series of trenches down the slope within the planned cut area to allow an early examination of soil conditions and stratification. This could be accomplished in conjunction with access and clearing work; a bulldozer cut would be satisfactory. 2. We strongly recommend that excavation Of the ridge to rough grade proceed from the top of the'ridge downward, rather than cutting from the toe. 3. The benches should be cut as the excavation progresses. The actual location of benches across the cut should be determined in the field, based on conditions encountered as the face of the cut slope is approached during excavation. The 40 -foot vertical interval for benches is intended as a guideline; closer spacing may be dictated by field conditions. The benches should be cut at a reverse slope, graded to carry slope runoff to the north edge of the cut. From this point the water should be carried downslope in closed pipes or protective channels and routed into the planned roadbed drainage system. 4. Seepage will encountered as the excavation approaches the toe of the proposed cut. At this point test pits should be excavated to the level of the railroad alignment to allow evaluation of seepage conditions and the most suitable means of controlling these conditions. This control could be accomplished by construction of an interceptor drain below the level of the roadbed or by the installation of horizontal drains at the toe of the cut. Alternative means may be feasible for the control of seepage, depending on the conditions which are encountered during construction. Any trenching or excavation which extends below the level of seepage along the face of the cut should be accomplished in a series of horizontal stages so that at any given time the maximum length of open excavation is 25 feet. A possible method of seepage control is schematically' illustrated on Plate 1. 5. Regardless of the method of seepage control, we recommend that the lowest portion of the cut face be buttressed with a layer of angular free - draining rock extending up to the level at which seepage is noted during excavation. The rock should be IDAIVIIES $ INIOORE Jack A. Benaroya Company July 26, 1976 Page 4 separated from the slope face by a graded filter blanket or a layer of manufactured filter cloth. Quarry spalls or crushed rock at least 4 inches in average minimum dimension is desired for the buttress. A suggested buttress configuration is shown schematically on Plate 1, together with the interceptor drain. 6. As described in our letter of July 20, 1976, we recommend that protection against erosion from surface runoff and seepage be acomplished through a phased program of seeding and planting implemented in conjunction with or immediately following excavation. We recommend that all phases of the excavation be observed by a competent soils engineer or geologist, who would provide recommendations for bench locations, adjustments to the design slope angle, or other measures as indicated by observed soil and ground water conditions. We further recommend that the completed slope be inspected on a monthly basis during the first winter season to check for uncontrolled seepage, erosion, or other indications of instability which might require attention. We appreciate the opportunity to assist you on this project and look forward to working with you during the grading operations. Please contact us if you have any questions concerning this report or if we . could be of further assistance. JKT:WJG:ss 4 copies submitted 4368- 024 -05 Yours very truly, DAMES & MOORE By Jack K. Tuttle Partner 0 0 . . W O A C GeAAiaa T/c.Ttr . Oil . = ;C/Tt.4 F,Lr/s ,V r/4 431.IG. 46 of. S - Pok-a - : I- rZi /6 Cx'G/l✓'i r cm.) S C NE MAT /G l Lt. cl_Sre4noil OF PO-5=-3 /Bi 6 $Eg P&, C.f v i .24. >4, A1 -THc .0 Fgeg"- R.ex. - /MPCiL'Vio b3ALKl= /41,_, `..... - DR/9 /.Ji4/G a.m.= ' s moose', REPORT SOILS INVESTIGATION PROPOSED COMMERCIAL DEVELOPMENT TUKWILA, WASHINGTON for the JACK A. BENAROYA COMPANY f DAMES & MOORE 4368- 022 -05 June .28, 1976 i Ay...to PAGE ATL LILT HESDA 1111.11105 BOCA RAT011 BOSTON CHICAGO CINCINNATI CRANFORD GEtIV EP IROUT70N LOS ANGE.C' NEW ORLEANS NEW YORK PHOENIX PORTLAND SALT LAKE CITY SAN FRANCISCO SANTA DARDARA SEATTLE FAIRBANKS SYRACUSE - HONOLULU WASHINGTON, D.G. WHITE PLAINS SUITE 500, NORTHGATE EXECUTIVE CENTER • 155 N. E. 100 ?H STREET • SEATTLE, WASHINGTON 98125 • (206) 523-0560 CABLE: DAMEMORE TWX; 910-444 -2021 Jack A. Benaroya Company 5950 Sixth Avenue South Seattle, Washington 98108 Attention: Mr. Robert Fehnel Gentlemen: We submit herewith four copies of our "Report of Soils Investigation, Proposed Commercial Development, Tukwila, Washington," for the Jack A. Benaroya Company. The scope of work was developed in discussions between the writer and Messrs. Robert Fehnel and Kenneth Long of the Jack A. Benaroya Company. The scope of work is described in our revised proposal dated May 21, 1976. Authorization to proceed with the investigation was given verbally by Mr. Fehnel. This report deals principally with development of the Parkway Plaza North site. However, we also have considered the proposed railroad spur crossing the Giovanelli property. During this study, a test boring was drilled at the Parkway Plaza West site, supplementing a previous test pit exploration program at that site. Our findings and recommendations have been provided to you verbally as they were developed. A preliminary report giving recommendations for site preparation and foundation support for the Parkway Plaza North complex was delivered to you on June 17, 1976. It is our opinion that the site can be satisfactorily developed by, means of a closely monitored surcharge program. We appreciate the opportunity to serve you on this project and look forward to assisting you in your final studies on the Giovanelli and Parkway Plaza West sites. If you have further questions concerning our report, or if we may be of further service, please contact us. WJM:WJG: DAMES a ®ARE CONSULTANTS IN THE ENVIRONMENTAL AND APPLIED EARTH SCIENCES June 28, 1976 Yours very truly, DAMES & MOORE William J. Associate BEIRUT MELBOURNE CALGARY PERTH J AKARTA SINGAPORE JOHANNESBURG SYDNEY LAGOS TEHRAN LONDON TOKYO MADRID TORONTO VANCOUVER, B.C. REPORT SOILS INVESTIGATION PROPOSED COMMERCIAL DEVELOPMENT TUKWILA, WASHINGTON for the JACK A. BENAROYA COMPANY INTRODUCTION GENERAL In this report, we present the results of our soils investigation at the site of a proposed expansion of the Parkway Plaza complex in Tukwila, Washington. Our work has been concentrated in the prime area of interest which consists of approximately 12 acres lying east of Southcenter Parkway and north of the existing Jafco Store which will be developed as Parkway Plaza North. Dames & Moore previously performed a soils investigation for the Jafco development which included two borings within the present building area and a number of other borings in the general vicinity of the site. The results of this previous investigation were given in our report to the Jack A. Benaroya Company dated May 15, 1972. Because of the available information concerning conditions at the site, our present exploration was limited to one boring to confirm the extent and condition of the subsurface materials. In addition to this area, we have also performed a limited amount of work for two sites located on the west side of Southcenter Parkway. A portion of the northern site, known as the Giovanelli property, has been explored to assess conditions underlying a planned railroad spur realignment. -1- DAMES $ MOORE -2- A single boring was drilled in the southeast corner of the southern site, which will be developed as Parkway Plaza West. The purpose of this boring was to supplement subsurface information developed during a previous investigation which was summarized in our report dated May 3, 1976. DESIGN CONSIDERATIONS We understand that the proposed Parkway Plaza North development will consist of a continuous one - story, tilt -up concrete structure which will house a number of retail showroom facilities. Finish floor grades for the structure will vary from Elevation 21.5 to 22.75, generally on the order of 1 foot or less above the average existing grade. Floor loads are expected to be light, on the order of 125 pounds per square foot. We understand that interior column loads will be on the order of 65 kips or less. Exterior wall loads on the order of 1,300 pounds per linear foot will be supported on continuous footings. In 1973, excess material from the Jafco surcharge was stockpiled within portions of the presently planned building area. The stockpile presently extends 8 to 12 feet above the surrounding grade and has acted as a long -term surcharge over the area. The location of the surcharge stockpile is shown on Plate 1. Current planning calls for an accelerated building program such that only a limited time, on the order of 30 days, will be available for surcharging of the building areas which lie outside of the limits of the existing fill stockpile. A railroad track presently crosses the site between the existing surcharge and the Jafco store, extending across Southcenter Parkway. A DAMES 8 MOORE second spur track crosses the site north of the surcharge, terminating at Southcenter Parkway. Current plans are to extend this second spur to the west across the currently undeveloped Giovanelli site to service properties on the west side of Southcenter Parkway. This would permit removal of the track presently in use. PURPOSE AND SCOPE OF WORK The purpose of our investigation is to further delineate soil condi- tions at the primary site for the areas where existing information is insufficient, to develop site preparation and foundation support recom- mendations for this site, and to provide additional information for the two sites lying west of Southcenter Parkway. Specifically, the scope of our work includes: 1. Recommendations for site preparation for building areas located outside of the existing stockpile. These recommendations include magnitude and duration of a surcharge program together with special considerations for that portion of the surcharge which will be placed in close proximity to the existing Jafco building. 2. Criteria for foundation support for buildings supported on spread footings, including soil bearing pressures. 3. Criteria for placement and compaction of fill material as required for support of building floor slabs. 4. Estimates of settlement due to fill and building loads which would occur in conjunction with our recommended surcharge program. 5. Recommendations for a program of monitoring surcharge performance to permit removal of the surcharge at the earliest possible date. -3- 'MAMMIES 8 I OORIE 6. Recommendations for preparation of the railroad spur extension crossing the Giovanelli site. 7. Additional information and comments concerning the sites lying west of Southcenter Parkway, based on the additional explorations. SITE CONDITIONS PARKWAY PLAZA NORTH Surface Features: The site of the proposed development is situated on the floor of the Green River Valley, west of the present river channel. The south portion of the site, covered by an asphalt parking lot for the Jafco facility, is essentially level at Elevation 22. The pavement extends approximately 300 feet north of the south property line. A railroad spur presently crosses the site in this portion of the property, extending across Southcenter Parkway. A second spur track crosses the site along the northern property line adjacent to the existing fill stock- pile. The stockpile occupies an area of approximately 500 feet by 350 feet in plan dimension in the northeastern portion of the site. The stockpile extends upward to Elevation 29 to 30 feet except in the south- western corner of the pile where the fill material was placed up to Elevation 33 to 34 feet. North of the paved area and west of the stock- pile, the existing ground surface is undeveloped and overgrown with weeds. The ground surface is relatively level, varying from Elevation 21 to 22 feet except along the western edge of the site, where it slopes downward slightly to approximately Elevation 20 feet adjacent to Southcenter Parkway. Subsurface Conditions: Our present exploration at the Parkway Plaza North site consisted of drilling Boring 76 -3 to a depth of 40 feet. This -4- IDATAES MOORH C s boring was located as shown on the Plot Plan to supplement existing information from previous explorations within and adjacent to the planned building area. The log of the boring is given in the appendix, together with results of laboratory tests and detailed descriptions of the field explorations and laboratory procedures. The general area, including the present site,was developed in 1965 and 1966 by placing fill to approximately Elevation 22. At our boring locations in the general site area, fill ranges from approximately 6 to 9 feet in thickness. Fill appears to be thicker in the southern and central portions of the site, decreasing to 6 feet beneath the existing fill stockpile and the undeveloped area in the northwest. Fill soils encountered in the borings generally are compact. The fill consists primarily of layered sandy silt and silty sand with occasional clay soils and pockets of reasonably clean sand. For the most part, the fill is sufficiently fine - grained to be water sensitive. Consequently, in exposed areas the surface of the fill may have softened somewhat, probably on the order of 3 to 6 inches in thickness. However, in local areas, the thickness of soft material may be somewhat greater. The lowest portion of this original fill is relatively loose since proper compaction was not possible immediately above the underlying soft natural soil. This zone of less compact material is thought to be on the order of 1 to 2 feet in thickness across the site. The native soils underlying the site consist of a complex series of alluvial deposits laid down by the Green River. The alluvium is variable in its characteristics, ranging from organic silt and peat to relatively clean sands. The thickness of the alluvium varies significantly across -5- IaAPVIES ti YIOORE c -6- the site. The bottom of the alluvium lies at an estimated elevation of -10 feet or higher in the westernmost portions of the site; whereas, it may extend as deep as Elevation -90 feet along the eastern property line. On the basis of borings drilled during this and previous investigations, we have divided the alluvial deposits into three general units. In order of increasing depth, these are: Unit A - Deposits consisting generally of sandy, clayey and organic silts, and occasional peat. Typically, the various soil types are interbedded in layers of varying thickness. At the location of the Parkway Plaza North complex, this unit is believed to range from approximately 15 to 30 feet in thickness, with the thickness increasing toward the north and east. This deposit ranges from moderately compressible to compressible in nature and is characterized by generally low strength. Unit B - This unit is a deposit of generally granular material con- sisting of fine to medium sand with occasional thin layers of silt or silty sand. At the location of Boring 76 -3, the upper 6 feet consists of interlayered silt, sand, and organic silt. The unit appears to be discontinuous across the site, occurring only in the eastern two - thirds. Generally the thickness of the deposit is on the order of 30 feet or more within the building area except for the western portion the northern building wing. This unit possesses'high strength and is only moderately compressible. Unit C - This unit consists chiefly of clayey silt and /or organic silt but also contains occasional layers of silty sand and sandy DAMES S MOORE silt. As with Unit B, it is discontinuous across the site, occurring in the eastern portion. The thickness generally ranges from 15 to 20 feet, increasing toward the northeast. In summary, the total thickness of the alluvial deposit increases signifi- cantly to the east and north, away from Southcenter Parkway. The alluvium is underlain by relatively incompressible granular marine deposits in the eastern portion of the site and by glacially preconsoli- dated material to the west. Based on the ground water levels observed in the current boring and in previous borings at the present site, we estimate that the normal water level ranges between Elevation 9 and 13 except during the wettest portion of the year when higher levels may occur in conjunction with flood stages on the Green River. GIOVANELLI PROPERTY In order to examine subsurface conditions for the proposed railroad spur realignment, Boring 76 -1 was drilled and a number of hand probes were made at the locations shown on Plate 1. The boring log is given in the appendix; the results of the probes, which were performed to deter- mine the thickness of soft soils, are summarized on Plate 1. That portion �f the alignment near the Parkway is relatively level at Elevation 18 to 19, some 2 feet below the street grade. The surface is hummocky with standing water in low areas. The site is overgrown with weeds and young trees. Approximately 150 feet away from the street, the ground surface begins to rise at a moderate slope to the west, up to Elevation 30 to 34 some 250 feet from the street. At this point the toe of the valley wall is encountered in the form of a steep ridge running to the northwest. -7- DAIVI E3 ti MOORE The near - surface materials in the low -lying area consist of wood and brush in a matrix of soft silt and sandy topsoil. At the time of our exploration the condition of the existing surface was such that the drill rig mounted on an all- terrain vehicle was unable to reach a second boring location in the interior of the site. This surface material is underlain by peat with layers of silt and organic silt, extending to a depth of 24 feet in our boring. The thickness of this soft, very compres- sible deposit decreases to the west and tapers out in the vicinity of the toe of the ridge. We expect that conditions along the railroad spur alignment are generally typical of the site as a whole. In Boring 76 -1, the peat deposit is underlain by approximately 10 feet of medium dense fine sand. The lower 5 feet of this unit graded more dense to silty fine to medium sand. The boring was terminated after penetrating a short distance into a layer of very dense fine gravel having some coarse sand and a trace of organic matter. All of the granular deposits below the peat were water- bearing and exhibited a slight artesian head. Based on previous explorations of the hillside, we anticipate that the ridge is composed primarily of glacial deposits ranging from unsorted till to sorted deposits of silts and sands. These soils should be relatively strong and incompressible in their undisturbed state; however, they generally contain enough silt to be susceptible to softening when exposed to moisture. PARKWAY PLAZA WEST Site conditions at this location were described in our report dated May 3, 1976 and will not be repeated in detail here. In the previous -8- DAMES 8 MOORE report, the site was subdivided into three areas; good soil conditions, intermediate soil conditions, and poor soil conditions. Our present work consisted of drilling Boring 76 -2 in the southeast corner of the site in order to define the depth of poor soil conditions. Test pits excavated in this area during our previous exploration were terminated in peat or organic silts at the maximum extent of the backhoe. Boring 76 -2 encountered fill soils to a depth of approximately 10 feet below the surface. The fill was underlain by a deposit of inter - layered peat and organic silt extending to a depth of 27 feet. The lowest 5 feet of this deposit consists primarily of silty sand interlensed with peat and silt. From this level to a depth of 40 feet, complex deposits of medium dense to very dense granular soils were encountered. These soils are believed to have originated from erosion of the adjacent hillside. The boring was terminated after penetrating 9 feet of stiff gray silt lying beneath the alluvium. The thickness of fill soils in Boring 76 -2 is somewhat greater than encountered in our test pits. We anticipate that this is a localized condition. DISCUSSION AND RECOMMENDATIONS GENERAL Based on the information obtained from the borings performed during the present and previous investigations and the results of our current analyses and evaluations, we conclude that the Parkway Plaza North site may be satisfactorily developed by means of a closely monitored surcharge program. On this basis, the footings and floor slabs may be supported on existing or newly placed compacted fill. -9- DAMES 8 MOOR@ Development of the site is complicated by the presence of the existing surcharge stockpile in the central portion of the planned building area, and by the presence of the Jafco structure adjacent to the southern building line. In general, our recommendations consist of using the stockpiled fill to surcharge those portions of the building area which lie outside of the present stockpile configuration. The surcharge should exert loads significantly greater than those imposed by the planned dead and live loads, to preinduce most of the anticipated settlement prior to construction of the facility. Under present scheduling, only a limited time is available for surcharging; however, surcharge heights in the vicinity of the existing Jafco structure must be limited to prevent damage or significant settlement from occurring within this structure. Some postconstruction settlement of buildings and floor slabs will occur but should be relatively uniform except at those points where the building crosses the limits of the existing fill stockpile. At these locations, we anticipate that minor distress may occur in building walls but that no significant structural damage will occur. Most of the postconstruction settlement will be long -term areal settlement associated with secondary compression of the underlying organic soils. Regarding the Parkway Plaza West site, the conditions encountered in Ij 1 Boring 76 -2 emphasize the variation in the depth of materials within the poor soils zone. We anticipate that difficulties may be encountered in predetermining proper lengths for driven piles, making the use of auger - cast concrete piles a reasonable alternative. We strongly feel that further investigation of subsurface conditions will be required, both for this site and the Giovanelli property, when specific building locations and development plans are formulated. -10- DAMES 8 MOOR AREAL SETTLEMENTS AND SURCHARGE PROGRAM The combined weight of structural fill and anticipated structural and floor loads would cause substantial and variable settlements resulting from consolidation of compressible subsurface soils. We estimate that settlement would range from approximately 2 to 5 inches across the site depending upon the thickness of compressible material and the actual imposed loads. In order to allow as much of this settlement to occur in advance of building construction as possible, we recommend that building areas be surcharged with excess fill. Recommended elevations for the surcharge fill are shown on Plate 2. We recommend that the top of the surcharge fill extend horizontally at least 10 feet beyond the walls of the proposed building in those areas which lie outside of the existing fill stockpile. In transition areas between the existing stockpile and the new surcharge, the crest of the new surcharge should be approximately coincident with the crest of the old stockpile. Along the southern limits of the planned building area, adjacent to the existing Jafco facility, the crest of the surcharge should extend only to the southern building line such that the crest approaches no closer than 15 feet to the existing Jafco structure. Along the northern building line, the crest of the surcharge fill should approach as closely as possible the existing railroad spur without encroaching upon the railroad easement. In order to monitor the effect of the surcharge, we have provided our recommendations for settlement marker locations within the surcharge areas and established a schedule for reading these settlement markers. This program is underway and has consisted of taking readings three times a DAMES S MOORRE week, both during and after fill and surcharge placement. The settle- ment marker data should be submitted promptly to our office for review and evaluation of the effectiveness of the surcharge program. We under- stand that the existing railroad spur which crosses the southern portion of the building area will have to remain in service during the full extent of the surcharge period. The surcharge should be carried as close to the railroad alignment as possible to minimize the effect of the discontinuity. Assuming that the surcharge remains in place approximately 30 days, we estimate that postconstruction settlements will be on the order of 1 inch or less. Because the existing fill stockpile has been in place for several years, we anticipate that essentially no settlement will occur in this portion of the building area; therefore, a potential exists for differential settlement of approximately 1 inch between the edge of the stockpile and the adjacent newly surcharged areas. We anticipate that this differential movement would take place across a span of approxi- mately 30 to 40 feet. Postconstruction differential settlements will also occur between the recently surcharged building areas and the adjacent yard areas. Such movement should be anticipated in planning utilities. We recommend that gradients somewhat steeper than normal be provided for gravity flow utility lines servicing the structures. Where possible, gravity lines within the structure should drain away from, rather than into, the area which had been overlain by the previous stockpile. FOUNDATION SUPPORT Following the recommended surcharge program, we recommend that footings for the proposed structure be founded in the existing compacted fill or in the newly placed structural fill. The footings should be -12- !DAMES 8 MOORE founded at least 18 inches below the lowest adjacent grade and should be underlain by at least 4 feet of dense soil. We anticipate that most of the footings will be founded within or just above the older existing fill. Some advantage will be gained by the use of a continuous wall footing under the periphery of the buildings as such a footing would tend to bridge over any local spots of softer fill. We recommend that all footing excavatings be examined by a soils engineer to evaluate the adequacy of the fill material to provide proper footing support. Should soft areas 1 inch or less. The effect of differential settlement between exterior footings and the adjacent floor slab could be minimized by delaying the construction of the outermost portions of the floor slab until after the 1 wall panels have been positioned on the footing. be found in the bottom of footing excavations, we recommend that the soft material be removed from below the footing location and replaced with granular fill compacted to at least 95 percent of maximum dry density based on the AASHTO Compaction Test Procedure (Specification T -180). Assuming that footings are designed and installed as described above, we recommend an allowable soil bearing pressure of 2,500 pounds per square foot. This value is intended to apply to the total of all loads exclusive of the weight of the footings and any backfill placed over the footings. For footings designed in accordance with these recommendations, we estimate that settlements due to structural loads will be on the order of FLOOR SLAB SUPPORT We recommend that slab -on -grade floors be supported on a compacted base consisting of either a minimum of 4 inches of crushed rock or 6 inches of clean, free - draining granular fill which will serve as a uniform -13- DAMES 8 MOORE c base and a capillary moisture break. A moisture barrier beneath the floor slab would be desirable to minimize the potential for condensation along the bottom of the slab. If no barrier is used, the possibility of condensation should be considered in selecting floor covering and adhesives. Some small variations in floor settlement may occur across the slab as a natural consequence of variations in floor load, as well as the depth and thickness of compressible layers. More significant variations will occur in transition areas between the old fill stockpile and the recently surcharged areas, as described previously. Differential settlements on the order of 1 inch in 30 or 40 feet could occur in these zones. For floor slabs in areas such as this, it may be desirable to reinforce the slab with reinforcing rod rather than wire mesh, particularly since the surcharge loading is of limited duration. SITE PREPARATION We understand that the structural and surcharge fill which was recently placed in the northwest wing of the building area was installed without specific compactive effort other than the traffic of the construction equipment. The subgrade level in this portion of the building will be very near the original site grade. We recommend that this portion of the building area be proof rolled with a heavy compactor or similar equipment after the surcharge has been removed to detect any areas of soft or loosened soils. These areas should be overexcavated and replaced with properly compacted granular fill. We understand that it is presently planned to scarify and pulverize the existing asphalt pavement within the building area and to incorporate it within the structural fill. We are of the opinion that a great deal of effort will be required to reduce the pavement to a size small enough -14- DAVI ES 8 11.410014E ii (approximately 4 inches maximum dimension) to allow a uniform degree of compaction to be attained such that no voids exist within this material. A more effective procedure would be to remove the asphalt and replace it with compacted soil fill. If the asphalt is to be utilized as fill, we recommend that all footings be founded below the level of the asphalt fill. We recommend that all permanent structural fill be compacted to at Ii least 95 percent of the maximum density determined by the AASHTO Compaction Test Procedure T -180. Surcharge fill need not be compacted to any specific g P Y P compaction criteria but must be sufficiently firm to support construction equipment. The subgrade level which is exposed after removal of the surcharge should be proof rolled prior to the placement of floor slab base material to identify possible soft or loose areas. The portion of the building area within the existing stockpile area also should be 1 proof rolled. Any soft areas should be scarified or overexcavated and replaced, and recompacted to 95 percent maximum density. RAILROAD SPUR REALIGNMENT We assume that the realigned railroad spur across the Giovanelli property site will be placed at approximately Elevation 21. On this basis, it will be necessary to overexcavate the upper portion of the peat and backfill it with granular fill. This will serve to distribute the pressure induced by railroad traffic to reduce stresses in the underlying organic soils. We recommend that the excavation be carried deep enough to provide a minimum of 6 feet of compact granular fill beneath the top of the ballast material. The backfill zone should extend laterally a distance of 9 feet on either side of the track centerline. To optimize the stability of the track, we recommend that a pit -run sand or sand and -15- IDAVA ES a MQOIR gravel be used. Unless the water level is maintained below the bottom of the excavation during fill placement, the backfill should contain less 1 than 5 percent fines (defined as material passing the No. 200 sieve). We estimate that the placement of granular fill, as described above, will result in total settlements of up to 2 feet or more in the deepest portion of the peat deposit. We anticipate that most of this settlement will occur rapidly; however, secondary compression within these organic soils will be significant. We anticipate that about 60 percent of the total settlement will occur within two weeks after the alignment is brought to grade. We therefore suggest that final grading of the alignment be delayed for at least this period of time. More rapid settlement could be induced by surcharging the alignment with 3 to 4 feet of excess fill. The magnitude of settlement could be reduced significantly by the use of a competent lightweight fill such as cinders. We understand that the practice of constructing railroad embankments from cinders has not been used since the demise of the steam engine; however, if some other source of lightweight aggregate can be located, there are positive benefits to be gained in reduced settlements. Plate 1 - Site Plan Plate 2 - Recommended Surcharge Program - Parkway Plaza North Appendix - Field Exploration and Laboratory Testing June 28, 1976 4368 - 022 -05 c -o0o- The following plates and appendix are attached and complete this report: - Respectfully submitted, DAMES & MOORE By William J. N4urphy, Associate CDAINOES a FtlOOR SEE INSET A 67 -2 67 -3 L BORING 76-1-95, REFERENCE: UNDATED JACK A. BENAROYA CO. DRAWING ENTITLED SITE PLAN" 0-72 -8 4 ea::.:: . TOE OF SLOPE 72 -7 PROPOSED PARKWAY PLAZA NORTH GIOVANELLI PROPERTY CREST OF EXISTING FILL STOCKPILE 1 ■ PROPO T GE gy0TH RS BORING 76 -3 4f: 29 fk ■ {0.72 -4 NOTE: SOIL CONDITIONS ARE KNOWN ONLY AT TEST PIT LOCATIONS, SINCE THE ZONE LIMITS WERE PRIMARILY DERIVED FROM RELATIVELY FEW EXPLORATIONS, SOME VARIABILITY IN ACTUAL CONDITIONS FROM THOSE SHOWN IS TO BE EXPECTED. ER P SOUTHCENT BOP 2. -3 P Ai kKN°1 tk 1 E 26 It /NE loll It 'ED. 72-I PARKWAY PLAZA 22 2d• WESTERN CURB .NTER FARAWAY PROPERTY LINE BORING 76-I • 23' •18' PROBE LOCATION AND DEPTH OF PENETRATION •13 •15' INSET A FEET 60 0 0 0 KEY: • 0 BORING DRILLED DURING THIS INVESTIGATION 41) BORING DRILLED DURING PREVIOUS INVESTIGATION •2,5' TOE OF SLOPE ____y 50 TEST PIT EXCAVATED DURING PREVIOUS INVESTIGATION POOR SOIL CONDITIONS INTERMEDIATE SOIL CONDITIONS GOOD SOIL CONDITIONS 1-1 PROPOSED RAILROAD TRACKS 4-1-t-4-1- EXISTING RAILROAD TRACKS SITE PLAN FEET 100 0 100 200 C11/11101111•111 14001111M PLATE I APPENDIX FIELD EXPLORATION AND LABORATORY TESTING FIELD EXPLORATIONS Subsurface conditions underlying the areas in question were explored by drilling three borings using hollow -stem, auger drilling equipment. Boring 76 -1, located in the low -lying marshy portion of the Giovanelli property, was performed using an auger drill mounted on a 4 -wheel drive, all- terrain vehicle. Borings 76 -2 and 76 -3 were drilled using conventional truck - mounted equipment. Boring locations and vertical control were based on the results of a topographic survey by Chadwick Surveying and Engineering dated May 11, 1976 and on information provided by representatives of the Benaroya Company. The field explorations were continuously observed by a member of our staff, who classified the soils encountered, kept a detailed log of the borings, and obtained soil samples at frequent intervals for examination and testing in our laboratory. The logs of the borings are presented on Plates A -1 and A -2. The soils have been classified in accordance with the U.S.C.S. which is described on Plate A -3. Relatively undisturbed soil samples were obtained from the borings using a Dames & Moore Type U Sampler, which was driven with a weight of 140 pounds falling a distance of 30 inches. The number of blows required to drive the sampler a distance of 12 inches into undisturbed soil is shown immediately above the sample notation on the logs. Observation of water levels were made during the course of drilling the borings; however, sufficient time was not available to be certain that the water level had attained equilibrium. The maximum height of water A -1 DAIWES �. MOo12E noted in each boring is shown on the appropriate boring log. Artesian pressures were encountered in the sands underlying the peat in Boring 76 -1. LABORATORY TESTING The soils obtained from the borings were examined in our laboratory and a limited program of testing, consisting of moisture- density deter- minations, was performed to provide correlation with the strength and compressibility characteristics which were determined in our previous investigations. The results of these moisture - density determinations are shown on each boring log. In addition, one consolidation test was performed on a sample from Boring 76 -3 to evaluate soil compression characteristics. The results of this test are presented graphically on Plate A -4. A -2 DAMES B MOOV E 20 25 ELEVATION 18.5' t 15 10 5 10 1 -20 170.77 -30 2 72.97 -54 • 2 • 2 480.67 -12 • 2 • 23 • 39 • 121 BORING 76 -1 SP OL PT ; il ! 1 WOOD AND BRUSH IN A MATRIX OF SILT AND SAND TOPSOIL DARK BROWN FIBEROUS TO SILTY PEAT WITH LAYERS OF GRAY SILT AND ORGANIC SILT (VERY SOFT, VERY COMPRESSIBLE) FEW SILT LAYERS BELOW ELEVATION 8' INCREASING SILT LENSES DARK GRAY -BLACK FINE SAND (MEDIUM DENSE)(WATERBEARING, UNDER SLIGHT ARTESIAN PRESSURE) CRAY SILTY FINE TO MEDIUM SAND WITH SOME GRAVEL (MEDIUM DENSE TO DENSE) DARK GRAY GRAVEI. TO 3/4 INCH, WITH COARSE SAND AND TRACE ORGANIC MATTER (VERY DENSE) BORING COMPLETED 5/19/76 KEY: rBLOWS REQUIRED TO DRIVE SAMPLER ONE FOOT WEIGHT- 140 LBS.. STROKE- 30 INCHES. MOISTURE, 72.97-54 • INDICATES DEPTH AT WHICH UNDISTURBED DRY_ SAMPLE WAS EXTRACTED. DENSITY IN PCF ® INDICATES DEPTH AT WHICH DISTURBED SAMPLE WAS EXTRACTED. 27.17 -92 20 15 - 25.27-93 98.67 -43 10 41.67 -77 5 17.07 -110 0 5 1 20 -25 32.27 -91 12 • 23 • 10 • 15 • 36 68 • 29 • 26 • 10 LOG OF BORINGS BORING 76 -2 11111 • • •o OL SOD AND TOPSOIL NATURE OF THE SUBSURFACE MATERIALS. GRADES TO DARK BROWN ELEVATION 24.5' t SM RED BROWN AND BROWN SILTY SAND (MEDIUM DENSE)(FILL) ML GRAY SILT WITH LITTLE SAND AND ORGANIC MATTER, WITH SAND LENSES (VERY STIFF)(FILL) PT ALTERNATING LAYERS OF DARK BROWN OL PEAT AND DARK GRAY ORGANIC SILT, WITH OCCASIONAL LAYERS OF GRAY SILT — (SOFT, COMPRESSIBLE) WATER LEVEL 5/20/76 SM GRAY SILTY FINE TO MEDIUM SAND WITH OL OCCASIONAL GRAVEL, WITH NUMEROUS LENSES OF SILT, ORGANIC SILT AND PEAT (LOOSE TO MEDIUM DENSE) SM GRAY -BROWN GRAVELLY SILTY FINE TO COARSE SAND (MEDIUM DENSE) SW GRAY FINE TO COARSE SAND WITH GRAVEL AND OCCASIONAL ORGANIC MATTER (DENSE) SM GRAY SILTY FINE SAND WITH OCCASIONAL ORGANIC MATTER (DENSE) GRAY FINE TO COARSE SAND WITH GRAVEL, INTERLAYERED WITH GRAY SILT HAVING TRACE OF ORGANIC MATTER (DENSE) SW ML ML GRAY. SILT WITH TRACE SAND AND GRAVEL (STIFF) BORING COMPLETED 5/20/76 NOTE: THE DISCUSSION 1N THE TEXT OF TH15 REPORT I5 NECESSARY FOR A PROPER UNDERSTANDING OF THE imams s nl�oow PLATE A-1 25 20 18.6X -114 15 69.1X -55 10 5 z • 88.9% 0 w -5 -10 -15 20 25.4X -93 141.8%-- 73. 9X-54 21.7 %-105 17 • 32 • 11 • 12 8 • 14 61 • 81 • BORING 76 -3 Ifll DI €€ r II €t( i 11 SM ML ELEVATION 21.8' 3 2" OF ASPHALT UNDERLAIN BY CRUSHED ROCK BROWN SILTY SAND WITH OCCASIONAL GRAVEL (DENSE)(FILL) GRAY SILT WITH LITTLE FINE SAND, TRACE GRAVEL AND ORGANIC MATTER ( DENSE)(FILL) GRADES TO MEDIUM DENSE ML GRAY SILT WITH ROOTS AND ORGANIC OL MATTER (STIFF) WATER LEVEL 5/20/76 GRADES WITH INCREASING ORGANIC CONTENT BELOW ELEVATION II' SP DARK GRAY -BLACK FINE SAND (MEDIUM DENSE) OL DARK BROWNISH GRAY ORGANIC SILT WITH NUMEROUS LAYERS OF SILTY PEAT (SOFT, COMPRESSIBLE) DECREASING ORGANIC CONTENT ML ALTERNATING LAYERS AND LENSES OF GRAY Sp SILT, DARK GRAY FINE SAND AND BROWNISH GRAY ORGANIC SILT (MEDIUM STIFF) tllf" }" SP DARK GRAY -BLACK FINE TO MED S AND AITH OCCASIONAL SMALL SILT POC (DENSE) BORING COMPLETED 5/20/76 LOG OF BORINGS D* U • r00o11114 PLATE A -2 MAJOR D /V /S /ONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS • COA RSE GRAINED SOILS MORE THAN 10 % OF MATERIAL IS LAMA THAN NO. GOO SIEVE SIZE GRAVEL AND • GRAVELLY SOILS MORE THAN 00 96 OF COARSE WRAC TION RETAINED •i••• ••• CLEAN GRAVELS i/• s .I• G (LITTLE OR NO •0 • • • • SW WELL - ORADEO GRAVELS, • SAND MIXTURES, LITTLE ON NO /INES dr:: FINE{) .✓i • • �.!' ` - .. / •41 -. ' 'a•.•A✓: :•: GP POOP LT•GRADED GRAVELS, DRAM.- SAN MIXTURES, LITTLE OR FINES �S • • a iI;11l� ••. •`.S GRAVELS WTfH FINES • I • } • ( APPRECIASLE AMOUNT • •'G' GM SILTY , GRAVEL -SAND. SILT MIXTURES OF FINEST r / 7 = . A., I•• .0 r •W GC GC CLAYEY , GRAVEL. SAND. CLAY MIXTURES ON NO. 4 SIEVE SAND AND SANDY SOILS MORE THAN 50% OF COARSE /RAC• TI ON fMLtNi NO. • SIEVE • • •. CLEAN SAND •�•:;� (LITTLE OR NO • • {�'�.f....._ SW •ELL- SRADED SANDS, SANDS, LITTLE OR NO FINES .. FINES •.. •.•.••.,•'' ° •'' c SP POORLY SPADED SANDS, GRAVELLY SANDS, LITTLE OR NO TIN[{ ( I SANDS WITH FINES ( �� (APPRECIABLE AMOUNT I i � 7 ,j .l ,( SM SILTY SANDS, SAND-SILT MIXTURES OF FINESI / J • f / %/f I y am/. � .47 SC \i r. j,,.;,' CL ATEY SANDS, SAND•CLAY MIXTURES FINE GRAINED SOILS NONE THAN SO % OP MATERIAL IS 1 TNAM N0. Goo 00 SIEVE SIZE ML INORGANIC SILTS AND VERY PINS SANDS, ROCK FLOUR, SILTY OR CLAYEY PINE SANDS OR CLAYEY SILTS WITH {LIMIT ICITY SILTS / AND LIQUID LIMIT Lam! TNAM SD CL CLAYS INORGANIC CLAYS OF LOW TO MEDIUM ItlTT, ORAVELLr CLArt, {AHOY cur{, SILTY eLAr{, LEAN eLAr{ I 1 I I 1 1 1 t I ■ I j 1 ■ • 1 1 1 1 1 1 F1 i, 1 1 OL 1 1 ORGANIC SILTS AND ON•ANIC SILTY . CLAYS OF LOW PLASTICITY (s!, MH INOR•ANIC SILTS, MICACEOUS' ON DIATOMACEOUS FINE SAND OW SILTY SOILS SILTS 7 ; . AND LIQUID LIMIT a1E4j THAN 50 ' ° ? +; CH INORGANIC CLAYS Of HIGH (CITY, FAT CLAYS CLAYS �.� % OH ORGANIC CLAYS OP IKOIYY TO SIGN OR PL ASTICTY, ORGANIC SILTS PT PEAT, HUMUS, SOILS WITH SIGN ORGANIC CON HIGHLY ORGANIC SOILS _ - C NOTE DUAL SYMBOLS ARE USED TO INDICATE S011OERLINE SOIL CLASSIFICATIONS. SOIL CLASSIFICATION CHART UNIFIED SOIL CLASSIFICATION SYSTEM SSIAMli i MOOS!! ,o° 2°° e o°° 4P 0 0 /4f °� � h ho p ` , 1111116. gill I l i ! ' 111 k k 6 BORING ELEVATION SOIL TYPE MO STURE CONTENT DRY DENSITY IN LBS. /CU.FT. BEFORE AFTER 3 -1.7 ORGANIC SILT 73.9 65.1 54 • 1; u V .00 .02 . 04 .06 .08 ?.l N W 0.1 z Z 2.1 .2 .2 .2 • LOAD IN LBS. /SQ FT. 0 CONSOLIDATION TEST DATA OAMI•! S MOOT PLATE A -4 N 946.7 (REV. 6 -61) BY JSC DATE -2D - 7t CHECKED BY. tar tar& ft stn FILE 4 3(R.- o ?? ae ism smsommo m► PROPOSED BUILDING AREA-- E ( I (/: LIMITS OF EXISTING FILL STOCKPILE CREST OF SURCHARGE SCALE: 1" = 100' RECOMMENDED SURCHARGE PROGRAM PARKWAY PLAZA NORTH REVISIONS BY DATE CREST OF SURCHARGE EXISTING JAFCO FACILITY 32 INDICATES RECOMMENDED ELEVATION OF SURCHARGE GRADE AND FILL PERMIT PARKWAY PLAZA WAIVER ENVIRONMENTAL IMPACT STATEMENT Edgar D. Bauch, Mayor CITY OF TUKWILA 6230 SOUTHCENTER BLVD. TUKWILA, WASHINGTON 98067 DEPARTMENT OF COMMUNITY DEVELOPMENT Mr. Robert H. Fehnel Jack A. Benaroya Company 5950 Sixth Avenue South Seattle, Washington 98108 Dear Mr. Fehnal: Sincer G.ry Crutc Assistant GC /cw Ield lanner cc: Kjell Stoknes Steve Hall Al Pieper 16 July 1976 This office has reviewed your application for a grading permit at Parkway Plaza West situated in Tukwila. In conjunction with the Environmental Questionnaire completed and submitted together with the application drawing, the following in- formation is requested prior to a decision being made by the Responsible official - with respect to the proposed excavation. 1. Soils analysis, including consideration of groundwater, completed by qualified soils engineer, to support the proposed 1:1 slope. 2. Three (3) cross - sections of proposed slope after excavation. One at center and one for each edge. 3. Detail drawings for benches. 4. Drainage system: Demonstrate manner of surface water channelization and, if necessary, groundwater. • 5. Restoration plan. 6. Cost estimates on drainage system, benches and restoration plan. All of the above information is deemed necessary to allow an environmentally sound decision to be made without an Environmental Impact Statement. Such a decision will be made as soon as possible upon receipt of the requested information. The information in this letter pertains only to the proposed slope excavation. The fill permit on the lowland area has been issued under a separate permit to expedite that part. Please do not do any further work on the slope until you have received a grading permit from the City of Tukwila. Cd Verbatim transcript of portion of Committee of the Whole Meeting held May 10, 1976 regarding Proposed Ordinance providing for relocation of railroad crossing on South center Parkway. MAYOR.: Are you planning on any mining of fill off the hillside? -SAi46WK : No. MAYOR: You are going to bring all of your fill in from off -site? S - CK: Well, they have -- if you recall the site down there there is a very, very large area of (orn ?). (frcc ?) load under this building now. -Pre MAYOR: I am talking about the money you are going to use to get rid of the bog there. SA# IrK: You are talking about mining it - did you say? MAYOR: Well, taking it off the side of the hill and putting it down there. HILL: That is all freeway though isn't it - fill. S N K: No, the property line runs up to about this point. STEVE HALL: We have worked with them on this and there would be very minor cuts into the toe of the slope. This has been resolved. VAN DUSEN: It looks like they would have to cut right there. SANfliMik Yes, that one corner happens to jut over into it but they are staying away from the toe of this - this runs parallel with the bank. SAUL: Has this been to the Planning Commission yet? STEVE HALL: Yes, it has. JACK A. BENAROYA COMPANY 5950 SIXTH AVENUE SOUTH • SEATTLE, WASHINGTON 98108 • (206) 762 -4750 July 16, 1976 City of Tukwila Planning Department Tukwila, Washington 98188 Attention: Mr. Gary Crutchfield Re: Parkway Plaza West 17500 Southcenter Parkway We hereby request a grading permit for the above mentioned site. It is our intent to use the excess preload sand currently on the Park- way Plaza North to fill the peat bog area. Further, the rail placement will require the tip of the bank to be cleared, excavated and sloped, and the material will also be used in the peat bog area. It is the intent to have a generally level site north to south at the toe of the hillside at approximately elev. 25 to 27. The site would slope gently toward Southcenter Parkway at elev. 21 to 23. We are enclosing a site plat plan and environment questionnaire per your request. obert H. Fehnel GENERAL CONTRACTORS • DEVELOPERS OF COMMERCIAL AND INDUSTRIAL BUILDINGS FOR SALE OR LEASE - 5246611111F - • ..e..ras n i'S IV 1.1 itliar iI Kr I I In, (.. 7 t;a.Y 17, 1976 NEW BUSINESS - Contd. Council Motion 76 -9 the rules be adopted as set forth in the Tukwila Municipal Code. Rules of Procedures MOVED BY TRAYNOR, SECONDED BY HILL, THAT CITY COUNCIL MOTION NO. 76 -9 for the Board of BE ADOPTED AS READ. CARRIED. Adjustment- Contd. Appraisal of Desimone Property EXECUTIVE SESSION MOVED BY HILL, SECONDED BY PESICKA, THAT, THE COUNCIL GO INTO EXECUTIVE 7:35 P.M. - 8:35 P.M. SESSION AND DISCUSS THE PERSONNEL PROBLEM. CARRIED. ROLL CALL VOTE: 4 AYES - TRAYNOR, HILL, MS. PESICKA, VAN DUSEN; 3 NOS - GARDNER, SAUL, MS. HARRIS. Councilman Hill requested that Deputy City Attorney Hard, Mrs. Shirlee Kinney and her attorney, Mr. Warren, attend the Executive Session. Mayor Bauch called the meeting back to order with all Council Members present as previously listed.. Appointment of MOVED BY TRAYNOR, SECONDED BY SAUL, THAT THE CITY COUNCIL CONCUR City Clerk Pro Tem WITH THE RECOMMENDATION OF THE MAYOR FOR A CITY CLERK PRO TEMPORE OR ACTING CITY CLERK. ROLL CALL VOTE: 5 AYES - GARDNER, TRAYNOR, HILL, SAUL, MS. HARRIS; 2 NOS - MS. PESICKA, VAN DUSEN. Report on Fire Fighter Contract Ni( SECOND READING OF.ORDINANCES Ord. 1/972 - Relocation of rail road crossing on Southcenter Blvd. MOVED BY HILL, SECONDED BY TRAYNOR, THAT THE APPRAISAL OF THE DESIMONE PROPERTY HAS BEEN RECEIVED BUT WILL NOT BE MADE PUBLIC UNTIL IT HAS BEEN DISCUSSED WITH MR. DESII•IONE. MOTION CARRIED, WITH HARRIS VOTING NO. After review of the background of the procedure prior to the appraisal and with a request from Mayor Bauch it was MOVED BY HILL, SECONDED BY MS. PESICKA,TO AUTHORIZE THE MAYOR TO HAVE THE DESIMONE PROPERTY APPRAISED. CARRIED. MOVED BY HILL, SECONDED BY TRAYNOR, TO AMEND THE AGENDA TO ALLOW ITEM 8.d., A REPORT ON THE FIRE FIGHTER• CONTRACT FROM THE LABOR ARBITRATOR. CARRIED. Councilman Hill reported there are still a couple of items in the contract that have not been settled that are not related to money. MOVED BY HILL, SECONDED BY TRAYNOR, TO HAVE A COUNCIL MOTION THAT THE COUNCIL CONCURS WITH THE ARBITRATOR'S MONETARY ALLOTMENT TO EACH INDIVIDUAL FIREMAN AND THAT THEY BE PAID ON JUNE 5, 1976 UPON RECEIPT OF AN ACCEPTABLE CONTRACT. * It had been previously suggested by negotiator Cabot -Dow that a motion was necessary so that if an agreement is received by June 1, 1976 the City Council can review it and the Mayor can institute payment even if the contract is not signed. * *CARRIED, WITH MS. HARRIS VOTING NO. MOVED BY HILL, SECONDED BY TRAYNOR, THAT THE PROPOSED ORDINANCE BE READ BY TITLE ONLY. CARRIED. Deputy City Attorney Hard Bread proposed ordinance providing for the relocation of the railroad crossing on Southcenter Parkway at Minkler Blvd. and repealing Ordinance #617 of the City of Tukwila. Mr. Steve Hall, Public Works Director, read his letter of May 13, 1976 for the record requesting that Mr. Kenneth Cottingham of Stevens, Thompson and Runyan, Inc. run a brief study to see if the traffic warrants are adequate to require automatic sig- nalization at this crossing. He further requested that the Minutes show the City would require automatic signalization if the warrants so justify. Deputy City Attorney Hard stated that no further agree- ment was necessary as Ordinance 1/534, Section 6, states that all work shall be in accordance with all rules, regulations, ordinances, and statutes and shall be under the supervision and inspection of the City Engineer and they are bound by this Ordinance. MOVED BY HILL, SECONDED BY VAN DUSEN, TO ACCEPT THE RECOMMENDATIONS OF STEVE HALL REGARDING SIGNALIZATION OF THE RAILROAD CROSSING. CARRIED, WITH MS. HARRIS VOTING NO. MOVED BY TRAYNOR, SECONDED BY HILL, THAT ORDINANCE #972 BE ADOPTED AS READ. * Discussion as to the 48 inch storm drain crossing under the railroad ensued. Mr. Steve Hall stated they hoped the timing would be right so the storm drain (LID 1/27) could be installed at the > ' JILA CITY COUNCIL REGULAR MEETING °..:`8 je13, 1976 (../ SECOLID RF .DING OF ORDINANCES - Contd. Ord. #972 - Relocation of rail road crossing on Southceriter Blvd. - Contd. FIRST READING OF ORDINANCES Ord. #973 - Establishing Community Develop- . ment & Planning Department Ord. #974 - Amending Sec. 3 of Budget Ord. #957 Proposed Ord. - Estab. Consolidated LID #21 -22 -24 RESOLUTIONS Res. #540 - Authorizing Mayor to Execute Adden- dum to Agreement w /City of Renton same time as the relocation of the railroad crossing. The question was raised if this construction would increase the cost of the LID.. Mr. Hall stated the cost of the LID already includes one crossing with the railroad and explained the proposed construction. *CARRIED, WITH MS. HARRIS VOTING NO. 6 YES VOTES CAST FOR ORDINANCE #972. Councilwoman Harris suggested having an ordinance drawn that Benaroya and /or the railroad shall pay any increased costs to protect the storm drain lines in LID #27. MOVED BY TRAYNOR, SECONDED BY HILL, TO HAVE THE ADMINISTRATION DRAW UP AN ORDINANCE FOR THE NEXT COUNCIL MEETING. CARRIED. MOVED BY TRAYNOR, SECONDED BY SAUL, THAT THE PROPOSED ORDINANCE BE READ. CARRIED. Deputy Attorney Hard read the proposed ordinance establishing'an office of Community Development and Planning and re- vising Section 2.12.020 of the Tukwila Municipal Code, Chapter 2.12. MOVED BY TRAYNOR, SECONDED BY SAUL, THAT THE RULES BE SUSPENDED FOR A SECOND READING AND ORDINANCE #973 BE ADOPTED AS READ. * MOVED BY HILL, SECONDED BY VAN DUSEN, TO AMEND THE ORDINANCE TO ADD ITEM (d) UNDER SECTION 6. DUTIES, TO READ "HE SHALL EXERCISE GENERAL SUPERVISION OVER EQUIPMENT, REPAIR, AND RENTAL OF ALL CITY VEHICLES." CARRIED. MOVED BY HARRIS, SECONDED BY SAUL, TO AMEND THE ORDINANCE DELETING TH BUILDING DEPARTMENT FROM THE COMMUNITY DEVELOPMENT AND PLANNING DEPAR MENT. MOTION FAILED, WITH MS. HARRIS AND SAUL VOTING YES. MOVED BY HARRIS, SECONDED BY SAUL, TO AMEND THE ORDINANCE CHANGING THE WORD "MAYOR" TO "ORDINANCE" IN THE LAST LINE OF SECTION 1. MOTIO FAILED, WITH MS. HARRIS AND SAUL VOTING YES. MOVED BY HARRIS, SECONDED BY SAUL, TO AMEND THE ORDINANCE ADDING THE WORDS "SUBJECT TO THE RECOMMENDATION OF THE PARK BOARD" TO SECTION 3 (c). CARRIED. *ORIGINAL MOTION CARRIED, AS AMENDED. MOVED BY HILL, SECONDED BY TRAYNOR, THAT THE PROPOSED ORDINANCE BE READ BY TITLE ONLY. CARRIED. Deputy City Attorney Hard read propose ordinance amending Section 3 of Budget Ordinance #957 by reference, transferring appropriations within and between budgeted funds to accomodate financial contract compliance as set forth in Resolutions Numbered 508, 531, and 539, and other financial adjustments deemed f necessary for the efficient operation of the government of the City .; of Tukwila. MOVED BY HILL, SECONDED BY TRAYNOR, THAT THE RULES BE SUSPENDED FOR SECOND READING AND THAT ORDINANCE NO. 974 BE ADOPTED AS READ. CARRIfj MOVED BY HILL, SECONDED BY MS. PESICKA, THAT THE PROPOSED ORDINANCE I PLACED ON FIRST READING BY TITLE ONLY AND REFERRED TO THE COMMITTEE OF THE WHOLE MEETING OF MAY 24, 1976. CARRIED. Deputy City Attorney Hard read the ordinance establishing Consolidated Local Improvement w District No. 21 -22 -24 and "Consolidated Local Improvement Fund, District No. 21- 22 -24 "; and fixing the amount, form, date, interest rate, maturity and denominations of the Consolidated Local Improveme} District No. 21 -22 -24 Bonds and directing the issuance and sale.ther` to Foster & Marshall Inc. of Seattle, Washington. MOVED BY TRAYNOR, SECONDED BY PESICKA, THAT THE PROPOSED RESOLUTION READ BY TITLE ONLY. CARRIED. Deputy Attorney Hard read the propos resolution authorizing the Mayor to execute addendum to agreement d August 7, 1975, between City of Tukwila and City of Renton. Resolute concern the City of Renton imposing its customary use fees as same May 1U, ly 7:30 P.M. CALL TO ORDER ROLL CATS, OF COUNCIL MEMBERS MINUTE APPROVAL DISCUSSION Transportation/ Utilities Element of Comprehensive Plan Ord. - Providing for relocation of rail- road crossing on Southcenter Pkwy. Res. - Authorizing agreement between City of Tukwila and City of Renton (LID Sewer Use Fees) TUKWILA CITY COUNCIL Tukwila City pall COMMITTEE OF THE WHOLE MEE rG Council Chambers MINUTES The meeting was called to order by Council President Hill. GARDNER, TRAYNOR, HILL, VAN DUSEN. Councilman Saul arrived at the meeting at 7:35 P.M. MOVED BY TRAYNOR, SECONDED BY VAN DUSEN, THAT THE MINUTES OF THE APRIL 26, 1976 COMMITTEE OF THE WHOLE MEETING BE APPROVED AS PUBLISHED: CARRIED, WITH.GARflNER VOTING NO. Mayor Bauch explained during the discussion of the proposed transportation /utilities element of the Comprehensive Plan that the main concern discussed at the Public Hearing was the movement of traffic. He added the plans are not to discourage the movement of traffic on highways, or to set up traffic rules. Council President Hill stated it was his thought the plans will not require the changing of truck maneuvering. If there is a change it will be because of safety and will just up -date the city's land -use. Steve Hall, Director of Public Works, said this element of the Comprehensive Plan is aimed towards future problems we may have. This will leave the door open for future difficulties that may be solved by traffic contro: rather than restrictions. MOVED BY TRAYNOR, SECONDED BY VAN DUSEN, THAT A FORMAL MOTION TO ACCEPT OR REJECT THE PROPOSED TRANSPORTATION /UTILITIES ELEMENT OF THE COMPREHENSIVE PLAN BE ON THE AGENDA FOR THE NEXT CITY COUNCIL MEETING. CARRIED. Public Works Director Steve Hall explained reasons for request for re- location of railroad crossing on Southcenter Parkway. He stated the Benaroya Company is asking to relocate the crossing back to its origi- nal position so they can develop the land to the north of the Jafco building. He added the City Attorney has suggested Ordinance #617 be repealed and Ordinance #534 be adopted. Council President Hill said atthe time the existing railroad was put in it was brought out that the now requested revision was too hard to put in because of a bridge that was necessary. Councilman Traynor remembered there were all kinds of reasons it had to be moved to its present location. He added at that time the City Council thought it would be better to put it in where they are now requesting it to be. Mr. Bob Sandwick of the Benaroya.Company said his company had recently purchased property for development that makes the proposed revision feasible and also the change in ownership of other property has changed which makes the requested revision more feasible than it was previously. He added by changing the railroad it will be possible for Mr. Benaroya to develop the north side of Parkway Plaza as he has the south side. By changing the railroad it will also solve safety factors. He added there will be no interruption in services to, the companies involved while this change is taking place. Councilman Van Dusen said he agreed with the safety factor. Steve Hall, Director of Public Works, said LID #27 will be located westerly and it is possible some of the work on LID #27 can be done at the time of the change. Mr. Sandwick said it will . take about two months to make the change and they would like to start at once. Councilman Saul asked if this matter had been discussed with the Planning Commission and if they had any questions. Gary Crutchfield, Planning Department, said the Planning Commission hay some questions and they had all been resolved. MOVED BY TRAYNOR, SEC- ONDED BY VAN DUSEN, THAT THE PROPOSED ORDINANCE BE ON THE AGENDA FOR THE NEXT CITY COUNCIL MEETING. CARRIED. Steve Hall, Director of Public Works, explained the proposed resolutio authorizing agreement between City of Tukwila and City of Renton re- garding the sewer use fees., He said there is a question now as to #l9whom should collect the sewage charge. He said it is logical that Renton should maintain this and he recommended passage of this resolu- tion. He added Andy's Diner'is involved and there may be others in this area as a result of future development. At present the City of Tukwila and City of Renton both collect. The resolution will clarify this and the City of Renton will collect and maintain. He said at time of connection the, fee was paid to the City of Tukwila. Mayor Bauch said Andy's Diner is located at the end of Tukwila's line and is beneficial._ to the City. MOVED BY TRAYNOR, SECONDED BY SAUL, THAT PROPOSED RESOLUTION BE ON THE AGENDA FOR THE NEXT CITY COUNCIL MEETING CARRIED. . TUKWILA CITY COUNCIL MEETING May 3, 1 976 Page 2 PUBLIC HEARINGS - Cont. "Law Week ", Volunteer Effort by Steven L. Robinson Ordinance No. 966 - Wages and Benefits, 1976 Department Heads and Specific Supervisors CERTIFICATE OF APPRECIATION SECOND READING OF ORDINANCES Proposed Ordinance - Relocation of Railroad Crossing on South - enter parkway John Sheets, Chief of Police, stated that truck parking and maneuvering has been a problem in the past and most certainly would increase in the future with the size of the larger trucks. There being no further comment from the audience, Mayor Bauch closed the Public Hearing at 7:37 P.M. MOVED BY HILL., SECONDED BY PESICKA, TO REFER THE TRANSPORTATION/ UTILITIES ELEMENT OF THE COMPREHENSIVE PLAN TO THE COMMITTEE OF THE WHOLE ON MAY 10, 1976. CARRIED. Mayor Bauch presented a Certificate of Appreciation to Steven L. Robinson, Tukwila Police Officer, for his volunteer effort to the Tukwila Community in establishing "Law Week" and its promotion at Tukwila Elementary School during the week of April 12 - 16. Officer Robinson was commended for his volunteer efforts and for the rapport he has established with the youth of the Community and also by the teachers of Tukwila Elementary School who commented by letter to their Principal. MOVED BY HILL, SECONDED BY PESICKA, THAT THE PROPOSED ORDINANCE BE READ IN ITS ENTIRETY EXCLUDING SECTION 4.* Upon comment by Councilman Saul of the percentage raise given, IT WAS MOVED BY SAUL, SECONDED BY HARRIS, TO AMEND THE MOTION AND PLACE THIS MATTER BACK IN THE COMMITTEE OF THE WHOLE FOR THEIR NEXT MEETING.* Discussion ensued as to the wage formula applied. Upon a call for vote on the amendment to the motion, *MOTION FAILED, SAUL AND HARRIS VOTING NO. Voting upon the original motion to read the proposed ordinance, *CARRIED, WITH SAUL VOTING NO. Deputy City Attorney Hard read proposed ordinance establishing and granting wages and benefits retroactive to January 1, 1976, transferring appropriations for the positions of Public Works Director, City Clerk, Planning Director, City Treasurer, Fire Chief, Police Chief, Police Lieutenant and Fire Marshal and amending Budget Ordinance No. 957. MOVED BY HILL, SECONDED BY PESICKA, THAT ORDINANCE NO. 966 BE ADOPTED AS READ.* Councilwoman Harris questioned the Deputy City Attorney on the form of the ordinance and whether it was proper. Mr. Hard stating that he thought the ordinance was valid and in proper form. *ROLL CALL VOTE: 5 AYES - GARDNER, HILL, PESICKA, TRAYNOR, VAN DUSEN; 2 NOS - HARRIS, SAUL. MOTION CARRIED. FIRST READING OF ORDINANCES Ordinance No. 967 - MOVED BY TRAYNOR, SECONDED BY SAUL, THAT THE PROPOSED Interdepartmental ORDINANCE BE READ. CARRIED. Deputy City Attorney Hard read Loan between Water /Sewer proposed ordinance providing for an interdepartmental loan Construction Fund between Water /Sewer Construction Fund and LID #27 in the and LID #27 amount of $70,000.00. MOVED BY TRAYNOR, SECONDED BY SAUL, THAT THE RULES BE SUSPENDED FOR SECOND READING AND THAT ORDINANCE NO. 967 BE ADOPTED AS READ. CARRIED, WITH HARRIS VOTING NO. OVED BY TRAYNOR, SECONDED BY SAUL, THAT THE PROPOSED ORDINANCE E READ. CARRIED. Deputy City Attorney Hard read the proposed Ordinance providing for the relocation of the railroad crossing on Southcenter Parkway at Minkler Boulevard and repealing Ordinance No. 617 of the City of Tukwila. MOVED BY HILL, SECONDED BY PESICKA, THAT PROPOSED ORDINANCE BE REFERRED TO THE COMMITTEE•OF THE WHOLE MEETING OF MAY 10, 1976. CARRIED. LAYOUT OF CUT SHADED AREA . LAYOUT OF CUT SHADED AREA DRAINAGE LINE .